HomeMy WebLinkAbout20251296.tiffTECHNICAL SPECIFICATIONS
SWEET VALLEY PIT
CR 40 IMPROVEMENTS
WELD COUNTY, COLORADO
DECEMBER 2024
PREPARED FOR:
,x,14
,
J-2 Contracting Co,
105 Coronado Ct. Unit A-101
Fort Collins, CO 80525
Phone: 970-392-0094
Fax: 970-392-0095
PREPARED BY:
J&T Consulting, Inc.
305 DENVER AVENUE - SUITE D
FORT LUPTON, CO 80621
PHONE: 303-857-6222
SWEET VALLEY PIT - CR 40 IMPROVEMENTS
TABLE OF CONTENTS
Item Page
Weld County Project Special Provisions Index 1
Weld County Project Special Provisions 2
Weld County Department of Public Works
Conformed Standard Special Revisions to
CDOT's 2023 Standard Specifications for
Road and Bridge Construction 6
i
SWEET VALLEY PIT - CR 40 IMPROVEMENTS
PROJECT SPECIAL PROVISIONS
WELD COUNTY PUBLIC WORKS DEPARTMENT
The Weld County Department of Public Works Conformed Standard Special Revisions to
CDOT's 2023 Standard Specifications for Road and Bridge Construction, the latest
edition of the CDOT Field Materials Manual (as amended), and the latest edition of the
CDOT Construction Manual (as amended) provide the standards and specifications for
the construction of this project. The following special provisions supplement or modify
the Conformed Standard Special Revisions and take precedence over the Conformed
Standard Special Revisions and plans.
PROJECT SPECIAL PROVISIONS INDEX
Date
Pages
Revision of Section 203 — Embankment Materials
December 3, 2024
3
Utilities
December 3, 2024
4-5
1
WELD COUNTY PROJECT SPECIAL PROVISIONS
2
December 3, 2024
3
Revision of Section 203
Embankment Material
Revise Section 203 of the Standard Specifications for this project as follows:
Subsection 203.03, first paragraph, shall include the following:
Embankment material shall meet the following requirements for Atterberg limits and
gradation:
(1) Maximum liquid limit of 40%
(2) Maximum plasticity index of 15%
(3) A maximum of 40% percentage of material by dry weight passing the No. 200 sieve.
The upper 2 feet of embankment material below the subgrade elevation shall meet the
following requirements for Atterberg limits and gradation:
(1) Maximum liquid limit of 40%
(2) Maximum plasticity index of 15%
(3) A maximum of 40% percentage of material by dry weight passing the No. 200 sieve.
3
December 3, 2024
1
Uti lities
Known utilities within the limits of this project are:
Century Link
2 inch fiber optic lines (2)
Century Link
1 inch telephone line
Cureton Midstream
4 inch polyethylene gas line
Cureton Midstream
6 inch steel gas line
Central Weld County Water District
2 inch PVC water line
12 inch PV water line
Xcel Energy
Overhead power lines and poles
The work described in these plans and specifications requires coordination between the
Contractor and the utility companies per subsection 105.11 in conducting their respective
operations as necessary to complete the utility work with minimum delay to the project.
The work listed below shall be performed by the Contractor per the plans and specifications,
and as directed by the Engineer. The Contractor shall keep each utility company advised of
any work being done to its facility, so that the utility company can coordinate its inspections
for final acceptance of the work with the Engineer.
FOR:
None
The work listed below will be performed by the utility owners or their agents:
Xcel Energy
Relocation of overhead power lines and poles
General:
The Contractor shall comply with Article 1.5 of Title 9, CRS ("Excavation Requirements")
when excavation or grading is planned in the area of underground utility facilities. The
Contractor shall notify all affected utilities at least two (2) business days, not including the
4
December 3, 2024
2
Uti lities
day of notification, before commencing such operations. The Contractor shall contact the
Utility Notification Center of Colorado (UNCC) at (8-1-1) or 1-800-922-1987 to have locations
of UNCC registered lines marked by member companies. All other underground facilities
shall be located by contacting the respective company. Utility service laterals shall also be
located before beginning excavating or grading.
The location of utility facilities as shown on the plans, and herein described, were obtained
from the best available information.
All costs incidental to the foregoing requirements will not be paid for separately but shall be
included in the work.
5
Weld County Department of Public Works Conformed Standard
Special Revisions to CDOT's 2023 Standard Specifications for Road
and Bridge Construction
6
Weld County Department of
Public Works Conformed
Standard Special Revisions
to CDOT's 2023 Standard
Specifications for Road and
Bridge Construction
\ 1S61 44
N
Updated October 1, 2024
This document has been reviewed for accessibility requirements in
Microsoft Word 365 Version 2402 (32 -Bit) and Adobe Acrobat Pro (32 -
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Preface
The specifications contained within this manual are the minimum specifications required by Weld
County for new infrastructure projects constructed within Weld County's right of way.
This document incorporates Weld County's Standard Special Revisions to the 2023 CDOT
Specifications for Road and Bridge Construction into a conformed version of the Specifications.
The intent is to provide the user with one document that can be used on a project instead of
having to use multiple documents. These standard specifications are to be used on contract
work awarded by the Weld County Department of Public Works (County). They may be
supplemented or modified to suit specific contracts.
Items highlighted in red represent Standard Special Revisions that Weld County has made to
the Specifications. Additionally, a single vertical bar located on the left side of the paragraph
indicates the paragraph has been changed by Weld County.
Items highlighted in green represent Standard Special Revisions or Errata that CDOT has made
to the specifications since its last update. Additionally, a double black bar on the left side of the
paragraph indicates the paragraph has been changed by CDOT since their last update to the
specifications.
These specifications are expressed in United States Standard Measure (English units). The
international System of Units (SI, Modernized Metric) is used only where standardized testing
requires metric units. For clarity, aggregate sieve sizes appear in both SI and English Units. The
dimensions, measurements, and requirements stated in English units are the specification
requirements. All Contractor submittals shall be prepared in English Units. Pay item quantities
will be measured in English units.
Unless otherwise identified, forms referred to (e.g., Form 605) are CDOT or Weld County forms.
Forms from other organizations or agencies are clearly identified (e.g., FHWA Form 1273).
When used in this manner, it shall be capitalized as shown.
Use of these specifications by any other organization or individual will be at the user's risk.
Organizations or individuals citing these specifications by reference in their contract work will be
responsible for furnishing prospective bidder's copies of the specifications along with any
addenda that may affect their contract.
Addenda to these specifications may be issued by the Department to suit its needs.
i
Table of Contents
Preface i
Table of Contents ii
Table of Tables xl
Division 100 — General Provisions 1
Section 101 — Definitions and Terms 1
101.01 Abbreviations. 1
101.02 Definitions, alphabetically 3
Section 102 — Bidding Requirements and Conditions 18
102.01 Bidding Procedures 18
102.02 Contents of Proposal Forms. 18
102.03 Interpretation of Quantities in Proposal Form 18
102.04 Interpretation of Plans and Specifications19
102.05 Examination of Plans, Specifications, Special Provisions, and Site of Work 19
102.06 Preparation of Proposal. 20
102.07 Irregular Proposals 20
102.08 Combination or Conditional Proposals21
102.09 Anti -Collusion Affidavit. 21
102.10 Material Guaranty. 21
Section 103 — Award and Execution of Contract 22
103.01 Consideration of Proposals22
103.02 Award of Contract. 23
103.03 Requirement of Contract Bonds23
103.04 Execution and Approval of Contract 23
Section 104 — Scope of Work 24
104.01 Intent of Contract. 24
104.02 Differing Site Conditions, Suspensions of Work, and Significant Changes in the
Character of Work. 24
104.03 Extra Work. 26
104.04 Maintaining Traffic 26
104.05 Rights in and Use of Materials Found on the Work28
104.06 Final Cleaning Up. 28
104.07 Value Engineering Change Proposals by the Contractor28
Section 105 - Control of Work 35
105.01 Authority of the Engineer 35
105.02 Plans, Shop Drawings, Working Drawings, Other submittals, and Construction
Drawings. 36
105.03 Conformity to the Contract. 51
105.04 Conformity to the Contract of Superpave Performance Graded Binders. 58
105.05 Conformity to the Contract of Hot Mix Asphalt. 59
105.06 Conformity to the Contract of Portland Cement Concrete Pavement64
105.07 Conformity to Roadway Smoothness Criteria. 70
105.08 Document Management and Professional Engineer and Professional Land
Surveyor Electronic Seals 80
ii
105.09 Coordination of Plans, Specifications, Supplemental Specifications, and Special
Provisions. 80
105.10 Cooperation by Contractor. 82
105.11 Cooperation with Utilities 82
105.12 Cooperation Between Contractors. 84
105.13 Construction Stakes, Lines and Grades 84
105.14 Authority and Duties of the Project Engineer. 85
105.15 Duties of the Inspector 85
105.16 Inspection and Testing of Work 86
105.17 Removal of Unacceptable Work and Unauthorized Work. 86
105.18 Load Restrictions. 87
105.19 Maintenance During Construction87
105.20 Failure to Maintain Roadway or Structure88
105.21 Acceptance. 89
105.22 Dispute Resolution89
105.23 Dispute Review Board. 93
105.24 Claims for Unresolved Disputes105
Section 106 — Control of Materials 115
106.01 Source of Supply and Quality Requirements. 115
106.02 Material Sources. 116
106.03 Samples, Tests, Cited Specifications118
106.04 Qualification of Testing Personnel and Laboratories 118
106.041 Sampling and Testing of Earthwork. 118
106.05 Sampling and Testing of Hot Mix Asphalt (More than 5,000 Tons). 124
106.051 Sampling and Testing of Hot Mix Asphalt (Less than 5,000 tons)132
106.06 Sampling and Testing of Portland Cement Concrete Paving. 135
106.07 Material Inspection at Plant 147
106.08 Storage of Materials147
106.09 Handling Materials. 147
106.10 Department Furnished Materials147
106.11 Buy America (BA) and Build America, Buy America (BABA) Requirements148
106.12 Certificates of Compliance. 153
106.13 Certified Test Report155
106.14 Trade Names, Approved Equals, and Substitutes. 156
106.15 Method of Measurement. 156
106.16 Basis of Payment. 157
Section 107 — Legal Relations and Responsibility to Public 158
107.01 Laws to be Observed. 158
107.02 Permits, Licenses, and Taxes. 158
107.03 Patented Devices, Materials, and Processes 158
107.04 Restoration of Surfaces Opened by Permit 159
107.05 Federal Aid Provisions. 159
107.06 Safety, Health, and Sanitation Provisions. 159
107.07 Performance of Safety Critical Work. 165
107.08 Public Convenience and Safety. 168
107.09 Railroad -Highway Provisions. 168
iii
107.10 Construction Over and Adjacent to Navigable Waters. 168
107.11 Barricades and Signs169
107.12 Use of Explosives. 169
107.13 Protection and Restoration of Property and Landscape 169
107.14 Forest Protection 170
107.15 Interruption of Irrigation Water Flow170
107.16 Responsibility for Damage Claims, Insurance Types and Coverage Limits170
107.17 Opening Sections of Project to Traffic 173
107.18 Contractor's Responsibility for Work. 174
107.19 (unused) 175
107.20 Furnishing Right of Way 175
107.21 Personal Liability of Public Employees. 175
107.22 No Waiver of Legal Rights. 175
107.23 Third Party Beneficiary 176
107.24 Archaeological and Paleontological Discoveries176
107.25 Air Quality Control176
107.26 Water Quality Control 176
Section 108 — Prosecution and Progress 187
108.01 Subletting of Contract. 187
108.02 Notice to Proceed. 188
108.03 Project Schedule188
108.04 Payment Schedule196
108.05 Limitation of Operations. 197
108.06 Character of Workers; Methods and Equipment. 197
108.07 Workplace Violence. 198
108.08 Determination and Extension of Contract Time 198
108.09 Failure to Complete Work on Time. 202
108.10 Default of Contract. 203
108.11 Termination of Contract. 205
108.12. Pay Reductions206
Section 109 — Measurement and Payment 208
109.01 Measurement of Quantities. 208
109.02 Scope of Payment 213
109.03 Compensation for Altered Quantities. 214
109.04 Compensation for Changes and Force Account Work. 214
109.05 Eliminated Items. 218
109.06 Partial Payments218
109.07 Payment for Material on Hand (Stockpiled Material)229
109.08 Reserved 230
109.09 Acceptance and Final Payment. 230
109.10 Compensation for Compensable Delays 230
Section 110 — Weld County Approved Products List 232
110.01 Approved Products. 232
Division 200 — Earthwork 233
Section 201 — Clearing and Grubbing 233
iv
Description 233
201.01233
Construction Requirements 233
201.02233
Method of Measurement 234
201.03234
Basis of Payment 234
201.04234
Section 202 - Removal of Structures and Obstructions 236
Description 236
202.01236
Construction Requirements 236
202.02 General. 237
202.03 Salvable Material. 244
202.04 Signs and Traffic Signals. 244
202.05 Pavement Markings. 244
202.06 Detours. 245
202.07 Pavements, Sidewalks, Curbs. 245
202.08 Portions of Structures. 245
202.09 Removal of Asphalt Mat (Planing) 246
202.10 Clean Culvert. 249
Method of Measurement 249
202.11249
Basis of Payment 250
202.12250
Section 202a — Diamond Grinding Concrete Pavement 252
Description 252
202.13 Diamond Grinding Concrete Pavement. 252
Material 252
202.14252
Construction Requirements 252
202.15252
Method of Measurement 254
202.16254
Basis of Payment 254
202.17254
Section 203 — Excavation and Embankment 255
Description 255
203.01 General. 255
Materials 255
203.02 Excavation Definitions 255
203.03 Embankment Material. 256
Construction Requirements 260
203.04 General. 260
203.05 Excavation. 260
203.06 General Embankment Construction Requirements261
v
203.07 Embankment Placement and Compaction Requirements 263
203.08 Proof Rolling. 267
203.09 Blading268
203.10 Dozing 268
Method of Measurement 268
203.11268
Basis of Payment 270
203.12270
Section 206 — Excavation and Backfill for Structures 272
Description 272
206.01272
Materials 272
206.02 General. 272
Construction Requirements 275
206.03 Structure Excavation and Structure Backfill. 276
206.04 Bed Course Material. 278
206.05 Filter Material. 278
Method of Measurement 278
206.06278
Basis of Payment 279
206.07279
Section 206a — Shoring 281
Description 281
206.08281
Materials and Construction Requirements 281
206.09281
Method of Measurement 283
206.10283
Basis of Payment 283
206.11283
Section 207 — Topsoil 284
Description 284
207.01284
Materials 284
207.02 General. 284
Construction Requirements 287
207.03 Site Pre -vegetation Conference. 287
207.04 Topsoil Stockpiling. 288
207.05 Subgrade Soil Preparation288
207.06 Placement of Topsoil and Seeding Media 289
Method of Measurement 289
207.07289
Basis of Payment 290
207.08290
Section 208 — Erosion Control 292
Description 292
vi
208.01292
Materials 296
208.02296
Construction Requirements 303
208.03 Project Review, Schedule, and Erosion Control Management 303
208.04 Control Measures for Stormwater. 319
208.05 Construction of Control Measures 323
208.06 Materials Handling and Spill Prevention 330
208.07 Stockpile Management 331
208.08 Limits of Disturbance (LDA). 331
208.09 Regulatory Mechanism for Water Quality. 332
208.10 Items to Be Completed Prior to Requesting Partial Acceptance of Water Quality
Work 339
Method of Measurement 341
208.11341
Basis of Payment 342
208.12343
Section 209 — Watering and Dust Palliative 346
Description 346
209.01346
Materials 346
209.02346
Construction Requirements 346
209.03 Moisture and Density Control 346
209.04 Prewetting. 346
209.05 Dust Palliative. 346
209.06 Landscaping 347
Method of Measurement 347
209.07347
Basis of Payment 347
209.08347
Section 210 — Reset Structures 349
Description 349
210.01349
Construction Requirements 349
210.02 General. 349
210.03 Light Standard 349
210.04 Fences and Gates 349
210.05 Guardrail. 350
210.06 Mailbox 350
210.07 Ground Sign 350
210.08 Sign Structure. 350
210.09 Traffic Signal. 350
210.10 Adjust Structure. 350
210.11 Flashing Beacon. 350
Method of Measurement 351
vii
210.12351
Basis of Payment 351
210.13351
Section 211 — Dewatering and Diversions 353
Description 353
211.01353
Materials 353
211.02353
Construction Requirements 353
211.03353
Method of Measurement 359
211.04359
Basis of Payment 360
211.05360
Section 212 — Seeding, Fertilizer, Soil Conditioner, and Sodding 361
Description 361
212.01361
Materials 361
212.02. Seed, Fertilizers, Soil Conditioners, Mycorrhizae, Elemental Sulfur, and Sod.
361
Construction Requirements 371
212.03 Submittals. 371
212.04 Seeding Seasons372
212.05 Native Seeding Methods373
212.06 Seeding (Temporary). 381
212.07 Seeding (Lawn)381
212.08 Sodding 382
Method of Measurement 383
212.09383
Basis of Payment 383
212.10383
Section 213 — Mulching 385
Description 385
213.01385
Materials 385
213.02385
Construction Requirements 389
213.03389
Method of Measurement 391
213.04392
Basis of Payment 392
213.05392
Section 214 — Planting 394
Description 394
214.01394
Materials 394
viii
214.02394
Construction Requirement 399
214.03399
214.04 Landscape Establishment. 404
Method of Measurement 405
214.05406
Basis of Payment 406
214.06406
Section 215 — Transplanting 408
Description 408
215.01408
Materials 408
215.02408
Construction Requirements 408
215.03408
Method of Measurement 410
215.04411
Basis of Payment 411
215.05411
Section 216 — Soil Retention Covering 412
Description 412
216.01412
Materials 412
216.02412
Construction Requirements 417
216.03417
216.04 Slope Application. 418
216.05 Channel Application. 418
216.06 Maintenance. 419
Method of Measurement 419
216.07419
Basis of Payment 419
216.08419
Section 217 — Herbicide Treatment 421
Description 421
217.01421
Materials 421
217.02421
Construction Requirements 421
217.03421
Method of Measurement 422
217.04422
Basis of Payment 422
217.05422
Section 240 — Protection of Migratory Birds 423
Description 423
ix
240.01423
Materials and Construction Requirements 423
240.02423
Method of Measurement 426
240.03426
Basis of Payment 426
240.04426
Section 250 — Environmental, Health and Safety Management 428
Description 428
250.01428
250.02428
Construction Requirements 428
250.03 General. 428
250.04 Heavy Metal Based Paint Management436
250.05 Material Handling. 438
250.06 Sample delivery. 440
250.07 Regulated Asbestos Contaminated Soils (RACS) Management 441
250.08 Methamphetamine Lab Sites. 443
Method of Measurement 443
250.09443
Basis of Payment 444
250.10444
Division 300 — Bases 447
Section 305 — Aggregate Base Course 447
Description 447
304.01447
Materials 447
304.02 Aggregate. 447
304.03 Commercial Mineral Fillers 448
Construction Requirements 448
304.04 Placing. 448
304.05 Mixing 448
304.06 Shaping and Compaction 448
Method of Measurement 449
304.07449
Basis of Payment 450
304.08450
Section 306 — Reconditioning 451
Description 451
306.01451
Construction Requirements 451
306.02451
Method of Measurement 452
306.03452
Basis of Payment 452
306.04452
x
Section 307 — Lime Treated Subgrade 453
Description 453
307.01453
Materials 453
307.02 Lime. 453
307.03 Water. 453
Construction Requirements 453
307.04 General. 453
307.05 Preparation of Subgrade453
307.06 Test Section. 454
307.07 Proof Rolling. 454
307.08 Processing Materials 454
307.09 Compaction 455
307.10 Finishing and Curing. 458
307.11 Construction Joints. 458
307.12 Thickness Acceptance. 458
Method of Measurement 458
307.13459
Basis of Payment 459
307.14 459
Section 307a — Cement Treated Subgrade 460
Description 460
307.15460
Materials 460
307.16 Portland Cement. 460
307.17 Water. 460
307.18 Soil460
Construction Requirements 460
307.19 General. 460
307.20 Typical Weather Operations 460
307.21 Cold Weather Operations 461
307.22 Preparation of Subgrade461
307.23 Test Section. 462
307.24 Cold Weather Test Section. 462
307.25 Processing Materials 464
307.11 Compaction 464
307.26 Finishing and Curing. 465
307.27 Proof Rolling. 466
307.28 Construction Joints. 466
307.29 Thickness Measurement466
Method of Measurement 468
307.30469
Division 400 — Pavements 470
Section 401 — Plant Mix Pavements (General) 470
Description 470
401.01470
xi
Materials 470
401.02 Composition of Mixtures 470
401.03 Aggregates 475
401.04 Mineral Filler. 475
401.05 Hydrated Lime 475
401.06 Asphalt Cements 475
Construction Requirements 475
401.07 Weather Limitations and Placement Temperatures. 475
401.08 Asphalt Mixing Plant. 476
401.09 Hauling Equipment 476
401.10 Asphalt Pavers476
401.11 Tack Coat 478
401.12 Surface Conditioning 478
401.13 Preparation of Asphalt Cement. 479
401.14 Preparation of Aggregates. 479
401.15 Mixing 480
401.16 Spreading and Finishing. 481
401.17 Compaction 484
401.18 Joints. 488
401.19 Pavement Samples488
401.20 Surface Smoothness 488
Method of Measurement 488
401.21488
Basis of Payment 488
401.22488
Section 403 — Hot Mix Asphalt 490
Description 490
403.01490
Materials 491
403.02491
Construction Requirements 493
403.03493
Method of Measurement 494
403.04494
Basis of Payment 494
403.05494
Section 405 — Heating and Scarifying Treatment 496
Description 496
405.01496
Materials 496
405.02496
Construction Requirements 496
405.03496
Method of Measurement 497
405.04497
Basis of Payment 497
xii
405.05497
Section 406 — Cold Asphalt Pavement (Recycle) 498
Description 498
406.01498
Materials 498
406.02498
Construction Requirements 498
406.03 Weather Limitations. 498
406.04 Milling 498
406.05 Mixing 499
406.06 Spreading 499
406.07 Compacting and Finishing 499
406.08 Recycling Train. 500
406.09 Paver. 501
406.10 Compactors 501
406.11 Smoothness. 501
Method of Measurement 501
406.12501
Basis of Payment 501
406.13501
Section 407 — Prime Coat, Tack Coat, and Rejuvenating Agent 503
Description 503
407.01503
Materials 503
407.02 Asphalt Material. 503
407.03 Blotter Material503
Construction Requirements 503
407.04 Weather Limitations. 503
407.05 Equipment 503
407.06 Preparation of Surface. 504
407.07 Application of Asphalt Material 504
407.08 Application of Blotter Material. 504
Method of Measurement and Basis of Payment 504
407.09504
Section 408 — Joint and Crack Sealant 505
Description 505
408.01505
Materials 505
408.02505
Construction Requirements 505
408.03505
Method of Measurement 506
408.04506
Basis of Payment 506
408.05506
Section 409 — Chip Seal 507
Description 507
409.01507
Materials 507
409.02 Asphalt Emulsion. 507
409.03 Cover Coat Material. 507
Construction Requirements 507
409.04 Weather Limitations. 507
409.05 Equipment 507
409.06 Preparation of Surface. 508
409.07 Applying Asphalt Emulsion 508
409.08 Application of Cover Coat Material 508
Method of Measurement 509
409.09509
Basis of Payment 509
409.10509
Section 411 — Asphalt Materials 510
Description 510
411.01510
411.02510
Construction Requirements 510
411.03510
Method of Measurement 510
411.04510
Basis of Payment 511
411.05511
Section 412 — Portland Cement Concrete Pavement 513
Description 513
412.01513
Materials 513
412.02513
Construction Requirements 513
412.03 Classification 513
412.04 Proportioning 514
412.05 Batching518
412.06 Mixing 520
412.07 Equipment 520
412.08 Preparation of Subgrade522
412.09 Limitations of Placing Concrete 523
412.10 Placing Concrete 523
412.11 Test Specimens. 524
412.12 Finishing 524
412.13 Joints. 525
412.14 Curing. 531
412.15 Cold Weather Concrete Paving 532
412.16 Repair of Defective Concrete Pavement533
412.17 Surface Smoothness 535
xiv
412.18 Sealing joints 535
412.19 Construction by Form Method536
412.20 Construction by Slip Form Method537
412.21 Determining Pavement Thickness. 538
412.22 Opening to Traffic. 542
Method of Measurement 543
412.23543
Basis of Payment 543
412.24 General. 543
Section 412a — Cross -Stitching 546
Description 546
412.25 Cross Stitching546
Materials 546
412.26546
412.27 Placement. 546
412.28 Equipment 546
Basis of Payment 547
412.29547
Section 412b — Slot Stitching 548
Description 548
412.30 Slot Stitching. 548
Materials 548
412.31548
Construction Requirements 548
412.32 Slot Formation 548
412.33 Opening to Traffic. 549
Method of Measurement 549
412.34 Method of Measurement. 549
Basis of Payment 549
412.35549
Section 412c — Dowel Bar Retrofit 550
Description 550
412.36 Dowel Bar Retrofit550
Materials 550
412.37550
Construction Requirements 550
412.38550
412.39 Opening to Traffic. 551
Method of Measurement 551
412.40551
Basis of Payment 551
412.41551
Section 420 — Geosynthetics 552
Description 552
420.01552
Materials 552
xv
420.02552
Construction Requirements 552
420.03552
420.04 Paving552
420.05 Impervious Lining553
420.06 Erosion Control and Drainage 553
420.07 Geotextile Separator. 553
420.08 Landscape Weed Barrier. 555
Method of Measurement 556
420.09556
Basis of Payment 556
420.10556
Section 420a — Geogrid Reinforcement for Roadway Embankment 558
Description 558
420.11558
Materials 558
420.12558
Construction Requirements 559
420.13559
Method of Measurement 560
420.14561
Basis of Payment 561
420.15561
Division 500 — Structures 562
Section 501 — Steel Sheet Piling 562
Description 562
501.01562
Materials 562
501.02562
501.03562
501.04562
Method of Measurement 562
501.05562
Basis of Payment 563
501.06563
Section 502 — Piling 564
Description 564
502.01564
Materials 564
502.02 Rolled Structural Steel Piles 564
502.03 Steel Pipe Piles564
502.04 Protective Coatings564
Construction Requirements 564
502.05 Pile Driving Equipment 564
502.06 Driving Piles. 567
502.07 Predrilling to Facilitate Pile Driving 568
xvi
502.08 Filling and Capping Piles 568
502.09 Determination of Nominal Driving Resistance 568
502.10 Nominal Driving Resistance of Production Piles. 571
502.11 Piling Length. 571
502.12 Extensions and Splices572
502.13 Defective Piling. 573
502.14 Pile Tips. 573
Method of Measurement 573
502.15574
Basis of Payment 574
502.16574
Section 503 — Drilled Shafts 576
Description 576
503.01576
Submittals and Meetings 576
503.02 Submittals. 576
503.03 Meetings. 579
503.04 Control and Disposal of Materials. 579
Materials 580
503.05 Concrete. 580
503.06 Reinforcing Steel 580
503.07 Casings580
503.08 Mineral Slurry581
503.09 Polymer Slurry. 581
503.10 Water Slurry. 581
503.11 Access Tubes for CSL Testing 582
Construction Requirements 582
503.12 Drilled Shaft Excavation582
503.13 Obstructions 586
503.14 Protection of Existing Structures and Drilled Holes586
503.15 Slurry Sampling and Testing. 586
503.16 Drilled Shaft Excavation Inspection 587
503.17 Assembly and Placement of Reinforcing Steel. 587
503.18 Concrete Placement, Curing, and Protection. 589
503.19 Drilled Shaft Construction Tolerances 589
Testing and Verification 590
503.20 Integrity Testing. 590
503.21 Drilled Shafts Load Tests592
Method of Measurement 593
503.22593
Basis of Payment 593
503.23593
Section 504 — Walls 595
Description 595
504.01595
Materials 595
xvi i
504.02 Shop Drawings 595
504.03 Backfill 599
504.04 Leveling Pad. 599
504.05 Geomembrane and Joints 599
504.06 Pre -Cast Concrete Panel Facing Unit and Panel Joint Material 600
504.07 Certifications, Calculations, and Testing Reports 600
504.08 Hybrid or Smaller Panel MSE Wall Systems 601
Construction Requirements 602
504.09 Approval and Qualifications of MSE Wall Installer. 602
504.10 Wall Test Segment 602
504.11 Technical Representative of Wall Product Supplier. 603
504.12 Facial Panel Quality Control, Placing Plan, and Daily Placement Logs. 604
504.13 Wall With Curved Alignments, Tight Curved Corners, and Sections Adjacent To
Bridge Abutment. 604
504.14 Excavation and Backfill. 604
504.15 Reinforcement 606
504.16 Leveling Pad. 606
504.17 Wooden Wedges. 606
504.18 Panel Facing. 606
504.19 Fill under Leveling Pad. 607
Method of Measurement 607
504.20607
Basis of Payment 608
504.21608
504.22 Panel Facing Payment Reductions. 608
Section 504a — Soil Nail Wall 610
Description 610
504.23 Soil Nail Wall610
Materials 610
504.24610
504.25 Soil Nails 610
504.26 Bearing Plates, Washers, Nuts, and Headed Studs 612
504.27 Welded Wire Fabric. 612
Construction Requirements 612
504.28 Contractor Qualifications 612
504.29 Submittals. 612
504.30 Protection and Cleanup 614
504.31 Storage and Handling. 614
504.32 Excavation. 614
504.33 Soil Nail Installation 615
504.34 Grouting. 616
504.35 Underdrain. 616
504.36 Soil Nail Testing. 616
504.37 Verification Testing of Sacrificial Soil Nails. 617
504.38 Proof Testing Of Production Soil Nails619
504.39 Test Soil Nail Acceptance Criteria 620
xviii
504.40 Test Soil Nail Rejection621
504.41 Wall Drainage Network. 622
504.42 Initial Shotcrete Facing. 622
504.43 Forms and Falsework. 623
504.44 Reinforcing Steel 623
504.45 Structural Concrete. 623
504.46 Acceptance. 623
Method of Measurement 623
504.47623
Basis of Payment 623
504.48623
Section 506 — Riprap 625
Description 625
506.01625
Materials 625
506.02625
Construction Requirements 627
506.03627
Method of Measurement 631
506.04631
Basis of Payment 631
506.05631
Section 506a — Riprap (Gabions) and Slope Mattress 633
Description 633
506.06633
Materials 633
506.07633
Construction Requirements 633
506.08. Gabions and Slope Mattresses. 633
Method of Measurement 634
506.09634
Basis of Payment 634
506.10634
Section 507 — Slope and Ditch Paving 635
Description 635
507.01635
Materials 635
507.02 Concrete Slope and Ditch Paving. 635
507.03 Dry Rubble Slope and Ditch Paving635
507.04 Grouted Rubble Slope and Ditch Paving. 635
507.05 Grouted Riprap Slope and Ditch Paving. 635
507.06 Asphalt Slope and Ditch Paving 636
Construction Requirements 636
507.07636
507.08 Concrete Slope and Ditch Paving. 636
507.09 Dry Rubble Slope and Ditch Paving636
xix
507.10 Grouted Rubble Slope and Ditch Paving. 637
507.11 Grouted Riprap Slope and Ditch Paving. 637
507.12 Asphalt Slope and Ditch Paving 637
Method of Measurement 638
507.13638
Basis of Payment 638
507.14638
Section 508 — Timber Structures 639
Description 639
508.01639
Materials 639
508.02639
508.03 Treated Timber. 639
508.04 Inspection 639
508.05 Hardware. 639
Construction Requirements 640
508.06640
508.09 Structure Number 641
Method of Measurement 641
508.10641
Basis of Payment 641
508.11641
Section 509 — Steel Structures 642
Description 642
509.01642
509.02642
Materials 642
509.03 Structural Carbon Steel 642
509.04 High -Strength Low -Alloy Structural Steel642
509.05 Self -Weathering Tubing. 642
509.06 Structural Tubing 643
509.07 Bolts643
509.08 High -Strength Bolts643
509.09 Pins and Rollers643
509.10 Anchor Bolts 643
509.11 Galvanized and Metallized Steel643
509.12 Welded Stud Shear Connectors 643
509.13 Mill Test Reports. 644
Shop Fabrication and Inspection Requirements 644
509.14 Notice of Fabrication. 644
509.15 Plans and Shop Drawings 645
509.16 Shop Facilities for Fabrication 645
509.17 Inspection 645
509.18 Nondestructive Testing. 647
509.19 General Fabrication Requirements. 652
509.20 Welding657
xx
509.21 Shop Assembly. 659
509.22 Shop Connections Using High -Strength Bolts 661
509.23 Galvanizing. 661
509.24 Shop Cleaning and Painting of Steel. 661
509.25 Marking. 662
509.26 Field Welding and Inspection. 662
509.27 Erection of Steel Structures. 664
509.28 Connections Using High -Strength Bolts668
509.29 Field Cleaning and Painting of Steel. 672
509.30 Fracture Control Plan672
509.31 Structure Number 673
Method of Measurement 673
509.32673
Basis of Payment 674
509.32674
Section 510 — Structural Plate Structures 675
Description 675
510.01675
Materials 675
510.02675
Construction Requirements 675
510.03 Fabrication. 675
510.04 Excavation. 676
510.05 Erection 676
510.06 Backfilling 676
Method of Measurement 677
510.07677
Basis of Payment 677
510.08677
Section 512 — Bearing Devices 678
Description 678
512.01678
Materials 678
512.02678
Fabrication 678
512.03678
512.04 Type II Bearing Device 679
512.05 Type III Bearing Device 679
512.06 Reserved 681
512.07 Reserved 681
512.08681
512.09 Testing and Acceptance. 681
512.10 Packaging. 684
Construction Requirements 684
512.11684
512.12684
xxi
512.13684
512.14684
512.15685
512.16685
512.17685
Method of Measurement 685
512.18685
Basis of Payment 685
Section 514 — Pedestrian and Bikeway Railing 686
Description 686
514.01686
Materials 686
514.02 Pipe Railing 686
514.03 Steel Tube Railing 686
514.04 Timber Railing686
514.05 Combination Railing687
Construction Requirements 687
514.06687
Method of Measurement 687
514.07687
Basis of Payment 687
514.08688
Section 515 — Waterproofing Membrane 689
Description 689
515.01689
Materials 689
515.02689
515.03689
Construction Requirements 689
515.04 Waterproofing Membrane. 689
515.05 Concrete Sealer. 690
Method of Measurement 691
515.06691
Basis of Payment 691
515.07 691
Section 516 — Dampproofing 693
Description 693
516.01693
Materials 693
516.02693
Construction Requirements 693
516.03693
Method of Measurement 693
516.04693
Basis of Payment 693
516.05693
Section 517 — Waterproofing 694
Description 694
517.01694
Materials 694
517.02694
Construction Requirements 694
517.03694
Method of Measurement 695
517.04695
Basis of Payment 695
517.05695
Section 518 — Waterstops and Expansion Joints 696
Description 696
518.01696
Materials 696
518.02 Waterstops 696
518.03 Asphaltic Expansion Devices. 696
518.04 Elastomeric Expansion Devices 696
518.05 Modular Expansion Devices 697
Construction Requirements 704
518.07 Waterstops 704
518.08 Asphaltic Expansion Devices. 704
518.09 Elastomeric Expansion Devices 705
518.10 Modular Expansion Device. 706
518.11 Polyester Concrete End Dam 709
Method of Measurement 712
518.12712
Basis of Payment 713
518.13713
Division 600 — Miscellaneous Construction 715
Section 601 — Structural Concrete 715
Description 715
601.02 Classification 715
Materials 719
601.03719
601.04 Sulfate Resistance. 720
Construction Requirements 722
601.05 Mix Design Submittal Requirements. 722
601.06 Batching725
601.08 Air Content Adjustment. 731
601.09 Forms 731
601.10 Permanent Steel Bridge Deck Forms 735
601.11 Falsework 737
601.12 Placing Concrete 742
601.13 Curing Concrete Other Than Bridge Decks 749
601.14 Finishing Hardened Concrete Surfaces. 751
601.15 Bridge Deck Placing, Consolidating and Finishing753
601.16 Curing Concrete Bridge Decks 757
601.17 Acceptance and Pay Factors. 759
601.18763
Method of Measurement 763
601.19763
Basis of Payment 764
601.20764
Section 610a — Patching Materials for Bridge Decks and Expansion Joints 767
Description 767
601.21767
Materials 767
601.22767
Construction Requirements 768
601.23768
Method of Measurement 770
601.24770
601.25770
Section 601b — Rapid Set Concrete Repair 772
Description 772
601.26772
Materials 772
601.27772
601.28 Mix Design Submittal Requirements. 772
601.29 Batching773
601.30 Mixing 773
601.31 Placing. 773
601.32 Finishing 774
601.33 Opening to Traffic. 774
601.34 Acceptance and Pay Factors. 775
Section 602 — Reinforcing Steel 776
Description 776
602.01776
Materials 776
602.02776
Construction Requirements 776
602.03 Bar List 776
602.04 Protection of Materials. 777
602.05 Bending 777
602.06 Placing and Fastening. 778
Method of Measurement 779
602.07779
Basis of Payment 779
602.08780
Section 603 — Culverts and Sewers 781
Description 781
xxiv
603.01781
Materials 781
603.02781
Construction Requirements 781
603.03 General. 781
603.04 Excavation. 782
603.05 Bedding for Concrete or Clay Conduit. 782
603.06 Placing Conduit782
603.07 Joining Conduit. 783
603.08 Elongation. 784
603.09 Backfilling 784
603.10 Deflection Testing of Metal and Plastic Pipe785
603.11 Repair of Damaged Culvert 785
Method of Measurement 785
603.12785
Basis of Payment 785
603.13786
Section 604 — Manholes, Inlets, and Meter Vaults 787
Description 787
604.01787
Materials 787
604.02787
604.03787
604.04 Manholes, Inlets, and Meter Vaults787
604.05 Backfilling 788
604.06 Resurfacing 788
604.07 Cleaning 788
Method of Measurement 788
604.08788
Basis of Payment 789
604.09789
Section 605 — Subsurface Drains 790
Description 790
605.01790
Materials 790
605.02790
Construction Requirements 790
605.03 Pipe Underdrain and Pipe Edge Drain. 790
605.04 Geocomposite Drains. 791
605.0 French Drain. 791
605.06 Subsurface Drain Outlet 791
Method of Measurement 791
605.07791
Basis of Payment 792
605.08792
Section 606 — Guardrail 793
xxv
Description 793
606.01793
Materials 793
606.02793
Construction Requirements 793
606.03 Post and Rail Elements 793
606.04 Concrete. 794
Method of Measurement 796
606.05796
Basis of Payment 797
606.06797
Section 607 — Fences 798
Description 798
607.01798
Materials 798
607.02798
Construction Requirements 798
607.03798
Method of Measurement 799
607.04799
Basis of Payment 800
607.05800
Section 608 — Sidewalks and Bikeways 801
Description 801
608.01801
Materials 801
608.02801
Construction Requirements 801
608.03 Concrete Sidewalks and Bikeways. 801
608.04 Bituminous Sidewalks and Bikeways. 803
Method of Measurement 803
608.05803
Basis of Payment 803
608.06803
Section 609 — Curb and Gutter 805
Description 805
609.01805
Materials 805
609.02805
Construction Requirements 805
609.03 Cast -in -Place Concrete Curb. 805
609.04 (unused) 807
609.05 Bituminous Curb. 807
Method of Measurement 808
609.06808
Basis of Payment 808
xxvi
609.07808
Section 610 — Median Cover Material 810
Description 810
610.01810
Materials 810
610.02810
Construction Requirements 810
610.03810
Method of Measurement 810
610.04810
Basis of Payment 811
610.05811
Section 611 — Cattle Guards 812
Description 812
611.01812
Materials 812
611.02812
Construction Requirements 812
611.03812
Method of Measurement 812
611.04812
Basis of Payment 812
611.05812
Section 612 — Delineator and Reflectors 813
Description 813
612.01813
Materials 813
612.02813
Construction Requirements 815
612.03815
Method of Measurement 815
612.04815
Basis of Payment 815
612.05815
Section 613 — Lighting 817
Description 817
613.01817
Materials 817
613.02817
Construction Requirements 821
613.04 Concrete Foundation Pads and Light Standard Foundations 821
613.05 Light Standards822
613.06 Luminaires, Light Sources, and Lamps822
613.07 Conduit 823
613.08 Pull Box 828
613.09 Wiring 830
xxvi i
613.10 Lighting Control Center, Meter Power Pedestal, and Secondary Service
Pedestals. 834
613.11 Heavy Duty Safety Switch 834
613.12 Temporary Lighting. 834
613.13 Testing. 836
Method of Measurement 836
613.14837
Basis of Payment 839
613.15839
Section 614 — Traffic Control Devices 842
Description 842
614.01842
Materials 843
614.02 Signposts and Sign Structures843
614.03 Overpass Mounted Sign Bracket. 845
614.04 Sign Panels 845
614.05 Sign Illumination and Illuminated Signs. 846
614.06 Flashing Beacon. 846
614.07 Barricades 846
614.08 Traffic Signal Materials 846
Construction Requirements 875
614.09 Highway Signs and Traffic Signals 875
614.10 Traffic Signal Systems — Construction. 878
614.11 Barricades 885
614.12 Rumble Strips. 885
Method of Measurement 885
614.13885
Basis of Payment 888
614.14888
Section 614a — Blank Out Sign (LED)(Speed Radar) 891
Description 891
614.15891
Materials 891
614.16891
614.17 Certifications. 892
614.18 Sign Housing 892
614.19 Equipment 893
614.20 Electronics. 893
614.21 Communication. 894
Construction Requirements 896
614.22896
Method of Measurement 897
614.23897
Basis of Payment 897
Section 615 — Water Control Devices 898
Description 898
xxvi i i
615.01898
Materials 898
615.02898
Construction Requirements 898
615.03898
Method of Measurement 898
615.04898
Basis of Payment 898
615.05898
Section 616 — Siphons 899
Description 899
616.01899
Materials 899
616.02 Concrete Pipe. 899
616.03 Trash Guards. 899
616.04 Drain Valves and Valve Boxes 899
616.05 Drainpipe 899
Construction Requirements 899
616.06899
Method of Measurement 899
616.07899
Basis of Payment 900
616.08900
Section 617 — Reserved 901
Section 618 — Prestressed Concrete 902
Description 902
618.01902
Materials 902
618.02902
Construction Requirements 904
618.03 Prestressed Members904
618.04 Shop Drawings 904
618.05 Notification of Fabrication for Pretensioned and Combination Tensioned
Members. 907
618.06 Inspection of Pretensioned, Post -tensioned and Combination Tensioned
Members. 907
618.07 Fabrication. 911
618.08 Post -Tensioning Anchorages and Distribution. 919
618.09 Bonding and Grouting. 921
618.10 Equipment 925
618.11 Concrete for Pretensioned and Combination Tensioned Products. 926
618.12 Curing. 929
618.13 Repairs of Pretensioned and Combination Tensioned Members. 931
618.14 Other Fabrication Requirements for Pretensioned and Combination Tensioned
Members. 933
618.15 Product Shipping Strength for Pretensioned and Combination Tensioned
Members. 936
Method of Measurement 937
618.16937
Basis of Payment 937
618.17937
Section 619 — Water Lines 939
Description 939
619.01939
Materials 939
619.02939
Construction Requirements 964
619.03964
Method of Measurement 986
619.04986
Basis of Payment 986
619.05987
Section 620 — Field Facilities 988
Description 988
620.01988
Materials 988
620.02 Field Offices. 988
620.03 Field Laboratories. 991
620.04 Commercial Plant Laboratory 992
620.05 Sanitary Facilities993
Construction Requirements 993
620.06993
620.07 Maintenance, Service and Utilities. 994
Method of Measurement and Basis of Payment 994
620.08994
Section 621 — Detour Pavement 996
Description 996
621.01996
621.02996
Construction Requirements 996
621.03996
621.04996
Method of Measurement 997
621.05997
Basis of Payment 997
621.06997
Section 622 — Rest Areas and Buildings 998
Description 998
622.01998
Materials 998
622.02998
XXX
622.03 Shop Drawings and Descriptive Brochures 998
Construction Requirements 999
622.04 Construction Material. 999
622.05 Services of Factory Representative. 999
622.06 Maintenance Manuals999
622.07 Temporary Heat. 999
622.08 Temporary Utilities. 1000
622.09 Barricades 1000
622.10 Masonry Work1000
622.11 Metal Specialties1001
622.12 Sanitary Napkin Disposal1001
622.13 Comfort Station and Sanitary Station Signs1001
622.14 Doors, Frames and Windows 1001
622.15 Ceramic Tile 1002
622.16 Roofing, Flashing and Roof Insulation. 1002
622.17 Carpentry. 1004
622.18 Interior Insulation. 1004
622.19 Glass and Glazing 1004
622.20 Trash Receptacles. 1004
622.21 Painting and Special Coating Application 1004
622.22 Plumbing and Drainage. 1006
622.23 Heating and Ventilation1008
622.24 Electrical Work. 1009
622.25 Sanitary Sewer, Septic Tank, Leaching Field, Sewage Lift Station and Sanitary
Station1010
622.26 Flagpole. 1011
Method of Measurement 1011
622.271011
Basis of Payment 1012
622.281012
Section 623 — Irrigation System 1014
Description 1014
623.011014
Materials 1014
623.02 General. 1014
623.03 Backflow Preventer. 1014
623.04 Automatic Controllers 1014
623.05 Remote Control1015
623.06 Control Wiring 24 Volt. 1015
623.06 Sprinkler Heads. 1015
623.08 Flow Sensor. 1016
623.09 Drip Emitters. 1016
623.10 Plastic Pipe and Fittings 1016
623.11 Valves. 1017
623.12 Valve Box 1018
623.13 Strainer. 1018
Construction Requirements 1018
623.14 General. 1018
623.15 Site Review. 1018
623.16 Excavation and Backfill. 1018
623.17 Pipe Installation 1019
623.18 Kick Blocks 1019
623.19 Wiring 1019
623.20 Drip Systems 1020
623.21 Valve Boxes. 1020
623.22 System Flushing. 1020
622.23 Pressure and Coverage Tests, and Adjustments1020
623.24 Inspections 1021
623.25 Irrigation As -Constructed Plans. 1021
623.26 Maintenance Manuals and Training. 1021
623.27 Warranty. 1022
623.28 Final Landscape Acceptance. 1022
623.29 Cleanup 1023
623.30 Keys and Repair Components. 1023
623.31 Irrigation Scheduling. 1023
Method of Measurement 1023
623.321023
Basis of Payment 1024
623.331024
Section 624 — Drainage Pipe 1026
Description 1026
624.011026
Materials 1026
624.021026
Construction Requirements 1028
624.031028
Method of Measurement 1028
624.041028
Basis of Payment 1028
624.051028
Section 625 — Construction Surveying 1029
Description 1029
625.011029
Materials and Equipment 1030
625.021030
Construction Requirements 1030
625.03 General. 1030
625.04 Contractor Surveying 1031
625.05 Staking1034
625.06 Accuracy and Tolerances 1034
625.07 Responsibility and Inspection 1034
625.08 Reset Monuments and Stakes. 1034
625.09 Changes 1035
625.10 Pay Quantities Measurements. 1035
625.11 Survey Records. 1035
Method of Measurement 1035
625.121035
Basis of Payment 1036
625.131036
Section 626 — Mobilization 1037
Description 1037
626.011037
Basis of Payment 1038
626.021038
Section 627 — Pavement Markings 1039
Description 1039
627.011039
Materials 1039
627.021039
Construction Requirements 1039
627.03 General. 1039
627.04 Pavement Marking with Low Temperature Acrylic Paint and High Build Acrylic
Paint1041
627.05 Modified Epoxy Pavement Marking 1042
627.06 Thermoplastic Pavement Marking 1043
627.07 Methyl Methacrylate Pavement Marking. 1045
627.08 Preformed Plastic Pavement Marking1046
627.09 Preformed Thermoplastic Pavement Marking. 1048
627.10 Pavement Marking Tape1048
627.11 Raised Pavement Markers 1049
Method of Measurement 1049
627.121049
Basis of Payment 1049
627.131049
Section 628 — Pedestrian Bridges 1051
Description 1051
628.011051
628.02 Design Professional and Submittals. 1051
628.03 Governing Specifications. 1051
628.04 Other Reference Codes, Specifications, and Standards1051
Design Specifications 1052
628.05 Bridge System Type 1052
628.06 Bridge Geometry1052
628.07 Structural Design Loads 1053
628.08 Structural Design Criteria. 1054
Materials 1056
628.09 Structural Steel. 1056
628.10 Deck Material. 1057
628.11 Fasteners. 1057
628.12 Rub Rail Timber. 1058
628.13 Finish. 1058
628.14 Safety Rails 1058
628.15 Toe Plate 1058
628.16 Rub Rail — Wood1059
628.17 Pipe Handrail. 1059
628.18 Expansion Joint 1059
628.19 Steel on Steel 1059
628.20 Design Temperature Range 1059
628.21 Non -Shrink Grouting. 1060
628.22 Anchor Rods. 1060
Fabrication 1060
628.23 Welding1060
628.24 Welders 1060
628.25 Shop Splices. 1060
628.26 Bolted Splices. 1060
Quality Control 1061
628.27 AISC Certification 1061
628.28 Certified Weld Inspector 1061
628.29 Documentation1061
628.30 Non -Destructive Testing 1061
Delivery 1061
628.31 Delivery1061
628.32 Installation & Lifting Procedures 1061
Method of Measurement 1061
628.331061
Basis of Payment 1061
628.341061
Section 629 — Survey Monumentation 1063
Description 1063
629.011063
Materials and Equipment 1063
629.021063
Construction Requirements 1064
629.03 General. 1064
629.04 Locating Monuments 1065
629.05 Preserving and Referencing Monuments1065
629.06 Installing Monuments. 1067
629.07 Monument Box1069
Method of Measurement 1069
629.081069
Basis of Payment 1069
629.091069
Section 630 — Construction Zone Traffic Control 1071
Description 1071
xxxiv
630.011071
Materials 1072
630.02 Signs and Barricades1072
630.03 Electronic Advance Warning Signs. 1074
630.04 Temporary Traffic Signals1075
630.05 Traffic Cones 1075
630.06 Channelizing Device (Fixed). 1075
630.07 Temporary Channelizing Devices. 1076
630.08 Temporary Barrier1077
630.09 General. 1077
Construction Requirements 1079
630.10 Transportation Management Plan1079
630.11 Traffic Control Management 1083
630.12 Temporary Masking Signs. 1085
630.13 General. 1085
630.14 Flagging and Pilot Car Operation1086
630.15 Emergency Pull -Off Area (Temporary) 1088
630.16 Temporary Portable Rumble Strip 1088
630.17 Rolling Roadblock. 1088
Method of Measurement 1089
630.181089
Basis of Payment 1090
630.191090
Section 632 — Night Work Lighting 1092
Description 1092
632.011092
Materials and Equipment 1092
632.021092
632.03 Portable Generator and Inverter Generator. 1092
632.04 Light Meter. 1092
Construction Requirements 1092
632.051092
632.06 Night Work Lighting Plan 1093
632.07 Inspection of Lighting. 1094
632.08 Lighting for Flagger Stations. 1094
Method of Measurement 1095
632.091095
Basis of Payment 1095
632.101095
Section 641 — Shotcrete 1096
Description 1096
641.011096
Materials 1096
641.021096
614.03 Submittals. 1096
Construction Requirements 1097
641.04 General. 1097
641.05 Curing Shotcrete. 1098
641.06 Acceptance. 1100
Method of Measurement 1101
641.071101
Basis of Payment 1101
641.081101
Division 700 — Materials Details 1102
Section 701 — Hydraulic Cement 1102
701.01 Hydraulic Cement1102
701.02 Fly Ash1102
701.03 Silica Fume. 1103
701.04 High -Reactivity Pozzolans. 1103
701.05 Slag Cement. 1103
Section 702 — Bituminous Materials 1105
702.01 Asphalt Cements 1105
702.02 Emulsified Asphalts 1106
702.03 (unused) 1112
702.04 Hot Poured Joint and Crack Sealant1113
Section 703 Aggregates 1114
703.00 General. 1114
703.01 Fine Aggregate for Concrete 1115
703.02 Coarse Aggregate for Concrete. 1115
703.03 Aggregate for Bases. 1115
703.04 Aggregates for Hot Mix Asphalt. 1116
703.05 Aggregate for Cover Coat Material. 1118
703.06 Mineral Filler. 1119
703.07 Bed Course Material. 1119
703.08 Structure Backfill Material. 1120
703.09 Filter Material. 1121
703.10 Aggregate for Median Cover. 1121
Section 704 — Masonry Units 1122
704.01 Clay or Shale Brick. 1122
704.02 Concrete Brick. 1122
704.03 Concrete Masonry Blocks. 1122
704.04 Masonry Mortar1122
Section 705 —Joint, Waterproofing, and Bearing Material 1123
705.01 Joint Fillers 1123
705.02 Watertight Joint Systems. 1123
705.03 Gaskets 1123
705.04 Pipe Joint Sealing Compounds. 1123
705.05 Compression Ring. 1123
705.06 Bearing Materials. 1123
705.07 Protective Covering for Bridge Deck Waterproofing Membrane 1128
705.08 Prefabricated, Reinforced Membrane and Primer1129
xxxvi
705.09 Single Component, Hot Applied, Elastomeric Membrane. 1129
705.10 Waterstop 1129
Section 706 — Concrete and Clay Pipe 1130
706.01 Nonreinforced Concrete Pipe 1130
706.02 Reinforced Concrete Pipe1130
706.03 Perforated Concrete Pipe 1130
706.04 Drain Tile 1131
706.05 Porous Concrete Pipe1131
706.06 Vitrified Clay Pipe 1131
706.07 Coated Concrete Pipe 1131
Section 707 — Metal Pipe 1132
707.01 Ductile Iron Pipe 1132
707.02 Corrugated Steel Pipe and Pipe Arches. 1132
707.03 Bituminous Coated Corrugated Steel Pipe and Pipe Arches. 1132
707.04 Corrugated Steel Pipe for Underdrains. 1133
707.05 Bituminous Coated Corrugated Steel Pipe for Underdrains1133
707.06 Corrugated Aluminum Pipe. 1134
707.07 Corrugated Aluminum Pipe for Underdrains. 1134
707.08 Extensions. 1134
707.09 Repair of Damaged Coating 1134
707.10 Polymer Precoated Corrugated Steel Pipe. 1134
707.11 Aluminized Corrugated Steel Pipe Type 2. 1134
Section 708 — Paints 1135
708.01 General. 1135
708.02 List of Paints. 1135
708.03 Structural Steel Bridge Paint. 1136
708.04 Aluminum Paint1136
708.05 Pavement Marking Materials 1136
708.06 Materials - Specifications 1139
708.07 Pavement Primers. 1140
708.08 Structural Concrete Coating 1140
708.09 Inspection and Testing1141
Section 709 — Reinforcing Steel and Wire Rope 1142
709.01 Reinforcing Steel 1142
709.02 Wire Rope. 1142
709.03 Dowel Bars and Tie Bars. 1142
709.04 Welded Wire Mesh 1143
Section 710 — Fence and Guardrail 1144
710.01 Barbed Wire. 1144
710.02 Woven Wire. 1144
710.03 Chain Link Fabric. 1144
710.04 Snow Fence. 1144
710.05 "W" Beam Rail 1144
710.06 Timber for Wood Noise Barrier. 1145
710.07 Fence Posts. 1145
xxxvi i
710.08 Guardrail Posts. 1146
710.09 Guardrail Hardware 1146
Section 711 — Concrete Curing Materials and Admixtures 1147
711.01 Curing Materials1147
711.02 Air -Entraining Admixtures. 1147
711.03 Chemical Admixtures. 1147
Section 712 — Miscellaneous 1148
712.01 Water. 1148
712.02 Calcium Chloride 1148
712.03 Hydrated Lime 1148
712.04 (unused) 1148
712.05 Precast Concrete Units. 1148
712.06 Frames, Grates, Covers, and Steps 1148
712.07 Geosynthetics. 1149
712.08 Geotextiles. 1150
712.09 Gabions and Slope Mattresses. 1152
712.10 Epoxy1154
712.11 Plastic Pipe for Underdrains 1154
712.12 Geocomposite Drains. 1155
712.13 Plastic Pipe. 1155
Section 713 — Traffic Control Materials 1158
713.01 Signs — General. 1158
713.02 Aluminum Sign Panel Tolerances. 1158
713.03 (unused) 1158
713.04 Sign Message Materials 1158
713.05 Hardware. 1159
713.06 (Unused) 1159
713.07 Reflectors 1159
713.08 Glass Beads for Traffic Markings. 1159
713.09 Sampling and Inspection 1160
713.11 Traffic Signals. 1162
713.12 Thermoplastic Marking Material. 1165
713.13 Preformed Plastic Material. 1165
713.14 Preformed Thermoplastic Material. 1166
713.15 Pavement Marking Tape1167
713.16 Pavement Marking Tape (Removable). 1168
713.17 Modified Epoxy Pavement Marking Material. 1168
713.18 Raised Pavement Marker 1170
713.19 Methyl Methacrylate Pavement Marking. 1171
Section 714 — Prestressed Unit Materials 1172
714.01 Prestressing Steel1172
714.02 Anchorage Assemblies. 1172
714.03 Post -tensioning Products. 1172
Section 715 — Lighting and Electrical Materials 1173
715.01 General. 1173
xxxvi i i
715.02 Light Standard Foundations and Concrete Foundation Pads 1173
715.03 Light Standards1173
715.04 Luminaires and Lamps 1175
715.05 LED Drivers 1179
715.06 Alternative Power Sources 1180
715.07 Conduit 1181
715.08 Lighting Circuitry and Wiring. 1182
715.09 Secondary Service Pedestals, Lighting Control Centers, and Meter Power
Pedestal. 1182
715.10 Heavy Duty Safety Switch 1185
Section 716 — Water Line Materials 1186
716.01 Cast Iron Pipe. 1186
716.02 Welded Steel Pipe. 1186
716.03 Galvanized Pipe1187
716.04 Copper Pipe. 1187
716.06 (Unused). 1187
Section 717 — Rest Area and Building Materials 1189
717.01 General. 1189
717.02 Masonry and Masonry Wall Reinforcement. 1189
717.03 Mortar for Masonry and Structural Glazed Tile. 1189
717.04 Metal Specialties1189
717.05 Sanitary Napkin Disposal1190
717.06 Doors, Frames and Windows 1190
717.07 Ceramic Tile 1190
717.08 Roofing, Flashing and Roof Insulation. 1191
717.09 Carpentry. 1191
717.10 Interior Insulation. 1191
717.11 Glass and Glazing 1191
717.12 Trash Receptacles. 1192
717.13 Paint and Special Coating 1192
717.14 Plumbing. 1192
717.15 Heating and Ventilating1193
717.16 Electrical. 1194
717.17 Sewer, Septic Tank, Leaching Field, Sanitary Station and Sewer Lift Station.
1195
Table of Tables
Table 101-1 — Abbreviations 1
Table 105-1 — Contractor Submittals (including Contractor Qualifications) 40
Table 105-1a — Required Weld County Submittals 43
Table 105-2 — Table of Price Reduction Factors 53
Table 105-3 — Multiplier for Price Reductions for Miscellaneous Items 54
Table 105-4 — Multiplier for HMA Price Reductions (Where Asphalt Cement is not Paid for
Separately) 54
Table 105-5 — Price Reductions for Retroreflectivity 55
Table 105-6 — Price Reduction Schedule 56
Table 105-7 — Table of Performance Grader Binder Limits 58
Table 105-8 — "W" and "V" Factors for Various Elements 62
Table 105-9 — Formulas for Calculating PF Based On Pn 62
Table 105-10 — "V" Factors and Incentive Payments (Flexural Strength Criteria) 69
Table 105-11 — HMA Pavement Smoothness (Inches/Mile) Mean Roughness Index 75
Table 105-12 - PCCP Smoothness (Inches/Mile) Mean Roughness Index 76
Table 105-13 — Corrective Work Criteria (Inches/Mile) 0.005 to 0.010 Sections Mean
Roughness Index 76
Table 106-1a — Section 203 (Embankment & Excavation), Section 206 (Excavation & Backfill
for Structures), and Section 603 (Culverts & Sewers) Testing Schedule 120
Table 106-1b — Section 304 (Aggregate Base Course) Testing Schedule 121
Table 106-1c — Section 306 (Reconditioning) Testing Schedule 122
Table 106-2 - Schedule for Minimum Sampling and Testing for HMA 125
Table 106-3 - Schedule for Minimum Sampling and Testing for HMA 133
Table 106-4 — Individual Aggregate Gradation Tolerances 142
Table 106-5 — Testing Schedule — Item 412 Portland Cement Concrete Pavement, Flexural
Strength Criteria 146
Table 108-1 — Details of an Activity Block 192
Table 108-2 — Liquidated Damages based on Original Contract Amount 203
Table 109-1 — Fuel Cost Adjustment Table 224
Table 202-1 — Removal of Temporary Marking — Swath Size 245
Table 203-1 - Sulfate, Chloride and pH of Imported Material 259
Table 203-2 — Resistivity and pH of Imported Material 260
Table 206-1 - Sulfate, Chloride, and pH of Imported Material 275
Table 206-2 — Resistivity and pH of Imported Material 275
Table 207-1 — Physical Properties of Seeding Media 286
Table 207-2 — Topsoil (Offsite) Properties 287
Table 208-1 — Approval Process for Erosion Control Materials 296
Table 208-2 — Physical Requirements for Silt Fence Geotextiles 297
Table 208-3 - Silt Berm Dimensions 298
Table 208-4 — Dimensions of Erosion Logs 299
Table 208-5 — Index Values for Natural Fiber Netting 299
Table 208-6 — Geotextile Requirements 300
Table 208-7 - Silt Dike Segment Requirements 300
Table 208-8 — Impermeable Synthetic Liner Requirements 300
xl
Table 208-9 — Aggregate Gradation for Vehicle Tracking Pad 301
Table 208-10 — Minimum Dimensions for Vehicle Tracking Pad 302
Table 208-11 — Aggregate Bag Properties 302
Table 208-12 — Geotextile Properties for Aggregate Bag 302
Table 209-1 — Magnesium Chloride Dust Palliative Chemical Constituents (Percent by Weight)
346
Table 212-1 — Chemical Analysis for High N Fertilizer 363
Table 212-2 — Chemical Analysis for Low N Fertilizer 364
Table 212-3 — Organic Fertilizer Properties 364
Table 212-4 — Gradation for Permanent Seeding Compost 365
Table 212-5 — Properties for Permanent Seeding Compost 366
Table 212-6 — Gradation for Erosion Log (Type 2) Compost 366
Table 212-7 — Properties for Erosion Log (Type 2) Compost 367
Table 212-8 — Required Percentage Ranges of Biotic Soil Amendments 369
Table 212-9 — Performance and Physical Requirements of Biotic Soil Amendments 369
Table 212-10 - Screened Size Requirements for Humate 369
Table 212-11 — Performance and Physical Requirements of Humate 370
Table 212-12 — Physical Requirements of Endo Mycorrhizae 370
Table 212-13 — Physical Requirements of Elemental Sulfur 371
Table 212-14 — Seeding Seasons 373
Table 212-15 — Temporary Seed Mixes 381
Table 213-1 — Wood Cellulose Fiber Mulch Requirements 386
Table 213-2 — Properties of Plantago Insularis (Desert Indian Wheat) 386
Table 213-3 — Properties of Pre -gelatinized 100 Percent Natural Corn Starch Polymer 387
Table 213-4 — Properties of Mulch Blanket (Type 1) 387
Table 213-5 — Properties of Mulch Blanket (Type 2) 388
Table 213-6 — Soil and Fiber Stabilizing Compound Properties 388
Table 213-7 — Bonded Fiber Matrices Properties 388
Table 216-1 — Physical Requirements for Soil Retention Blanket — Photodegradable or
Biodegradable Blankets 414
Table 216-2 — Performance Requirements for Soil Retention Blanket — Photodegradable or
Biodegradable Blankets 414
Table 216-3 — Physical Requirements' for Turf Reinforcement Mat 415
Table 216-4 — Performance Requirements for Turf Reinforcement Mat 416
Table 250-1 — Detection Standards for Monitoring Gases 428
Table 307-1 - Schedule for Minimum Sampling and Testing 457
Table 307-1 - Schedule for Minimum Sampling and Testing 468
Table 401-1 —'Tolerances for Hot Mix Asphalt 471
Table 401-2 — HMA Moisture Susceptibility Test Frequency/Criteria 472
Table 401-2a — Uniformity* 475
Table 401-3 — Placement Temperature Limitations in °F 475
Table 401-4 — Periods Requiring Overlay of Treated Surfaces 476
Table 401-5 — HMA Minimum Discharge/Delivery Temperatures 481
Table 401-6 - Segregation Determination 483
Table 403-1 — HMA Mix Design Properties 492
Table 403-2 — Minimum Voids in the Mineral Aggregate (VMA) 493
xli
Table 406-1 — Cold Asphalt Pavement (Recycle) Pulverized Material Gradation Requirements
498
Table 412-01 — Modification Factor for Concrete Production Facilities with Consecutive Tests
518
Table 420-1 — Minimum Required Overlap 554
Table 420-2 — Geogrid Reinforcement Properties 558
Table 502-1 — Pile Driving Hammer Efficiencies 565
Table 502-2 — Minimum Manufacturer's Pile Driving Hammer Rated Energy Per Pile Size 565
Table 503-1 — Drilled Caisson Mineral Slurry Requirements 581
Table 503-2 — Drilled Caisson Polymer Slurry Requirements 581
Table 503-3 — Drilled Caisson Water Slurry Requirements 581
Table 503-4 — Drilled Caisson Minimum Concrete Side Cover Over Reinforcing Steel 588
Table 503-5 — Drilled Caisson Maximum Horizontal Distance Tolerances 589
Table 504-1 — Minimum Loss Rates 597
Table 504-2 — Maximum K Values for Geogrid or Geotextile Sheet Reinforcement 598
Table 504-3 — Price Reduction for Panel Facing Defects 609
Table 504-4 — Verification Test Loading Schedule 618
Table 504-5 — Proof Test Loading Schedule 620
Table 504-6 — Initial Shotcrete Facing Tolerances 623
Table 506-1 — Riprap Material Test Requirements 625
Table 506-2 — Riprap Gradation Requirements 626
Table 506-3 — Granular Bedding Gradation Class A Requirements 627
Table 507-1 — Grouted Riprap Concrete Mortar Requirements 635
Table 507-2 — Classification and Gradation of Rock for Grouted Riprap 636
Table 509-1 — UT Acceptance Rejection Criteria (Compressive Strength) 649
Table 509-2 — Minimum Bolt Pretension for Pre -installation Verification 670
Table 509-3 — Minimum Bolt Pretension (Pretensioned and Slip -Critical Joints) 672
Table 509-4 — Net Bolt Weight (head, nut, and stick out) 674
Table 518-1 — Expansion Joint Component Requirements 698
Table 518-2 — Polyester Resin Binder Properties (Tested each lot sent to the job) 702
Table 518-3 — High Molecular Weight Methacrylate Resin Properties (Tested Yearly) 702
Table 518-5 — Composite System Properties (Tested every 2 years) 704
Table 601-1 — Concrete Field Requirements 715
Table 601-2 — Concrete Sulfate Exposure Class 722
Table 601-3 — Pay Factor Reductions 761
Table 602-1 — Tension Bar Bending Radii 777
Table 602-2 — Nominal Weights for Bar Sizes 779
Table 604-1 — Measured Depth and Pay Depth of Manholes and Inlets 789
Table 614-0 — Equipment Manufacturers and Model Numbers 847
Table 614-1 — Control Cabinet Contents 853
Table 614-2 — Connector Circuitry for Magnetic Detector Amplifiers 855
Table 619-1 — Pressure Class and Wall Thickness — DIP Slip Joints 944
Table 619-2 — Pressure Class and Wall Thickness — DIP Restrained Joint 945
Table 619-3 — Pressure Class and Wall Thickness — DIP Flanged Joint 946
Table 619-4 — Pressure Class and Wall Thickness — DIP Mechanical Joint 947
Table 619-5 — % Inch and 1 Inch Meter Setter Manufacturers 950
Table 619-6 — 1 '/2 Inch and 2 Inch Meter Setter Manufactures 950
Table 619-7 — Pressure Reducing Control Valve — Main Valve Requirements 955
Table 619-8 — PRV Size Combinations 956
Table 619-9 — Mechanical Straight Coupling Manufacturers 959
Table 619-10 — Mechanical Insulating Coupling Manufacturers 959
Table 619-11 — Mechanical Reducing Coupling Manufacturers 959
Table 619-12 — Mechanical Transition Coupling Manufacturers 959
Table 619-13 — Restrained Mechanical Transition Coupling Manufacturers 960
Table 619-14 — Maximum PVC Pipe Joint Deflection (or 75% of the Manufacturer's Limits,
Whichever is More Restrictive) 969
Table 620-1 — Maintenance, Service, and Utilities Furnished by Contractor 994
Table 622-1 — Electrical Work — Mounting Heights above Finished Floor (A.F.F.) 1010
Table 623-1 — Control Wiring Color Key 1015
Table 623-2 — Minimum Cover for Irrigation Pipe 1019
Table 624-1 — Materials Allowed for Class of Pipe 1027
Table 624-2 — Resistivity Requirements for Metal Pipes 1028
Table 627-1 — Minimum and Maximum Ranges of Paint and Stripes 1042
Table 627-2
Table 627-3
Table 630-1
Table 630-2
Table 630-3
Table 630-4
Table 630-6
Table 702-1
Table 702-3
Table 702-4
Table 702-5
Table 702-6
Table 702-7
Table 702-8
— Application Rate or Coverage per Gallon of Modified Epoxy Pavement Marking
1043
— Application Rate or Coverage per Gallon of Methyl Methacrylate Pavement
Marking 1046
— Retroreflective Sheeting Types 1073
— Requirements for Electronic Advance Warning Signs 1074
— Requirements for Stackable Vertical Panels 1076
— Requirements for Stackable Tubular Markers 1077
— Vertical Clearances to Structures 1082
— Superpave Performance Graded Binders 1106
— Polymerized Emulsions for Chip Seals 1108
— Slurry Seal and Micro Surfacing Emulsions 1109
— Asphalt Emulsion for Prime Coat (AEP) 1109
— High Float Emulsified Asphalt (Polymerized)(HFMS-2sP) 1110
— Emulsified Recycling Agent 1111
— Asphalt Rejuvenating Agent 1112
Table 703-1 — Concrete Aggregate Gradation Table (Percentage Passing Designated Sieves
and Nominal Size Designation) 1114
Table 703-2 — Classification for Aggregate Base Course (Mass Percent Passing Square Mesh
Sieves) 1115
Table 703-3 — Classification for Reclaimed Asphalt Pavement Aggregate Base Course (Mass
Percent Passing Square Mesh Sieves) 1116
Table 703-4 — Master Range Table for Hot Mix Asphalt (Percent by Weight Passing Square
Mesh Sieves) 1117
Table 703-5 — Master Range Table for Stone Matrix Asphalt (Percent by Weight Passing
Square Mesh Sieves) 1117
Table 703-6 — Aggregate Degradation by Abrasion in the Micro-Deval CP-L 4211 1118
Table 703-7 — Gradation Specifications for Cover Coat Aggregate (Percent by Weight Passing
Square Mesh Sieves) 1118
Table 703-8 — Mineral Filler Gradation 1119
Table 703-9 — Required Testing for Alternative SMA Mineral Fillers 1120
Table 703-10 — Alternative SMA Mineral Gradation (AASHTO M17/ASTM D242-95) 1120
Table 703-11 — Bed Course Material Gradation 1120
Table 703-12 - Structure Backfill Material Class 1 Gradation 1120
Table 703-13 - Structure Backfill Material Class 3 Gradation 1121
Table 703-14 — Gradation Specifications for Filter Material (Mass Percent Passing Square
Mesh Sieves) 1121
Table 703-15 — Gradation Specifications for Median Cover Aggregate 1121
Table 705-1 — Polyisoprene (Natural Rubber) Elastomer 1124
Table 705-3 — Finished Filled PTFE Requirements 1126
Table 705-4 — PTFE Maximum Coefficient of Friction 1126
Table 705-5 — PTFE Maximum Average Bearing Pressure on Sliding Surface 1126
Table 705-6 — Dimensional Tolerances for Bearings 1128
Table 705-7 — Protective Covering Requirements for Bridge Deck Waterproofing Membrane
1128
Table 705-8 — Prefabricated, Reinforced Membrane Requirements 1129
Table 708-1 — Initial Daytime Chromaticity Coordinates (Corner Points) 1137
Table 708-2 — Low Temperature Acrylic Waterborne Paint 1138
Table 708-3 — High Build Acrylic Waterborne Paint 1139
Table 708-4 — Minimum Physical Properties 1140
Table 712-1 — Physical Requirements for Geomembrane 1150
Table 712-2 — Typical Values of Permeability Coefficients' 1151
Table 712-2a — Geotextile (Drainage)(Class 1) — Physical and Mechanical Properties 1152
Table 712-2b — Geotextile (Separator) — Physical and Mechanical Properties 1152
Table 712-3 — Minimum Strength Tests for Gabion Baskets Only 1154
Table 712-4 — Physical Requirements for Drainage Core 1155
Table 713-1 — Requirements for Aluminum or Steel Used in Traffic Control 1158
Table 713-2 — Gradation of Glass Beads 1159
Table 713-3 — Quality Requirements of Delineator and Median Barrier Reflectors (Specific
Intensity Candlepower per Foot -Candle) 1161
Table 713-4 — Quality Requirements of Cut -Out Figure Reflectors 1161
Table 713-5 — Minimum Coefficient of Retroreflection (RAilcd/fc/ft2(cd/Ix/m2)] 1162
Table 713-6 — Minimum Fluorescence Luminance Factor (YF) 1162
Table 713-7 — Wattage for Traffic Control Signal Heads 1163
Table 713-8 — Preformed Plastic Pavement Marking 1166
Table 713-10 — Resin/Pigment Components (% by Weight) 1168
Table 713-11 — Initial Daytime Chromaticity Coordinates (Corner Points) 1169
Table 713-12 — Raised Pavement Marker Reflective Quality Requirements 1170
Table 715-1 — Backlight, Uplight and Glare (Bug) Values 1176
Table 716-1 — For Pipes Carrying Potable Water 1186
Table 716-2 — For Pipes Carrying Non -potable Water and for Sewers 1186
Table 717-1 — Pipe Weights per 5 -Foot Length 1192
Table 717-2 — Duct Work Sheet Gauges and Thickness 1193
Table 717-3 — Leach Field Gravel Material Gradation 1195
xliv
Division 100 — General Provisions
Section 101 — Definitions and Terms
Technical Specifications related to construction materials and methods for the work required
under this contract shall consist of the "Weld County Department of Public Works Conformed
Standard Special Revisions to CDOT's 2023 Standard Specifications for Road and Bridge
Construction" dated 2023. Where the Contract Documents, Weld County Project Special
Provisions, or the Specifications contradict one another, the more stringent specification shall
apply. Weld County at its sole discretion shall determine which specification is more stringent.
Certain terms utilized in the Specifications referred to in the paragraph above shall be interpreted
to have different meanings within the scope of this Contract. A summary of redefinitions follows
in Section 101.02:
Titles used in these specifications having a masculine gender, such as "workmen" and the
pronouns "he" or "his", are for the sake of brevity and are intended to refer to persons of either
gender. The titles or headings of the sections and subsections are intended for convenience of
reference and shall not have any bearing on their interpretation.
When the Contract indicates that work is to be "accepted, acceptable, subject to approval,
approved, authorized, condemned, considered necessary, contemplated, deemed necessary,
designated, determined, directed, disapproved, established, given, indicated, deemed
insufficient, subject to interpretation, interpreted, ordered, permitted, rejected, required,
reserved, satisfactory, specified, sufficient, suitable, suspended, unacceptable, or
unsatisfactory," it shall be understood that these expressions are followed by the words "By the
Engineer," or "To the Engineer."
When the Contract indicates that something "shall" be done, the action is required and is not
discretionary.
Wherever the following abbreviations or terms are used in these specifications, plans, or other
contract documents, the intent and meaning shall be interpreted as follows:
101.01 Abbreviations.
Table 101-1 — Abbreviations
Abbreviation
Name
AAN
American Association of Nurserymen
AAR
Association of American Railroads
AASHTO
American Association of State Highway and Transportation Officials
ACI
American Concrete Institute
AGC
Associated General Contractors of America
Al
Asphalt Institute
AIA
American Institute of Architects
AISC
American Institute of Steel Construction
1
Abbreviation
Name
AISI
American Iron and Steel Institute
AITC
American Institute of Timber Construction
ANSI
American National Standards Institute, Inc.
ARTBA
American Road and Transportation Builders Association
ASA
American Society of Agronomy
ASCE
American Society of Civil Engineers
ASLA
American Society of Landscape Architects
ASME
American Society of Mechanical Engineers
ASTM
American Society for Testing and Materials
ATSSA
American Traffic Safety Services Association
AWG
American Wire Gauge
AWPA
American Wood Protection Association
AWS
American Welding Society
AWWA
American Water Works Association
BLM
Bureau of Land Management
CCA
Colorado Contractors Association
CDOT
Colorado Department of Transportation
CDPHE
Colorado Department of Public Health and Environment
CFR
Code of Federal Regulations
CP
Colorado Procedure
CP-L
Colorado Procedure — Laboratory
CRS
Colorado Revised Statutes, 1973, as amended
CRSI
Concrete Reinforcing Steel Institute
DBE
Disadvantaged Business Enterprise
EEO
Equal Employment Opportunity
EIA
Electronic Industries Association
EPA
Environmental Protection Agency
FHWA
Federal Highway Administration
FSS
Federal Specifications and Standards,
IEEE
Institute of Electrical and Electronics Engineers
IES
Illuminating Engineering Society
IMSA
International Municipal Signal Association
IPCEA
Insulated Power Cable Engineers Association
ISEA
International Safety Equipment Association
ITE
Institute of Transportation Engineers
MASH
Manual for Assessing Safety Hardware
MIL
Military Specifications
MS4
Municipal Separate Storm Sewer System
MUTCD
Manual on Uniform Traffic Control Devices
NAPT
National Association for Proficiency Testing
NCHRP
National Cooperative Highway Research Program
NEC
National Electrical Code
NEMA
National Electrical Manufacturers' Association
NIST
National Institute of Standards and Technology
2
Abbreviation
Name
NSF
National Sanitation Foundation (NSF)
NSPS
National Society of Professional Surveyors
NTPEP
National Transportation Product Evaluation Program
OSHA
Occupational Health and Safety Administration
PCI
Prestressed Concrete Institute
RCSC
Research Council of Structural Connections
ROW
Right of Way
SWMP
Stormwater Management Plan
SAE
Society of Automotive Engineers
TMECC
Test Method for Examination of Composting and Compost
UL
Underwriters Laboratories, Inc.
USDA NRCS
US Department of Agriculture, Natural Resources Conservation Service
101.02 Definitions, alphabetically. All references (as applicable) to State, CDOT, and the
Department of Transportation shall be defined as Weld County acting directly or through its duly
authorized representative or agent.
Advertisement. A public announcement, inviting proposals for work to be performed or
materials to be furnished.
Affected Area. As related to mined land reclamation, the total disturbed surface of a pit or quarry
such as sand, gravel, topsoil, or borrow, that is being mined or will be mined. The area includes,
but is not limited to, the excavation area, plant, and stockpile areas, parking and storage areas,
and the haul roads.
As -Built Plans. A set of drawings showing actual elevations and other pertinent information
related to the finished construction project. The drawings shall be stamped and dated by a
licensed professional engineer or surveyor. Also known by As -Constructed Drawings.
Award. The acceptance by the Department of a proposal.
Basis of Payment. The terms under which "work" is paid, as a designated "Pay Item" per the
quantity measured and the "Pay Unit."
Bidder. An individual, firm, corporation, or other legal entity submitting a proposal for the
advertised work. A contractor intending to contract with the Department for performance of
prescribed work.
Bridge. A structure, including supports, erected over a depression or an obstruction, such as
water, highway, or railroad, and having a track or passageway for carrying traffic or other moving
loads and having a length measured along the center of roadway of more than 20 feet between
under copings of abutments or extreme ends of openings for multiple boxes.
i. Length. The length of a bridge structure is the over-all length measured along the line
of survey stationing back-to-back of backwalls of abutments, if present, otherwise, end
3
to end of the bridge floor, but in no case less than the total clear opening of the
structure.
ii. Roadway Width. The clear width measured at right angles to the longitudinal
centerline of the bridge between the bottom of curbs or guard timbers or in the case
of multiple height of curbs, between the bottoms of the lower risers.
Build America, Buy America (BABA) Requirements: Division G, title IX, subtitle A, parts I -II,
sections 70901 through 70927 of the Infrastructure Investment and Jobs Act (Pub. L. 117-58)
and 2 CFR Parts 184 and 200. The "domestic content procurement preference" set forth in
section 70914 of the Build America, Buy America Act, requires that all construction materials
and manufactured products incorporated into the project are produced in the United States.
Buy America (BA) Requirements: FHWA Buy America statutory provisions are in 23
U.S.C.313 and the regulatory provisions are in 23 CFR 635.410, which requires that all of the
steel and iron incorporated into the project is produced in the United States. For other policy and
guidance links, see the FHWA Construction Program Guide.
Buy America Preferences for Infrastructure Projects: Requirements for federal -aid funded
highway projects as outlined and encompassed in 2 CFR Part 184.
Calendar Day. Each and every day shown on the calendar, beginning and ending at midnight.
When day is used, it shall mean calendar day unless otherwise defined.
Certificate of Compliance. A certification, including a signature by a person having legal
authority to act for the manufacturer, stating that the product or assembly to be incorporated into
the project was fabricated per and meets the applicable specifications.
Certified Invoice. Any invoice or billing endorsed by the Contractor, certifying that material,
specialty work, subcontract work, rental, lease, services, etc. were acquired for the project and
that the invoiced or billed amount represents the actual costs.
Certified Test Report. A test report from the manufacturer or an independent testing laboratory,
including a signature by a person having legal authority to act for the manufacturer or the
independent testing laboratory stating that the test results show that the product or assembly to
be incorporated into the project has been sampled and tested and the samples have passed all
specified tests.
Chief Engineer. The Weld County Department of Public Works individual identified as the
County Engineer.
Component: An article, material, or supply, whether manufactured or unmanufactured,
incorporated directly into: (i) a manufactured product; or, where applicable, (ii) an iron or steel
product.
4
Conformity. Compliance with reasonable and customary manufacturing and construction
tolerances where working tolerances are not specified. Where working tolerances are specified,
conformity means compliance with such working tolerances.
Construction Drawings. A complete set of plans, reviewed shop drawings, working drawings,
and other submittals kept available on the project site at all times by the Contractor.
Construction Material. Includes an article, material, or supply — other than an item of primarily
iron or steel — that is or consists primarily of non-ferrous metals; plastic and polymer -based
products (including polyvinyl chloride [PVC], composite building materials, and polymers used
in fiber optic cables); glass; lumber; or drywall.
Construction Material: Includes an article, material, or supply that consist of only one of the
following items listed and means articles, materials, or supplies that consist of only one of the
items listed in paragraph (1) of this definition, except as provided in paragraph (2). To the extent
one of the items listed in paragraph (1) contains as inputs other items listed in paragraph (1), it
is nonetheless a construction material.
(1) The listed items are:
(i) Non-ferrous metals;
(ii) Plastic and polymer -based products (including polyvinylchloride [PVC], composite
building materials, and polymers used in fiber optic cables);
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(iii) Glass (including optic glass);
(iv) Fiber optic cable (including drop cable);
(v) Optical fiber;
(vi) Lumber;
(viii) Engineered wood; and
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(viii) Drywall.
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0 (2) Minor additions of articles, materials, supplies, or binding agents to a construction material
do not change the categorization of the construction material.
Construction Requirements. Specifications covering performance of work required for proper
completion and acceptance.
Contract. The written agreement between Weld County through the Public Works Department
and the Contractor, setting forth the obligations of the parties for the performance of the work
and the basis of payment.
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The Contract includes the invitation for bids, proposal, contract bonds, standard specifications,
supplemental specifications, special provisions, general and detailed plans, Notice to Proceed,
contract modification orders, and authorized extensions of time, all of which constitute one
instrument.
Contract Item (Pay Item). A specifically described unit of work for which a price is provided in
the Contract.
Contract Modification Order. A written order issued to the Contractor by the Department
covering contingencies, extra work, increases or decreases in contract quantities, and additions
or alterations to the plans or specifications, within the scope of the Contract, and establishing
the basis of payment and time adjustments for the work affected by the changes. The Contract
Modification Order is the only method authorized for changing the Contract. Contract
Modification Orders must be approved as established in subsection 105.14.
Contract Payment Bond. The security executed by the Contractor and Surety or Sureties and
furnished to the Department to guarantee payment of all legal debts of the Contractor pertaining
to the Construction of the project.
Contract Performance Bond. The security executed by the Contractor and Surety or Sureties
and furnished to the Department to guarantee completion of the work per the Contract.
Contract Time. The number of workdays or calendar days allowed for completion of the
Contract, including authorized time extensions. Where a calendar date of completion is
specified, the Contract shall be completed on or before that date.
Contractor. The individual, firm, or corporation contracting with Weld County through the Public
Works Department for performance of prescribed work.
Contractor's Engineer. A professional engineer registered in the State of Colorado who is an
employee of either the Contractor, a consulting engineer under contract to the Contractor, or a
manufacturer or supplier of materials supplied to the project.
Control Measures for Stormwater Pollution Prevention. Control measures prevent or reduce
the pollutants in stormwater discharges from the construction site.
Cost of Components for Manufactured Products: In determining whether the cost of
components for manufactured products is greater than 55 percent of the total cost of all
components, use the following instructions:
(i) for components purchased by the manufacturer, the acquisition cost, including
transportation costs to the place of incorporation into the manufactured product (whether
or not such costs are paid to a domestic firm), and any applicable duty (whether or not a
duty-free entry certificate is issued); or
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(ii) components manufactured by the manufacturer, all costs associated with the manufacture
of the component, including transportation costs as described in paragraph (i) of this
section, plus allocable overhead costs, but excluding profit. Cost of components does not
include any costs associated with the manufacture of the manufactured product.
County. Weld County or Weld County Public Works.
Culvert. Any structure not classified as a bridge which provides an opening under the roadway.
Day. See "calendar day" and "working day".
Department. Weld County Department of Public Works.
Domestic Content Procurement Preference: A phrase meaning that all iron and steel used in
the project is produced in the United States; the manufactured products used in the project are
produced in the United States; or the construction materials used in the project are produced in
the United States.
Engineer. The Weld County Director of Public Works or designated who is responsible for
engineering and administrative supervision of the project. Also called Resident Engineer or
Project Engineer.
Equipment. All machinery, tools, and apparatus together with supplies for upkeep and
maintenance, necessary for the proper construction and acceptable completion of the work.
Extra Work. Work not provided for in the Contract as awarded but found by the Engineer to be
essential to the satisfactory completion of the Contract within its intended scope.
Falsework. Falsework is temporary construction used to support structural elements of
concrete, steel, masonry, or other materials during their construction or erection until they
become self-supporting. Falsework may also be used to provide temporary support to elements
of a structure during demolition or reconstruction.
Finished Grade. Final grade of the site after excavating or filling for pavement or topsoil that
conforms to the approved final grading plan. The finished grade is also the grade at the top of a
paved or finished surface.
Force Account Work. Work paid for on the basis of actual costs plus approved additives. See
subsection 109.04.
Formwork. Formwork is the temporary structure or mold used to retain plastic or fluid concrete
in its designated shape until it hardens.
Highway. A general term denoting a public way for purposes of vehicular travel, including the
entire area within the right of way. Also called a Road.
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Holidays. Holidays recognized by the Department are:
• New Year's Day
• Martin Luther King's Birthday
• President's Day
• Memorial Day
• Independence Day
• Labor Day
• Veterans Day
• Thanksgiving
• Christmas
January 1, 2025
January 20, 2025
February 17, 2025
May 26, 2025
July 3 — 5, 2025
September 1, 2025
November 11, 2025
November 27 — 28,
December 25 — 26, 2025
When one of the holidays falls on a Sunday, the following Monday shall be considered a holiday.
When one of the holidays falls on a Saturday, the preceding Friday shall be considered a holiday.
Hours of Operation. Sunrise to '/2 hour before sunset unless otherwise approved in writing by
the Engineer.
Infrastructure: Includes, at a minimum, the structures, facilities, and equipment for, in the
United States, roads, highways, and bridges; public transportation; dams, ports, harbors, and
other maritime facilities; intercity passenger and freight railroads; freight and intermodal facilities;
airports; water systems, including drinking water and wastewater systems; electrical
transmission facilities and systems; utilities; broadband infrastructure; and buildings and real
property. Infrastructure includes facilities that generate, transport, and distribute energy.
Infrastructure Project: Includes, at a minimum, the structures, facilities, and equipment for, in
the United States, roads, highways, and bridges; public transportation; dams, ports, harbors,
and other maritime facilities; intercity passenger and freight railroads; freight and intermodal
facilities; airports; water systems, including drinking water and wastewater systems; electrical
transmission facilities and systems; utilities; broadband infrastructure; and buildings and real
property. Infrastructure includes facilities that generate, transport, and distribute energy.
Inspector. The Engineer's authorized representative assigned to make detailed inspections of
contract performance.
Invitation for Bids. All documents, whether attached or incorporated by reference, utilized for
soliciting proposals. The advertisement will indicate with reasonable accuracy the quantity and
location of the work to be done or the character and quantity of the material to be furnished and
the time and place of the opening of proposals.
Iron or Steel Product: Articles, materials, or supplies that consists wholly or predominantly of
iron or steel or a combination of both. Typical iron and steel products subject to Buy America
preferences include, but is not limited to, structural and reinforcing steel incorporated into
pavements, bridges, and buildings (such as maintenance facilities); steel rail; and other
equipment.
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Laboratory. The testing laboratory of the Department, or any other testing laboratory designated
by the Engineer.
Manufactured Product:
(1) Articles, materials, or supplies that have been:
(i) Processed into a specific form and shape; or
(ii) Combined with other articles, materials, or supplies to create a product with different
properties than the individual articles, materials, or supplies.
(2) If an item is classified as an iron or steel product, a construction material, or a section
70917(c) material under the definitions set forth in this section, then it is not a manufactured
product. However, an article, material, or supply classified as a manufactured product under
paragraph (1) of this definition may include components that are construction materials,
iron or steel products, or section 70917(c) materials.
Manufacturer: The entity that performs the final manufacturing process that produces a
manufactured product.
Materials. All components required for use in the construction of the project.
Method of Measurement. The manner in which a "Pay Item" is measured to conform with the
"Pay Unit."
Method Statement. A written procedure from the Contractor detailing how a specific task will
be completed including the expected resources and production rates required to complete the
task.
Notice to Proceed. Written notice to the Contractor to proceed with the contract work including,
when applicable, the date of beginning of contract time.
Ordinary High Water Mark. The term "ordinary high-water mark" means that line on the shore
established by the fluctuations of water and indicated by physical characteristics such as clear,
natural line impressed on the bank, shelving, changes in the character of soil, destruction of
terrestrial vegetation, the presence of litter and debris, or other appropriate means that consider
the characteristics of the surrounding areas. This is typically the 2 -year storm event elevation.
Original Contract Amount. The sum of the total dollar amounts bid for all the construction pay
item quantities. In subsection 626.02 this figure is modified for use in calculating partial payments
for mobilization.
Pavement Structure. The combination of one or more of the following courses placed on a
subgrade to support and distribute the traffic load to the roadbed.
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(1) Subbase. The layer or layers of specified or selected material placed on a subgrade to
support a base course, surface course, or both. Subgrade that has been treated with lime,
fly ash, cement kiln dust, or combinations thereof for stabilization will be considered
subbase.
(2) Base Course. The layer or layers of specified or selected material placed on a subbase or
a subgrade to support a surface course.
(3)
Surface Course. One or more layers of a pavement structure designed to accommodate
the traffic load, the top layer of which resists skidding, traffic abrasion, and the disintegrating
effects of climate. The top layer is sometimes called "Wearing Course."
Planned Force Account. Items of work, included on the plans, which will be paid for per
subsection 109.04.
Plans. The drawings, or reproductions, provided by the Department which show the location,
character, dimensions, and details of the work to be done.
Pre -construction Conference. A meeting of Weld County's project personnel, Contractor
project personnel, and other stake holders held before the beginning of construction at which
topics pertinent to the successful completion of the work are discussed.
Profile Grade. The trace of a vertical plane usually intersecting the top surface of the proposed
wearing surface and usually along the longitudinal centerline of the roadbed. Profile grade
means either elevation or gradient of such trace according to the context.
Predominantly of iron or steel or a combination of both: Means that the cost of the iron and
steel content exceeds 50 percent of the total cost of all its components. The cost of iron and
steel is the cost of the iron or steel mill products (such as bar, billet, slab, wire, plate, or sheet),
castings, or forgings utilized in the manufacture of the product and a good faith estimate of the
cost of iron or steel components.
Produced in the United States:
(1) Steel or Iron Products: All manufacturing processes, from the initial melting/smelting stage
through the application of coatings, occurred in the United States.
(2) Manufactured Products:
(i) The product was manufactured in the United States; and
(ii) The cost of the components of the manufactured product that are mined, produced,
or manufactured in the United States is greater than 55 percent of the total cost of all
components of the manufactured product, unless another standard that meets or
exceeds this standard has been established under applicable law or regulation for
determining the minimum amount of domestic content of the manufactured product.
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II
(3) Construction materials: All manufacturing processes for the construction material occurred
in the United States per 106.11(f) of this specification.
Project. The specific section of the highway on which construction is to be performed as
described in the Contract.
Project Engineer. Weld County's duly authorized representative who is in direct charge of the
work and is responsible for the administration and satisfactory completion of the project under
contract. Also referred to as the Resident Engineer or Engineer.
Project Special Provisions. See definition for special provision.
Project Termini. Limits of the Project as shown on the plans.
Proposal. The offer of a bidder, on the prescribed form, to perform the work at the prices quoted.
Also called bid.
Proposal Form. The bidder submits their bid on these Department furnished documents. Also
called bid proposal.
Proposal Guaranty. The security furnished with a proposal to guarantee that the bidder will
enter into the Contract if the proposal is accepted.
Record Set. A reproduction of a drawing or set of drawings, design calculations, or other record
of engineering work required to be performed by the Contractor's engineer and Professional
Land Surveyor, which is sealed by the Contractor's engineer and Professional Land Surveyor.
Region Transportation Director. The Director of Public Works or designated representative
responsible for construction, maintenance, and safety activities, within the geographical
jurisdiction established by the Department. The Director is responsible for acting on written
appeals made by the Contractor relating to contract claims for additional compensation or
extension of contract time.
Resident Engineer. The County's full-time engineer directly responsible for the overall
administration of the assigned construction project. Only a Resident Engineer can approve and
sign vouchers for interim and final Contractor pay estimates. Also referred to as the Engineer or
Project Engineer.
Right of Way. A general term denoting land, property, or interest, usually in a strip, acquired for
or devoted to a highway.
Road. A general term denoting a public way for purposes of vehicular travel, including the entire
area within the right of way.
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Roadbed. The graded portion of a highway within top and side slopes, prepared as a foundation
for the pavement structure and shoulders.
Roadside. A general term denoting the area adjoining the outer edge of the roadway. Extensive
areas between the roadways of a divided highway may also be considered roadside.
Roadside Development. Those items necessary for the preservation of landscape materials
and features. The rehabilitation and protection against erosion of all areas disturbed by
construction through seeding, sodding, mulching and the placing of other ground covers.
Suitable planting and other improvements as may increase the effectiveness and enhance the
appearance of the highway.
Roadway. The portion of a highway or road within limits of construction.
Roadway Prism: The portion of the roadway defined as the prism of embankment situated from
beneath the shoulders and paved structure and inside the lines projected downward and outward
on a one-to-one slope from edge of gravel shoulders to edge of gravel shoulder or back of curb
to back of curb (as applicable) to their intersection with the base of the embankment.
Safety Critical Work. Elements of the work that, if performed improperly, could encroach upon
and endanger traffic that is following all traffic regulations. Safety critical work may include work
elements performed under one or more of the following situations:
(1) Work that is constructed on, over, or near a traffic route and could become unstable over
time if installed improperly.
(2) Work that requires the use of lifting devices in the vicinity of traffic.
(3) Elements of work considered safety critical for the project will be identified in Section 107
— Performance of Safety Critical Work.
(4) "Traffic" is defined as the vehicles, railroad, pedestrians, aircraft, and watercraft moving
along a route. The route may be permanent or temporary, such as a detour.
Safety Edgesm for Pavement. A pavement edge drop-off treatment which allows drivers who
leave the road to return safely.
Salvable Material. Material that can be saved or salvaged. Unless otherwise specified in the
Contract, all salvable material shall become the property of the Contractor.
Section 70917(c) Materials: Cement and cementitious materials; aggregates such as stone,
sand, or gravel; or aggregate binding agents or additives. See section 70917(c) of the Build
America, Buy America Act.
Shop Drawings. A general term that includes drawings, diagrams, illustrations, samples,
schedules, calculations, and other data which provide details of the construction of the work and
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details to be used by the Engineer for inspection. Shop drawings shall be prepared by the
Contractor, subcontractors, manufacturers, suppliers, or distributors. Shop Drawings are
submitted to the Engineer for formal review and return to the Contractor per subsection
105.02(c). Shop drawings include data which illustrates material, equipment, and items which
are incorporated in and become part of the permanent work per the Contract.
Shoring. Shoring is temporary construction that is used to support the earth adjacent to
excavation or embankment.
Shoulder. The portion of the roadway contiguous with the traveled way for accommodation of
stopped vehicles, for emergency use, and for lateral support of base and surface courses.
Sidewalk. That portion of the roadway constructed for pedestrian use.
Special Provisions. Additions and revisions to the standard and supplemental specifications
covering conditions specific to an individual project or group of projects. Special provisions fall
within one of the two following categories and take precedence as specified in subsection
105.09.
(a) Project Special Provisions. Additions and revisions to the Standard and Supplemental
Specifications, specific to the project.
(b) Standard Special Provisions. Additions and revisions to the Standard and Supplemental
Specifications, specific to a selected group of projects or which are intended for temporary
use.
Specifications. A general term applied to all directions, provisions and requirements pertaining
to performance of the work.
(a) Standard Specifications: The Department's printed book (including errata) titled "Standard
Specifications for Road and Bridge Construction". The book is divided into three parts
namely:
1. General Provisions (Division 100)
2. Construction Details (Divisions 200 thru 600)
3. Material Details (Division 700)
(b) Supplemental Specifications: Additions and revisions to the Standard Specifications that
are adopted subsequent to the issuance of the printed book. The outline for "Work" items
in the Construction Details contains the following:
1. Description
2. Materials
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3. Construction Requirements
4. Method of Measurement
5. Basis of Payment
Specified Completion Date. The date on which the contract work is specified to be completed.
Standard Special Provisions. See definition for Special Provisions.
State. Weld County acting through its authorized representative.
State Waters. State Waters means any and all surface and subsurface waters which are
contained in or flow in or through Colorado, but does not include waters in sewage systems,
waters in treatment works of disposal systems, waters in potable water distribution systems, and
all water withdrawn for use until use and treatment have been completed.
Examples of State waters include, but are not limited to, perennial streams, intermittent or
ephemeral gulches and arroyos, ponds, lakes, reservoirs, irrigation canals or ditches, wetlands,
stormwater conveyances (when they discharge to a surface water), and groundwater.
Note that for the purposes of these specifications "surface waters" means all State waters,
except groundwater.
Stormwater Management Plan (SWMP). The Stormwater Management Plan comprises those
contract documents containing the requirements necessary to accomplish all the following:
(1) Protect and identify sensitive environments (state waters, wetlands, habitat, and existing
vegetation).
(2) Minimize the amount of disturbed soil.
(3) Control and minimize erosion and sedimentation during and after project construction.
(4) Minimize runoff from offsite areas from flowing across the site.
(5) Slow down the runoff.
(6) Reduce pollutants in stormwater runoff.
Street. A general term denoting a public way for purposes of vehicular travel, including the entire
area within the right of way.
Structures. Bridges, culverts, catch basins, drop inlets, retaining walls, cribbing, manholes, end
walls, buildings, storm drains, service pipes, underdrains, foundation drains, fences, guardrail,
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signs, end sections, traffic signals, light standards, and other features which may be encountered
in the work and not otherwise classified.
II
Subcontractor. An individual, firm, corporation, or other legal entity at any tier to whom the
Contractor sublets part of the Contract. A subcontractor shall include an individual, firm,
corporation, or other legal entity who meets one or both of the following criteria:
(1) Establishes a fabricating process or facility exclusively for the use of the Project, whether
on or off the site of work per 29 CFR 5.2 Site of Work (1)(i)(ii)(iii).
(2) Performs work that is incorporated within the Project limits.
Subgrade. The top surface of a roadbed upon which the pavement structure, shoulders, and
curbs are constructed. Subgrade that has been treated with lime, fly ash, cement kiln dust, or
combinations thereof for stabilization will be considered subbase. Subgrade shall also include
aggregate base course materials.
Substructure. All of the structure below the bearings of simple and continuous spans,
skewbacks of arches, and tops of footings of rigid frames, together with the backwalls, wingwalls,
and wing protection railings.
Substantial Completion. The completion of all payable work items as shown on the pay
application. Only non -payable or minor items as determined by Weld County in its sole discretion
may be placed on the Substantial Completion Punchlist.
Superintendent. The Contractor's authorized employee in responsible charge of the work.
Superstructure. The entire structure except the substructure, as defined.
Supplier: An individual, firm, or corporation who meets all of the following criteria:
(a) Sells manufactured materials as a broker, distributor, dealer, manufacturer, or wholesaler
who may or may not deliver the materials to the site of work.
(b) The manufacturing of the materials, articles, supplies, or equipment used for the contract
that is being supplied shall come from a facility or facilities that:
(1) Is not located on, nor does itself constitute, the project or contract's primary
construction site or secondary construction site as defined in 29 CFR 5.2; and
(2) Either was established before opening of bids on the contract, or is not dedicated
exclusively, or nearly so, to the performance of the contract.
(c) The supplier's only obligations for activity on the contract is the delivery of materials,
articles, supplies, or equipment, which may include pickup of the same in addition to, but
not exclusive of, delivery, and which may also include activities incidental to such delivery
15
and pickup, such as loading, unloading, or waiting for materials to be loaded or unloaded;
and
(d) If an entity, in addition to being engaged in the activities specified in paragraph (c) of this
definition, also engages in other construction, prosecution, completion, or repair on the site
of the work, then this entity is not a supplier but a contractor.
Supplemental Specifications. See definition for Specifications.
Surety. The corporation, partnership, or individual, other than the Contractor, executing a bond
furnished by the Contractor.
Traffic Control Plan (TCP). The parts of the contract documents for each project that contain
the requirements for the maintenance of traffic during construction of the project.
Traveled Way. The portion of the roadway for the movement of vehicles, exclusive of shoulders
and auxiliary lanes.
Value Engineering Change Proposal (VECP). A change to contract requirements proposed
by the Contractor which will accomplish the project's functional requirements at less cost or
improve value or service at no increase or at a minor increase in cost.
Wheel Path. Wheel paths are the two sections of each through -traffic lane that bear the wheel
loading. The center of each wheel path is located 3 feet from the center of the lane; each wheel
path is 2 feet wide.
Work. The furnishing of all labor, materials, equipment, and incidentals necessary to
successfully complete the project according to all duties and obligations imposed by the
Contract.
Working Day. Any day, exclusive of Saturdays, Sundays and holidays, on which weather and
other conditions not under the control of the Contractor will permit construction operations to
proceed with the normal working force engaged in performing those items controlling the
completion of the work.
Working Drawings. A general term that includes drawings, diagrams, illustrations, samples,
schedules, calculations, and other data which illustrate the construction of the work, material,
equipment, methods, and items which are necessary to construct the work per the plans and
specifications. Working drawings shall be prepared by the Contractor, subcontractors,
manufacturers, suppliers, or distributors. Working drawings are treated the same as Shop
Drawings by the Engineer.
Workplace Violence. Workplace violence is conduct in the workplace against employees,
employers, or outsiders committed by a person who either has an employment related
connection with the County or is a contractor working on a County project. This conduct includes:
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(1) Physical acts against persons or their property, or against the County or Contractor property
that are perceived to be harmful or threatening.
(2) Veiled or direct verbal threats, profanity, or vicious statements or gestures that are meant
to harm or create a threatening or intimidating work environment.
(3) Written threats, profanity, vicious cartoons or notes that are meant to create a threatening
or intimidating environment.
(4) Any other acts that are perceived to be threatening or intended to injure or convey hostility.
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Section 102 — Bidding Requirements and Conditions
102.01 Bidding Procedures. The bidder shall follow the bidding procedures contained in the
Contract Documents.
Only bidders who attended a mandatory pre -bid meeting will be allowed to bid on any project.
Bidders must also be on the CDOT Prequalified Contractor's List a minimum of 10 days prior to
the bid opening date in order to bid on any project.
102.02 Contents of Proposal Forms. The Department will publish bidding opportunities to
prospective bidders at www.bidnetdirect.com. The forms on this website will state the location
and description of the contemplated construction and will show the estimate of the various
quantities and types of work to be performed or materials to be furnished and will have a
schedule of items for which unit bid prices are invited. The proposal form will state the time in
which the project must be completed, the amount of the proposal guaranty, and the date, time,
and place of the opening of proposals.
All bidders on the projects shall submit bids by one of the following methods:
(1) Preferred: email Proposals to bids@weld.gov If your Proposal exceeds 25MB please
upload your Proposal to https://www.bidnetdirect.com. The maximum file size to upload to
BidNet Direct is 500 MB.
(2) If vendor does not submit the proposal via email, a sealed Proposals will be received at the
Office of the Weld County Purchasing in the Weld County Building located at 1301 North
17th Avenue, Greeley, CO 80631 by the Proposal due date and time.
(3) PDF format is required. Emailed Proposals must include the following statement on the
email: "I hereby waive my right to a sealed Proposal". An email confirmation will be sent
when your Proposal has been received. Please call Purchasing at 970-400-4222 or 4223
with any questions.
The plans, specifications, and other documents designated in the proposal form, shall be
considered a part of the proposal.
102.03 Interpretation of Quantities in Proposal Form. Except as otherwise provided in this
subsection and the method of measurement for individual items, the quantities appearing in the
proposal form are estimates prepared for the comparison of proposals. Payment to the
Contractor will be made per the following procedures:
(a) Measurement required. When the Contract requires measurement of work performed or
material furnished, payment will be made for actual quantities measured and accepted.
(b) Measurement Not Required. When the Contract does not require quantities of work
performed or materials furnished to be measured, payment will be made for the quantities
appearing in the Contract.
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The estimated quantities of work to be performed and materials to be furnished may be
increased, decreased or omitted.
102.04 Interpretation of Plans and Specifications. Any changes to proposal forms, plans, or
specifications before the opening of proposals will be issued by the Department through posting
of the changes on www.bidnetdirect.com. Certain individuals are named in the project
specifications who have authority to provide information, clarification or interpretation to bidders
before opening of proposals. Information obtained from persons other than those named
individuals is invalid and shall not be used for bidding purposes.
102.05 Examination of Plans, Specifications, Special Provisions, and Site of Work. The
bidder is expected to examine the site of the proposed work, the proposal, plans, specifications,
supplemental specifications, special provisions, and contract forms, before submitting a
proposal. The submission of a proposal will be considered conclusive evidence that the bidder
has made this examination and is aware of the conditions to be encountered in performing the
work according to the Contract.
Boring logs, utility mapping, and other records of subsurface investigations, if they exist, are
available for inspection by bidders. These logs and records are made available so that all bidders
have access to identical subsurface information that is available to the Department. These items
are not intended as a substitute for personal investigation, interpretation, and judgment of the
bidders.
The Department does not warrant the adequacy of boring logs, utility mapping, and other records
of subsurface investigations, and such information is not considered to be a part of the Contract.
When a log of test borings is included in the subsurface investigation record, the data shown in
the individual log of each test boring applies only to that particular boring and is not intended to
be conclusive as to the character of any material between or around test borings. When utility
mapping is included, the information shown will be identified as Quality Level A/B/C/D per the
most recent version of the ASCE Standard Guideline for the Collection and Depiction of Existing
Subsurface Utility Data (Cl/ASCE 38-02). Utility location depictions are only valid at the time of
collection, and it is the Contractor's sole responsibility to verify all utility locations before
beginning the work. If bidders use this information in preparing a proposal, it is used at their own
risk, and bidders are responsible for all conclusions, deductions, and inferences drawn from
such information.
Bidders may conduct subsurface investigations at the project site at bidder's expense; the
Department will afford them this opportunity before public opening of proposals.
If a bidder discovers an apparent error or omission in the proposal form, estimated quantities,
plan, or specifications, the bidder shall immediately notify the Engineer to enable the Department
to make any necessary revisions. The Department may consider it to be detrimental to the
Department for a bidder to submit an obviously unbalanced unit bid price. See subsection
102.07.
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Weld County does not warrant any CAD data. The CAD data is not considered to be part of the
Contract and is provided to the Contractor as a courtesy. If the bidders use the CAD data in
preparing a proposal or planning and prosecuting the work, it is at their own risk, and bidders
are responsible for all conclusions, deductions, and inferences drawn from the CAD data. The
CAD data shall not be used in relation to any request for additional time or compensation.
After the proposals have been opened, the winning bidder may obtain electronic sets of plans
and special provisions (PDF, CAD files) at no cost. Subcontractors and suppliers may obtain
plans from the successful bidder.
102.06 Preparation of Proposal. The bidder shall submit the proposal (bid) upon the forms
furnished by the Department per the "Rules" referenced in subsection 102.01.
102.07 Irregular Proposals. Proposals (bids) will be considered irregular and may be rejected
for any of the following reasons:
(1) If the proposal is on a form other than that prescribed by the Department, or if the form is
altered or any part thereof is detached, or if the form does not contain original signatures.
(2) If there are unauthorized additions, conditional or alternative proposals, or irregularities of
any kind which may tend to make the proposal incomplete, indefinite, or ambiguous.
(3)
If the bidder fails to acknowledge in the proposal the receipt of all revisions current on the
date of opening of proposals.
(4) If the proposal does not contain a unit price for each pay item listed except in the case of
authorized alternative pay items, the mathematical products of the respective unit prices
and the estimated quantities, and the total amount of the bid obtained by adding such
mathematical products.
(5)
If the Department determines that any of the unit bid prices are materially unbalanced to
the potential detriment of the Department. There are two types of unbalanced bids: (1)
mathematically unbalanced and, (2) materially unbalanced. The mathematically
unbalanced bid is a bid containing lump sum or unit pay items which do not reflect
reasonable actual costs plus a reasonable proportionate share of the bidder's anticipated
profit, overhead costs, and other indirect costs, but not necessarily to the detriment of the
Department. These costs should all relate to the performance of the items in question. The
materially unbalanced bid is a mathematically unbalanced bid that the Department
determines leaves reasonable doubt that award will result in the lowest ultimate cost to the
Department, or that award is in the public interest.
(6) If the Contractor submitting the bid is affiliated with another bidder that has submitted a bid
on the same public project.
(7)
If the bidder has been sent a notice of intent to revoke prequalification under Chapter Two
of the "Rules".
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(8) If the bidder has been asked in writing to show why it should not be found in default on a
Department contract.
(9) If the bidder has been sent a notice of intent to debar or of suspension under Chapter Three
of the "Rules".
(10) If the bidder is not in good standing with the Federal Government's System of Award
Management (SAM).
(11) If the bidder is not listed CDOT's Prequalified Contractors List a minimum of 10 days prior
to bid opening.
(12) If the proposal does not follow the general rules outlined in the request for bids/proposals
(i.e., does contain all required forms, surpasses the allowed number of pages, etc.).
The Department reserves the right to reject any or all bids, to waive technicalities or to advertise
for new bids, if in the judgment of the Department its best interests will be promoted thereby.
102.08 Combination or Conditional Proposals. If proposal forms are issued for projects in
combination and separately, the bidder may submit proposals either on the combination or on
separate units of the combination. The Department reserves the right to make awards on
combination or separate proposals to the advantage of the Department. Combination proposals
will be considered, only when specified.
102.09 Anti -Collusion Affidavit. Every proposal (bid) submitted to the Department shall contain
a statement certifying that the bidder has not participated in any collusion or taken any action in
restraint of free competitive bidding. This statement shall be in the form of an affidavit provided
by the Department and signed by the bidder. The original of the signed anti -collusion affidavit,
Form 606, shall be submitted with the proposal. The proposal will be rejected if it does not
contain the completed Form 606.
102.10 Material Guaranty. The successful bidder may be required to furnish a complete
statement of the origin, composition, and manufacture of materials used in the construction of
the work together with samples, which will be tested for conformance with Contract provisions.
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Section 103 — Award and Execution of Contract
103.01 Consideration of Proposals. After the proposals (bids) are opened and read, they will
be evaluated, and the Contract awarded or rejected per the "Rules" referenced in subsection
102.01.
When the bid is obtained using the "Low Bid" process, the responsible low bidder shall submit a
completed Contractor's Performance Capability Statement, Form 605, and a completed
Assignment of Antitrust Claims, Form 621 to the Engineer before 4:30 P.M. on the fifth calendar
day after the bid opening.
When the bid is awarded using the "Best Value" process, all bidders shall submit a completed
Contractor's Performance Capability Statement, Form 605, and Assignment of Antitrust Claims,
Form 621 with their bid.
Failure to submit Forms 605 and 621 may result in the denial of the award to the apparent
responsible bidder and forfeiture of the proposal guaranty.
(a) When the project is not funded with CDOT or Federal funds, subsection 103.01(b) shall not
apply. The bid documents shall indicate if the project is being funded with CDOT or Federal
funds.
(b) When a project is funded with CDOT or Federal funds the bidder must comply with the
following:
To be eligible for contracting with Weld County on a CDOT or Federally funded project, the
apparent low responsible bidder shall have an account in the B2GNow software system.
Form FHWA 1273 titled Required Contract Provisions Federal -Aid Construction Contracts
shall be attached to all contracts and subcontracts. As described in Section I. General, the
provisions of Form FHWA 1273 apply to all work performed under the Contract and are to
be included in all subcontracts with the following modification:
The Contractor and all subcontractors who are subject to Davis -Bacon Related Acts
(DBRA) requirements, shall submit all payrolls and Contractor Fringe Benefit Statements
electronically via LCPTracker, using the following web link:
https://prod.lcptracker.net/WebForms/login.aspx.
The Contractor and subcontractors shall submit a Contractor Fringe Benefit Statement,
either for each individual, or for groups of people, for all employees who perform work on
the project and whose wages are covered by the Davis -Bacon Related Acts. Other
approved deductions shall be noted within LCPTracker and supporting documentation shall
be attached. If for any reason the fringe benefits are altered during the life of the contract,
the Contractor, subcontractor, or both shall submit a revised Contractor Fringe Benefit
Statement to accurately reflect the changes.
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Each construction subcontractor shall submit their payrolls directly into LCPTracker for
approval by the Contractor. In the event that the Contractor or the sub -contractors do not
submit properly completed payrolls to LCPTracker, Weld County shall withhold any pay
applications until all payrolls have been properly submitted and accepted.
The Contractor shall submit and approve their own payrolls in LCPTracker. The Contractor
is responsible for ensuring all of the subcontractors submit and approve their own payrolls
in LCPTracker. The Contractor shall be responsible for providing all technical support to all
of the subcontractors. In the event, the Contractor cannot provide the technical support to
all subcontractors, the Contractor shall coordinate directly with LCP-Tracker for the
required technical support. Weld County will not provide technical support to the Contractor
or subcontractors.
Weld County will accept or reject weekly payrolls for the Contractor.
103.02 Award of Contract. If the Contract is awarded, the award will be made within 30 calendar
days after the opening of proposals to the lowest bidder whose proposal complies with all the
requirements prescribed. The successful bidder will be notified in writing of the acceptance of
the proposal and the award of the Contract.
103.03 Requirement of Contract Bonds. At the time of the execution of the Contract, the
successful bidder shall furnish a Contract Payment Bond and a Contract Performance Bond.
Each bond shall be in a penal sum equal to the nearest integral one hundred dollars in excess
of the sum of the original bid items plus all force account items specified in the project special
provisions to be included in the payment and performance bonds. The Contract Payment Bond
and the Contract Performance Bond shall remain in full force and effect for the term of the
Contract. The bonds and the security shall be acceptable to the Department.
103.04 Execution and Approval of Contract. The Contract shall be signed and returned by
the successful bidder together with the contract bonds, within 15 days after the date of award. If
the signed Contract and bonds are returned by the successful bidder within 15 days after award
and, if the Contract is not executed by the Department within 30 days from date of award, the
bidder shall have the right to withdraw the proposal without penalty. The Contract will not be
considered effective until it has been fully executed by all of the parties to the Contract.
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Section 104 — Scope of Work
104.01 Intent of Contract. The Contractor shall complete the work described and furnish all
labor, materials, equipment, tools, transportation, and supplies required to complete the work
per the Contract. Alterations of plans or the nature of the work will not involve or require work
beyond the termini of the original project, until a contract modification order has been executed.
104.02 Differing Site Conditions, Suspensions of Work, and Significant Changes in the
Character of Work.
(a) Differing Site Conditions. It is the County's expectation to complete this project with no
change orders resulting in additional cost unless such change orders are initiated by the
County. Change orders for differing site conditions will be entertained by the County in the
event of extraordinary circumstances. However, the County is under no obligation to
approve said change orders. No cost change orders, reduction in cost change orders, and
County initiated change orders may occur.
The Contractor shall not be entitled to a change order for Differing Site Conditions. By way
of example, Differing Site Conditions not eligible for a change order include but are not
limited to:
(1) Encountering groundwater.
(2) Discovery of debris (buried or unburied within the ROW).
(3) Existing asphalt thicknesses that are different than expected.
(4) Increased costs or delays due to relocations of utilities and/or oil and gas facilities.
(5) Increased costs due to ROW or easement acquisitions.
(6) Discovery of unknown or private utilities such as water, sewer, gas, electric, phone,
irrigation, oil, etc.
(7) Discovery of septic systems, leach fields, or other ancillary wastewater infrastructure.
(8) Discovery of unknown irrigation facilities, field drain tiles/lines, landscape irrigation
systems, or water wells.
(9) On -site soils not suitable for structural foundations or embankments.
(10) Unsuitable materials excavation.
(11) High water levels in drainageways due to stormwater runoff or snowmelt. The
Contractor shall be expected to manage the risks associated with flows in the
drainageways in order to meet the project completion date.
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(12) Frozen ground.
During the progress of work, if extraordinary conditions are discovered, the party
discovering such conditions shall promptly notify the other party in writing of the specific
conditions before the site is disturbed and the affected work is performed. The Contractor
shall bear the burden of proving that a Differing Site Condition is an extraordinary
circumstance, and that the Contractor could not have reasonably worked around the
condition so as to avoid additional costs. Each request for a change order relating to a
differing site condition shall be accompanied by a statement signed by a qualified
professional setting forth all relevant assumptions made by the Contractor with respect to
the condition of the Site, justifying the basis for such assumptions, explaining exactly how
the existing conditions are eligible for a change order under the terms of the Contract, and
stating the efforts undertaken by the Contractor to find alternative design or construction
solutions to eliminate or minimize the problem and the associated costs.
Upon written notification, the Engineer will investigate the conditions, and determine if an
extraordinary condition exists that will cause an increase or decrease in the cost or time
required for the performance of any work under the Contract, an adjustment, excluding
anticipated profits will be made and the Contract modified in writing accordingly. The
Engineer will notify the Contractor of the determination whether or not an adjustment of the
Contract is warranted. No Contract adjustment which results in a benefit to the Contractor
will be allowed unless the Contractor has provided the required written notice.
(b) Suspensions of Work Ordered by the Engineer. If the performance of all or any portion of
the work is suspended or delayed by the Engineer in writing for an unreasonable period of
time (not originally anticipated, customary, or inherent to the construction industry) and the
Contractor believes that additional compensation, contract time, or both are due as a result
of such suspension or delay, the Contractor shall submit to the Engineer in writing a request
for adjustment within seven calendar days of receipt of the notice to resume work. The
request shall set forth the reasons and support for such adjustment.
Upon receipt, the Engineer will evaluate the Contractor's request. If the Engineer agrees
that the cost, time required, or both for the performance of the Contract has increased as a
result of such suspension and the suspension was caused by conditions beyond the control
of and not the fault of the Contractor, its suppliers, or subcontractors at any approved tier,
and not caused by weather, the Engineer will make an adjustment (excluding profit) and
modify the Contract in writing accordingly. The Engineer will notify the Contractor of the
determination whether or not an adjustment of the Contract is warranted. No Contract
adjustment will be allowed unless the Contractor has submitted the request for adjustment
within the time prescribed.
No Contract adjustment will be allowed under this clause to the extent that performance
would have been suspended or delayed by any other cause, or for which an adjustment is
provided for or excluded under any other term or condition of this Contract.
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(c) Significant Changes in the Character of Work. The Engineer reserves the right to make, in
writing, at any time during the work, such changes in quantities and such alterations in the
work as are necessary to satisfactorily complete the project. Such changes in quantities
and alterations shall not invalidate the Contract nor release the surety, and the Contractor
agrees to perform the work as altered.
If the alterations or changes in quantities significantly change the character of the work
under the Contract, whether such alterations or changes are in themselves significant
changes to the character of the work, or by affecting other work cause such other work to
become significantly different in character, an adjustment, excluding loss of anticipated
profit, will be made to the Contract. The basis for the adjustment shall be agreed upon
before the performance of the work. If a basis cannot be agreed upon, then an adjustment
will be made either for or against the Contractor in such amount as the Engineer may
determine to be fair and equitable.
If the alterations or changes in quantities do not significantly change the character of the
work to be performed under the Contract, the altered work will be paid for as provided
elsewhere in the Contract. The term "significant change" shall be construed to apply only
to the following circumstances:
(1) When the character of the work as altered differs materially in kind or nature from that
involved or included in the original proposed construction, and
(2) When a major item of work is increased in excess of 150 percent of the original
contract quantity or decreased below 25 percent of the original contract quantity. Any
allowance for an increase in quantity shall apply only to that portion in excess of 125
percent of original contract item quantity, or in case of a decrease below 25 percent,
to the actual amount of work performed. A major item is defined to be any item having
an original contract value in excess of 10 percent of the original contract amount.
104.03 Extra Work. The Contractor shall perform unforeseen work, for which there is no price
included in the Contract, whenever the extra work is necessary or desirable for contract
completion. This work shall be performed per the Contract and as directed and will be paid for
as provided under subsection 109.04.
104.04 Maintaining Traffic. Unless otherwise provided, the Contractor shall keep the road open
to all traffic per the Traffic Control Plan during the progress of the work. The Contractor shall
schedule construction operations so that only one side of the existing roadbed is denied to traffic
at any time. The Contractor shall also provide and maintain in a safe condition temporary
approaches or crossings and intersections with trails, roads, streets, businesses, parking lots,
residences, garages, and farms. The road and the intersections of the access points shall be
maintained in a manner that will safely and adequately accommodate traffic.
The Contractor shall not store materials or equipment nor park vehicles on the highway except
in designated areas. The Contractor shall not have materials or equipment in the traffic lanes
open to traffic at any time unless directed.
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The Department will be responsible for maintaining roads (not including snow removal)which are
beyond the nearest intersection(s) to the project. Snow removal outside of the soft closure limits
for the project will be the responsibility of the Department unless otherwise specified in the
Contract. The Contractor shall be responsible for snow removal within the project limits and to
outside of the project limits to the nearest intersection(s) or the soft closures for the project. Snow
removal within the project limits shall also be the responsibility of the Contractor and shall not
be measured and paid for separately but shall be included in the Work.
Snow removal within the project limits and to the nearest intersections shall be done within 24
hours after the end of the storm in order to provide local residents with access to their property.
The Contractor shall be responsible for maintaining all work that is included in the Contract, and
maintaining approaches, crossings, intersections, and other features as may be necessary to
accommodate traffic without direct compensation, except as provided in the Contract or
described in (a) and (b) below.
(a) Approved Detours. The cost of constructing detours and temporary bridges, and the
removal of temporary bridges and obliteration of the detour road will be paid for at the
appropriate unit bid prices for the items of work involved.
Maintenance requirements, as approved, will be paid for by the appropriate bid item;
however, if a bid item does not exist, then payment will be made as provided in subsection
104.03.
(b) Maintaining Traffic During Suspension of Work. During any suspension ordered by the
Engineer per subsection 105.01, the Contractor shall open to traffic the portions of the
project as directed. Before allowing traffic on the project, the Contractor shall prepare the
roadbed so that it will safely and adequately accommodate traffic. During the suspension
period, the maintenance of the roadway will be the responsibility of the Department.
However, when the suspension is the result of a failure by the Contractor, all costs for
maintenance of traffic during the suspension period shall be borne by the Contractor. When
the suspension is lifted, the Contractor shall renew any work or replace materials lost or
damaged on the project and shall remove, as directed, work or materials used during the
suspension. The Contractor shall complete the project as though the prosecution of the
work had been continuous and without interference. All additional work caused during the
suspensions, for reasons beyond the Contractor's control, will be paid for as provided in
subsection 104.02 when contract unit prices exist, or as extra work as provided in
subsection 104.03 when no unit price exists.
(c) Maintaining Traffic During Free Time. During the free time period, if provided for in the
Contract, the Contractor shall be responsible for maintaining traffic control items as long as
construction operations interfere with traffic. When construction operations which interfere
with traffic cease, the Contractor shall notify the Engineer, in writing, and shall adhere to
the same procedures as in paragraph (b) above. The Contractor shall notify the Engineer,
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in writing, when construction operations which interfere with traffic will resume and shall
resume responsibility for maintaining traffic.
(d) Maintenance Directed by the Engineer. If the Engineer directs special maintenance for the
benefit of the traveling public, that is not included in the Contract, the Contractor will be
paid per subsection 104.02 when contract unit prices exist, or as extra work, per subsection
104.03, when no contract unit prices exist. The Engineer will determine the work to be
classed as special maintenance.
104.05 Rights in and Use of Materials Found on the Work. The Contractor shall not excavate
or remove any material from within the roadway, which is not within the grading limits, as
indicated by the slope and grade lines, without authorization from the Engineer or Inspector.
Unless otherwise provided, the material from structures designated for removal shall become
the Contractor's property.
104.06 Final Cleaning Up. Before final acceptance, the highway, material pits, and all ground
occupied by the Contractor in connection with the project shall be cleaned of all rubbish, excess
materials, temporary structures, and equipment; and all parts of the work shall be left in an
acceptable condition. The cost of final cleanup will not be paid for separately but shall be
included in the work.
Any excess soil materials generated from excavation shall become the property of the Contractor
and shall be hauled to a disposal site approved by the Engineer. Excess soil materials including
topsoil generated from the project shall not be disposed of within the project area unless written
authorization is provided by the Engineer. Backfill areas shall be graded such that the final
grades are similar to the final grades as described in the Contract Drawings, unless otherwise
directed by the Engineer.
The Contractor shall be responsible for removing all construction debris and trash from the
jobsite on a daily basis. Any construction debris and trash which may be washed away shall be
located, removed, and disposed of away from the site at a certified landfill location. Trash and
debris shall be collected and disposed of at no additional cost to the project.
Any petroleum products accidentally spilled or leaked shall be cleaned up and disposed of
immediately. The Contractor shall be held liable for any damages resulting from the spillage or
leakage of any hazardous materials within the project area.
104.07 Value Engineering Change Proposals by the Contractor. The Contractor is
encouraged to develop and offer proposals for improved construction techniques, alternative
materials, and other innovations. Proposals must provide a project comparable to the original
design either at lower cost, improved quality, or both. Proposals that lower the quality of the
intended project will be rejected. Bid prices shall not be based on the anticipated approval of a
Value Engineering Change Proposal (VECP). Proposals shall be submitted only by the
successful bidder after contract award. If a VECP is rejected, the work shall be completed per
the Contract at contract bid prices. Any delay to the project due to a VECP submittal and review
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shall be considered within the Contractor's control and will be non -excusable with the exception
of those delays that are approved as part of the VECP.
Proposals shall be categorized as VECP (Category A) or VECP (Category B).
VECPs (Category A) will be all proposals that involve the design and construction of a structure
including but not limited to a bridge, retaining wall, concrete box culvert, or building. A VECP
(Category A will also include any proposal that would result in a change of original bid items that
totals over $250,000. Alternatives investigated and not selected in the project Structural
Selection Reports may be presented in a VECP if significant benefits can be demonstrated to
the Engineer. In addition, design criteria and constraints listed in the Structural Selection Report
cannot be modified or relaxed as part of a VECP unless significant and previously unknown
benefits can be proven to the Engineer. Experimental or demonstration -type design concepts,
products, structures, or elements that have not been pre -approved by the Department, in writing,
for general use will be considered a VECP (Category A). Category A proposals will also result
in a realized and shared cost savings to the Department. Cost savings generated to the Contract
as a result of VECP offered by the Contractor and accepted by the Department shall be shared
equally between the Contractor and the Department.
All other VECPs that do not meet the previous requirements will be classified as a VECP
(Category B).
Net cost savings on VECPs shall be split equally between the Contractor and Weld County as
determined in the Basis of Payment section of this specification. VECPs shall be submitted
before the start of construction activities relating to the VECP.
Both VECP (Category A) and VECP (Category B) will produce savings to the Department or
provide improved project quality without impairing essential functions and characteristics of the
facility. Essential functions include but are not limited to service life, requirements for planned
future development, prior commitments to governmental agencies or the public, corridor
requirements, economy of operation, ease of maintenance, desired appearance, safety, and
impacts to the traveling public or to the environment during and after construction.
The Contractor may submit either a full VECP or a preliminary Conceptual VECP, followed by a
full proposal. These proposals are subject to rejection at any time if they do not meet the criteria
outlined in this subsection.
(a) Submittal of Conceptual Proposal. For a VECP (Category A) that requires a significant
amount of design or other development resources, the Contractor may submit an
abbreviated Conceptual Proposal for preliminary evaluation. The Engineer will evaluate the
information provided. The Contractor will then be advised in writing if any conditions or
parameters of the Conceptual Proposal are found to be grounds for rejection. Preliminary
review of a conceptual proposal reduces the Contractor's risk of subsequent rejection but
does not commit the Department to eventual approval of the full VECP. The following
information shall be submitted for each Conceptual Proposal:
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1. Statement that the proposal is submitted as a Conceptual VECP.
2. General description of the difference between the existing Contract and the proposed
change, and the advantages and disadvantages of each, including effects on service
life, requirements for planned future development, prior commitments to governmental
agencies or the public, corridor requirements, economy of operation, ease of
maintenance, desired appearance, safety, and impacts to the traveling public or to the
environment during and after construction. The Contractor shall request in writing the
necessary information from the Engineer.
3. One set of conceptual plans and a description of proposed changes to the Contract
specifications.
4. Estimate of the anticipated cost savings or increase.
5. Statement specifying the following:
A. When a response to the conceptual proposal from Weld County is required to
avoid delays to the existing contract prosecution.
B. The amount of time necessary to develop the full Proposal.
C. The date by which a Contract Modification Order must be executed to obtain
maximum benefit from the Proposal.
D. The Proposal's impact on time for completing the Contract.
(b) Submittal of Full Value Engineering Change Proposal. The following materials and
information shall be submitted for both Category A and Category B VECPs:
1. A statement that the proposal is submitted as a VECP:
2. A description of the difference between the existing Contract and the proposed
change, and the advantages and disadvantages of each, including effects on service
life, requirements for planned future development, prior commitments to governmental
agencies or the public, corridor requirements, economy of operation, ease and cost of
maintenance, desired appearance, safety, and impacts to the traveling public or to the
environment during and after construction. The Contractor shall request in writing the
necessary information from the Engineer.
3. A complete set of plans and specifications showing the proposed revisions relative to
the original Contract. This portion of the submittal shall include design notes and
construction details. The Contractor's Engineer shall electronically seal the proposed
plans and specifications.
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4. A cost comparison, summarizing all of the items that the proposed VECP replaces,
reduces, eliminates, adds, or otherwise changes from the original Contract work,
including all impacts to traffic control, detours and all other changes. The cost
comparison shall not include cost savings resulting from purportedly decreased
inspection or testing requirements, or the Department's overhead. All costs and
proposed unit prices shall be documented by the Contractor.
5. A statement specifying the date by which a Contract Modification Order must be
executed to obtain the maximum cost reduction during the remainder of the Contract
and the date when a response from the Department is required to avoid delays to the
prosecution of the Contract.
6. A statement detailing the effect the Proposal will have on the time for completing the
Contract.
7. A description of any previous use or testing of the proposed changes and the
conditions and results. If the Proposal was previously submitted on another the
Department project, the proposal shall indicate the date, Contract number, and the
action taken by the Department.
8. An estimate of any effects the VECP will have on other costs to the Department.
9. A statement of life cycle costs, when appropriate. Life cycle costs will not be
considered as part of cost savings but shall be calculated for additional support of the
Proposal. A discount rate of four percent shall be used for life cycle calculations.
(c) Evaluation. VECP will be evaluated by Weld County per the CDOT Construction Manual.
Additional information needed to evaluate Proposals shall be provided in a timely manner.
Untimely submittal of additional information will result in rejection of the Proposal. Where design
changes are proposed, the additional information shall include results of field investigations and
surveys, design and computations, and changed plan sheets required to develop the design
changes.
1. The Engineer will determine if a Proposal qualifies for consideration and evaluation. The
Engineer may reject any Proposal that requires excessive time or costs for review,
evaluation, or investigation. The Engineer may reject proposals that are not consistent with
the Department's design criteria for the project.
2. VECPs, whether or not approved by the Department, apply only to the ongoing Contracts
referenced in the Proposal and become the property of the Department. Proposals shall
contain no restrictions imposed by the Contractor on their use or disclosure. The
Department has the right to use, duplicate and disclose in whole or in part any data
necessary for the utilization of the Proposal. The Department retains the right to utilize any
accepted Proposal or part thereof on other projects without obligation to the Contractor.
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This provision is subject to rights provided by law with respect to patented materials or
processes.
3. If Weld County is already considering revisions to the Contract or has approved changes
in the Contract that are subsequently proposed in a VECP, the Engineer will reject the
Proposal and may proceed to implement these changes without obligation to the
Contractor.
4. The Contractor shall have no claim against Weld County for additional costs or delays
resulting from the rejection or untimely acceptance of a VECP. These costs include but are
not limited to: development costs, loss of anticipated profits, increased material or labor
costs, or untimely response.
5. Proposals will be rejected if equivalent options are already provided in the Contract.
6. Proposals that only reduce or eliminate contract pay items will be rejected.
7. The cost savings and other benefits generated by the Proposal must be sufficient to warrant
review and processing, as determined by the Engineer.
8. A proposal changing the type or thickness of the pavement structure will be rejected.
9. No VECP proposal can be used to alter incentive and disincentive rates and maximums on
Cost plus Time bid (A + B) projects.
10. Right of way cannot be bought as part of a VECP to eliminate phasing on a project.
111. A VECP changing the design of a structure may be considered by Weld County, if the
design meets the following conditions:
A. The design shall not involve detouring of traffic onto local roads or streets to an extent
greater than the original plans, unless previously approved by the affected local
agencies.
B. The design has the same roadway typical section as the original plans.
C. The design meets or exceeds the benefits of the construction -handling or traffic
phasing scheme shown in the original plans.
D. The design meets or exceeds all environmental commitments and permit
requirements of the original Contract.
E. The design shall not increase environmental impacts beyond those of the original
Contract.
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F. The design meets or exceeds the vertical and horizontal clearances and hydraulic
requirements shown on the original plans.
G. The design has the same or greater flexibility as the original design to accommodate
future widening.
H. The design shall not change the location of the centerline of the substructure
elements, without demonstrating substantial benefits over the original plans.
I. The design shall not change the grade or elevation of the final riding surface, without
demonstrating substantial benefits over the original plans.
J.
The design shall match corridor future development plans and architectural, aesthetic
and pavement requirements, if applicable.
K. The design shall not adversely impact Weld County's bridge inspection, maintenance,
or other long-term costs or operations.
L. The design shall meet all Weld County design standards and policies.
M. The design shall include all additional costs and coordination necessary to relocate
utilities.
N. Major structure designs provided by the Contractor shall include an independent plan
review and design check by a Professional Engineer licensed in the State of Colorado
and employed by a firm other than the engineer -of -record. This design review will be
performed at the Contractor's expense and shall be included in the Contractor's
engineering costs.
O. The Contractor shall provide Weld County with all design calculations, independent
design check calculations, a rating package for each bridge prepared per the current
CDOT Bridge Rating Manual, and a record set of quantity calculations for each
structure.
IIf a structure design VECP meets these and all other requirements, the Weld County
may, at its sole option, accept or reject the proposal.
12. The Engineer will reject all or any portion of the design or construction work performed
under an approved VECP if unsatisfactory results are obtained. The Engineer will direct the
removal of such rejected work and require construction to proceed under the original
Contract requirements without reimbursement for work performed under the proposal, or
for its removal.
(d) Basis of Payment. If the VECP is accepted, a Contract Modification Order will authorize the
changes and payment. Reimbursement will be made as follows:
33
The changes will be incorporated into the Contract by changes in quantities of unit bid items,
new agreed unit price items, lump sum or any combination, as appropriate, under the Contract.
Unless there is a differing site condition as described in subsection 104.02, the Contractor shall
not receive additional compensation for quantity overruns, design errors, supplemental surveys,
geotechnical investigations, additional items, or other increases in cost that were not foreseen
in the accepted VECP unless otherwise approved by the Engineer.
For all VECPs, the incentive payment shall be calculated as follows:
(gross cost of deleted work) — (gross cost of added work) _ (gross savings)
(gross savings) — (Contractor's engineering costs) — (Weld County's engineering costs) _ (net
savings)
Contractor's total incentive = (net savings)/2
Lost opportunity shall not be considered part of the calculations. The Contractor's engineering
costs will be reimbursable only for outside consultant costs that are verified by certified billings.
The Contractor's engineering costs will be reimbursable only for outside consultant costs that
are verified by certified billings. Weld County's engineering costs shall be actual consultant costs
billed to Weld County and extraordinary in-house personnel labor costs. These labor costs will
be calculated at the fixed amount of $100.00 per hour per employee. Project personnel assigned
to the field office or who work on the project on a regular basis shall not be included in Weld
County's portion of the costs.
At the completion of the VECP design work, the Contractor shall furnish Weld County any
additional documentation such as surveys, geotechnical reports, documentation, or calculations
and shop drawings required to complete the work.
At the completion of the project, the Contractor shall furnish Weld County with Professional
Engineer sealed Record sets, and As -Constructed plans showing the VECP work.
(e) Contractor Appeal Process. Appeals can be made only on VECPs (Category A). The Prime
Contractor submitting the VECP may file a one-time appeal to the Weld County Public
Works Director on the denial of any VECP (Category A). The Contractor must have a valid
reason for the appeal and the decision of the Weld County Public Works Director will be
final.
34
Section 105 — Control of Work
105.01 Authority of the Engineer. The Engineer will decide all questions regarding the quality
and acceptability of materials furnished, work performed, and the rate of progress of the work;
all interpretation of the plans and specifications; and the acceptable fulfillment of the Contract.
The Engineer will, in writing, suspend the work, wholly or in part:
(1) For failure of the Contractor to correct conditions unsafe for the workers or the general
public.
(2) For failure to carry out Contract provisions.
(3) For failure to carry out orders.
(4) For periods of unsuitable weather.
(5) For conditions unsuitable for the completion of the work.
(6) For any other condition or reason determined to be in the public interest.
Weld County has the authority by written order to suspend the Work wholly or in part for the
reasons outlined in the Contract Documents.
All the Contractor's employees shall have the skill, experience, and any licenses or certifications
required to perform the Work assigned to them. If the County determines, in its sole discretion,
that any Person employed by the Contractor or by any Subcontractor is not performing the Work
properly and skillfully, then, at the written request of the County, the Contractor or such
Subcontractor shall remove such Person and such Person shall not be re-employed on the
Project without the prior written approval of the County. The employee shall be removed from
the project as soon as possible but in an amount of time not to exceed 24 hours. If the Contractor
or the Subcontractor fails to remove such Person(s) or fails to furnish skilled and experienced
personnel for the proper performance of the Work, then the County may, in its sole discretion,
suspend the affected portion of the Work by delivery of written notice of such suspension to the
Contractor. Contract time shall not stop but shall continue as specified in the Contract. Such
suspension shall in no way relieve the Contractor of any obligation contained in the Contract
Documents or entitle the Contractor to a Change Order. Additionally, pay reductions shall be
assessed in accordance with Subsection 108.12.
Weld County, in its sole discretion, may require the Contractor to replace project management
staff (Project Manager, Superintendent, Project Engineer, etc.) for any reason. This will also
apply to all the Contractor's subcontractors. At the written request of the County, the Contractor
or such Subcontractor shall remove such Person and such Person shall not be re-employed on
the Project without the prior written approval of the County.
35
The Contractor shall remove the identified project management staff from the project as soon as
possible but in an amount of time not to exceed 30 calendar days. If the Contractor has failed to
take necessary actions to cure the project staffing issues, at day 15 of the 30 -day action period,
the County will provide written notification the Contractor has failed to resolve the situation and
highlighting a possible breach of Contract and settlement of Contract. If at the end of the 30 -day
action time period the Contractor has still not resolved the situation, the County will provide
written notice terminating the Contract.
At any time during the 30 day action period, if the Contractor or the Subcontractor fails to remove
such Person(s), then the County may, in its sole discretion, suspend the affected portion of the
Work by delivery of written notice of such suspension to the Contractor. Contract time shall not
stop but shall continue as specified in the Contract. Such suspension shall in no way relieve the
Contractor of any obligation contained in the Contract Documents or entitle the Contractor to a
Change Order. Additionally, pay reductions shall be assessed in accordance with Subsection
108.12.
105.02 Plans, Shop Drawings, Working Drawings, Other submittals, and Construction
Drawings. The County has provided a Construction Phasing Plan for this Project (See
Commencement and Completion of Work Project Special Provision and/or the Construction
Plans. The Contractor shall review and follow the provided Construction Phasing Plan. Changes
to the Construction Phasing Plan shall be submitted to the Engineer for review and acceptance.
The Contractor shall incorporate the Construction Phasing Plan into the Baseline Project
Schedule and submit the schedule to the Engineer for review and approval at least five (5) days
prior to the Pre -construction Conference. The Construction Phasing Plan shall be updated at
least once per month and shall be included with the Project Schedule Update.
Provisions regarding plans, shop drawings, working drawings, and construction documents are
set forth in the Contract Documents.
(a) Plans. The Contract plans will show lines, grades, typical cross sections of the roadway,
location and design of all structures, and summary of items appearing on the proposal.
Only general features will be shown for steel and prestressed concrete bridges.
(b) Shop drawings, Working Drawings, and Other Submittals - General. All work shall be
performed per the plans, reviewed shop drawings, working drawings, or other submittals.
Specific requirements for the required shop drawings, working drawings, and other
submittals for this project are contained in the specifications. For the purposes of review,
working drawings are considered the same as shop drawings and shall be reviewed in the
same manner.
The Contractor shall be responsible for the accuracy of all dimensions and quantities shown
on the shop drawings, working drawings, and other submittals. The Contractor shall
correlate all information in the Contract, in the submittals, and in all revisions at the project
site to ensure that there are no conflicts and that the work can be constructed as shown.
36
The Contractor shall be responsible for all information that pertains to the fabrication
processes and methods of construction.
Shop drawings, working drawings, and other submittals shall be delivered to the Engineer.
The Contractor shall notify the Engineer, in writing, at the time of submittal of shop
drawings, working drawings, and other submittals, of any information submitted that
deviates from the requirements of the plans and specifications. In addition, specific notation
of the deviations or changes from the plans and specifications shall be placed on the shop
drawing, working drawing, or other submittal.
The first sheet or page of each set of shop drawings, working drawings, and other
submittals shall be stamped "Approved for Construction" and signed and electronically
sealed by the Contractor. Submittals shall be made in complete packages which will allow
the Engineer to properly review them for general compliance with the Contract and to
effectively evaluate the proposed methods of construction. The allowed time for review
shall not begin until such submittals are complete.
The format of the shop drawings, working drawings, and other submittals shall be as
follows:
1. Electronic shop drawings and working drawings are preferred.
2. All manually drafted shop drawings and working drawings shall be 34 inches long by
22 inches wide overall. There shall be a 2 -inch margin on the left side of the sheet and
a 1/2 -inch margin on the other three sides. A blank space, 6 inches long by 3 inches
wide, shall be left available near the lower right-hand corner of shop drawings, for the
Engineer's review stamp. Computer drafted 11 -inch by 17 -inch drawings may be
submitted.
3. There shall be a title block in the lower right-hand corner of each sheet. The title block
shall show the project number, structure number, the location of the structure, the
contents of the sheet, designer/engineer, sheet number, and revision number.
4. Design notes, calculations, lists, reports, descriptions, catalog cuts, and other non -
drawing submittals shall be submitted on 8 1/2 -inch by 11 -inch sheets.
5. Unless otherwise specified, seven sets of shop drawings, and other submittals shall
be submitted to the Engineer. One additional set of shop drawings shall be submitted
for each railroad company.
6. Unless otherwise specified, two sets of working drawings shall be submitted to the
Engineer.
7. The shop drawings, working drawings, other submittals and all revisions shall be
signed and electronically sealed for the Contractor, by a professional engineer
registered in the state of Colorado when required by the specifications. Submittals
37
without the required signature and seal will not be accepted and will be returned to the
Contractor without action.
Table 105-1 which summarizes the minimum required submittals is included at the
end of subsection 105.02. Table 105-1 lists submittals in one location for information.
The table clarifies the type of submittal and whether the Contractor's Engineer must
sign and seal the submittal. Table 105-1 may not be all inclusive. The Contractor shall
provide all submittals required by the Contract, including those not listed in the table.
(c) Shop Drawings. The Contractor shall provide shop drawings to adequately control the work.
The Contractor shall submit shop drawings to the Engineer for formal review.
The Engineer will review the shop drawings to evaluate that general conformance with the
design concept and that general compliance with the information given in the plans and
specifications has been achieved. The review does not extend to accuracy of dimensions,
means, methods, techniques, sequences, schemes, procedures of construction, or to
safety precautions. The review by the Engineer is not a complete check. Review of the
shop drawings does not relieve the Contractor of the responsibility for the correctness of
the shop drawings. All work done before the Engineer's review of shop drawings shall be
at the Contractor's sole risk.
The Engineer may request additional details and require the Contractor to make changes
in the shop drawings which are necessary to conform to the provisions and intent of the
plans and specifications without additional cost to the Department.
After review, the Engineer will return two sets of shop drawings, for use by the Contractor
and the Fabricator or Supplier. Returned shop drawings will be stamped with the Engineer's
review stamp to indicate one of the following:
Reviewed, no exception taken = Shop drawings have been reviewed and do not require
additional review
Reviewed, revise as noted = Shop drawings have been reviewed and the Contractor shall
incorporate the comments noted in the shop drawings into
the work. The shop drawings do not require additional review
Resubmit, revise as noted = Shop drawings require correction or redrawing and shall be
resubmitted for review. If shop drawings are returned for
correction or redrawing, corrections shall be made, and the
shop drawings shall be resubmitted by the Contractor in the
same manner as the first submittal. Specific notation shall be
made on the shop drawing to indicate the revisions.
The time required for the Engineer's review of each submittal will not exceed four weeks
after a complete submittal of shop drawings is received by the Engineer. It is the intent of
these specifications that no more than two submittals of shop drawings shall be required
38
for any one particular item. If additional submittals are required by actions of the Contractor,
resulting delays shall be the responsibility of the Contractor. If additional submittals are
required by the Engineer's actions or if shop drawing review is delayed by the Engineer,
the Contractor may request an extension of time as provided in subsection 108.08.
All revisions made to the shop drawings after the Engineer's initial review process will
require resubmittal.
(d) Working Drawings. The Contractor shall supplement the plans with working drawings to
detail the construction or to provide the Engineer with information on the proposed methods
of construction.
(e) Other Submittals. Other submittals shall be prepared and submitted by the Contractor as
defined for working drawings. Unless otherwise specified, a copy shall be submitted to the
Engineer for review. The plans or specifications will indicate which submittals require formal
review by the Engineer.
One record set of all design work performed by the Contractor's Engineer shall be
submitted to the Project Engineer.
(f)
Construction Drawings. The Contractor shall keep one set of plans, reviewed shop
drawings, working drawings, and other submittals available on the project site at all times.
This set shall be defined as the "construction drawings." The Contractor shall note on these
construction drawings all changes and deviations from the work shown on the plans, shop
drawings, working drawings, and other submittals. The construction drawings shall be kept
current as the work progresses and notations shall be made within seven days of the
change or deviation. The first sheet or page of each set of construction drawings shall be
stamped "As Constructed" and signed by the Contractor.
Upon completion of the work and before final payment, the construction drawings shall be
submitted to the Engineer. The As -Constructed drawings shall be completed per Section
121.2.3 of the CDOT Construction Manual and CDOT Procedural Directive 508.1 —
Professional Engineer's Stamp. The As -Constructed drawings shall be stamped, signed,
and dated by a licensed professional engineer or professional land surveyor registered in
the State of Colorado. References in Section 121.2.3 of the CDOT Construction Manual to
the Project Engineer shall apply to the Contractor.
The Contractor shall provide pile and caisson tip elevations and provide all refusal and
restrike information, driving records, and PDA information to the Engineer before
proceeding with further construction for permanent archiving.
(g) Furnishing the shop drawings, working drawings, construction drawings, and other
submittals will not be measured and paid for separately, but shall be included in the work.
(h) Failure of the Contractor to comply with the requirements for shop drawings, working
drawings, other submittals, and construction drawings may be considered unsatisfactory
39
contract progress. Monthly progress payments may be withheld until the requirements are
met.
(i)
Except as specifically noted, all time required for review of shop drawings, working
drawings, and other submittals shall be included in the work and shall not be the basis for
any claim for a time extension or monetary adjustment except as provided for.
Table 105-1 — Contractor Submittals (including Contractor Qualifications
Section No.
Description
Type
Contractor
P.E. Seal
Required?
Review Time
(working
days)
202
Bridge Removal Plan
Other
Yes
10
206
Shoring
Working Drawing
Yes*
10
502
Piling Equipment Testing
Other
No
10
502
Welding
Qualifications
No
10
503
Assembly and Placement of
Reinforcing Steel
Shop Drawing
Yes
30
503
Drilled Shafts
Qualifications
No
30
504
Soil Nail Wall
Qualifications
No
15
504
Soil Nail Wall (Contractor
Alternative & Sacrificial)
Shop Drawing
Yes*t
10
504
Hybrid Wall (Contractor
Alternative)
Shop Drawing
Yes*
10
504
MSE Wall
Qualifications
No
10
504
MSE Walls (Contractor
Alternative)
Shop Drawing
Yes
15
504
MSE Walls (Default Design)
Shop Drawing
No
15
504
Geomembrane and Joints
Working Drawing
No
10
508
Timber Structures
Shop Drawing
No
20
509
Steel Structures
Shop Drawing
Yes*
20
509 & 618
Erection Plan
Other
Yes
5
509
Fracture Critical Plan
Other
No
15
512
Bearing Devices Type II
Shop Drawing
No
15
512
Bearing Devices Type III
Shop Drawing
Yes
15
514
Pedestrian and Bikeway
Railing
Working Drawing
No
10
518
Elastomeric Expansion
Devices
Working Drawing
No
10
518
Expansion Devices: 0-4"
Shop Drawing
Yes
15
518
E�,pansion Devices: 0-6", 9",
1518
Shop Drawing
Yes
15
Modular Bridge Expansion
Joint Design
Other
Yes
10
518
PPC End Dam
Qualifications
No
15
601 & 618
Precast Panel Deck Forms
Working Drawing
No
10
40
Section No.
Description
Type
Contractor
P.E. Seal
Required?
Review Time
(working
days)
601
Permanent Steel Bridge
Deck Forms
Shop Drawing
Yes
10
601
Falsework
Working Drawing
Yes
10
602
Reinforcing Steel
Working Drawing
No
10
603
Precast Culvert
Shop Drawing
Yes*
20
606
Bridge Railing
Working Drawing
No
10
607
Noise Barriers (Alternative)
Shop Drawing
Yes
15
607
Noise Barriers (Default
Design)
Working Drawing
No
10
613
Light Standards (Low Mast)
Working Drawing
Yes
10
613
Light Standards (High Mast)
Working Drawing
Yes
10
614
Overhead Sign Structures
Shop Drawing
Yes*
15
614
Variable Message Signs
(Cabinet and tilting bracket)
Working Drawing
Yes
10
614
Arm�c Signal Pole (Mast
Shop Drawing
No
15
614
Traffic Signal Pedestal Pole
Working Drawing
Yes
10
614
Traffic Signal Equipment
Working Drawing
No
10
618
Prestressed Concrete (Pre-
tensioned)
Shop Drawing
Yes*
20
618
Prestressed Concrete (Post-
tensioned)
Shop Drawing
Yes*
10
618
Steel Diaphragms between
Prestressed Girders
Working Drawing
No
10
618
PT Grouting
Qualifications
No
10
622
Buildings
Shop Drawing
Yes
Varies
628
Prefabricated Pedestrian
Bridges
Shop Drawing
Yes*t
20
641
Shotcrete
Qualifications
No
10
641
Shotcrete
Shop Drawing
No
10
715
Anchor Bolts
Working Drawing
No
10
Project
Specials
As noted in project specials
Qualifications
No
Varies, 10
minimum
Project
Specials
As noted in project specials
Varies
Varies
Varies
Table Notes:
*An electronic PE seal is required where the Contractor has provided the design for the item, or
performed engineering to modify the details shown on the plans. The PE seal is not required
where complete details are provided on the plans.
tlndependent design check required for rating per Bridge Rating Manual.
$Submittal only, no review required.
41
Table 105-1 may not be all inclusive. The Contractor shall provide all submittals required by the
Contract, including those not listed in the table.
(U)
Weld County Project Submittals. Table 105-1a summarizes the minimum required
submittals by Weld County. Items highlighted in the table are required to be submitted and
approved by Weld County before the start of construction. Table 105-1a is not intended to
be all inclusive but is intended to provide the Contractor with submittal requirements in one
convenient location. Additional submittals that are not in this table may be required by the
Engineer. The Contractor shall provide all submittals required by the Contract, including
those not listed in the table. Not all submittals are required for every project and the
Contractor shall communicate with the Engineer in the event of any questions. Method
Statements required by Section 108.03(j) and have been included in the section that covers
a given item.
Failure to provide the appropriate submittals to the Engineer for review and approval shall
result in the assessment of a pay reduction in the amount of $500 per day per submittal for
each day the Contractor fails to provide the required submittal and/or revised submittal. If
the Contractor fails to provide a required submittal, the Contractor shall communicate with
the Engineer and provide reasons why the submittal was not sent to the Department and a
timeline for providing the submittal.
42
Table 105-1a — Required Weld County Submittals
Section No.
Description
103.01
Form 605 and 621 within 5 days of bid opening
104.07
Value Engineering Proposals (if applicable)
105.02
Construction Phasing Plan (submit a minimum of 5 days prior
to Pre -Construction Meeting and updated monthly)
105.02(b) & (c)
Shop Drawings
105.02(b) & (d)
Working Drawings (Note considered same as a shop drawing)
105.02(e)
As -Constructed (As -Built) Drawings
105.07(b)
Method of Handling Traffic for Smoothness Acceptance
Testing
105.07(e)
Method Statement for Corrective Actions (i.e., grinding)
105.18
Overweight Permits
106.01'
Form 1425 Suppliers List from Contractor and Sub -
contractors providing more than $10,000 or more of supplies
or materials to the project
106.02(b)
Agreements between landowners and contractor
106.02(b)
Material source of sand and gravel with testing results
106.02(b)
For imported embankment or topsoil - Hazardous waste and
substances certification
106.04'
Process Control tester certifications for lab and each tester
106.041
Earthwork Process Control Plan
106.05(a)
HMA Process Control Plan
106.05(a)(8)
HMA PC notebook (See Colorado Procedure 12)
106.05(b)
HMA Dispute Testing
106.05(d)
HMA quality level for stability less than 65 - Contractor to
submit written proposal for a mix design revision
106.06(a)
Portland Cement Concrete Paving Process Control Plan
106.06(a)
Concrete Quality Control Plan
106.06(a)(7)
PCCP PC notebook (See Colorado Procedure 12)
106.11
Buy America Certification
106.12
Submittal for certificates of compliance
106.13
Submittal for certified test results
107.02
Any permits and/or agreements
107.06'
Site specific safety plan
107.06(a)(4)
Safety "Toolbox" Meeting Schedule
107.06(e)'
PPE Statement
107.26(b)(5)'
Spill Response Plan
107.26(b)(5)'
List of Potential Pollutant Sources
107.26(b)(6)'
Construction Dewatering Permit From CDPHE (if required)
107.26(b)(7)'
Dewatering Plan (if required)
107.26(b)(7)'
Agreement to discharge water to a ditch (if required)
107.26(b)(8)'
Diversion Plan (if working in river)
107.26(b)(12)'
Method Statement for Containing Pollutant Byproducts
107.26(b)(17)'
Clean Equipment Certifications (if working in water)
43
Section No.
Description
107.26(c)'
Colorado Discharge Permit System - Stormwater
108.01'
Form 205 for Contractor and each sub -contractor on the
project (if applicable)
108.03(b)'
Baseline Schedule and Monthly updates
108.03(g)
Weekly update for 2-3 week look ahead
108.030)1
Method Statements for Salient Features
108.04(b)
Form 1418 - Monthly Payment Summary
109.01
Scale tickets
109.01
Weigher Certifications
109.01
Truck identification sheet for each truck making deliveries to
the project
109.01
Scale Certifications
2011
Method statement for clearing and grubbing
2021
Method statement for removal of structures and obstructions
202.02'
Tree Trimming Contractor Name & Qualifications (including
references)
202.021
Bridge Removal Plan (if applicable)
202.09
Planing Plan
202.09
Method statement for removal of asphalt mat
202.09
Process Control Plan for planing operations
203
Method statement for embankment
203
Method statement for handling frozen subgrade and materials
203
Submittal for 57-67 Rock Fill
203.03(a)
Submittal for 3 Inch Minus Rock Fill
203.03(a)
Quality Control Plan for embankment
206
Method statement for excavation and backfill of structures
206.02(a)
Submittal for flow fill mix design
206.09
Shoring designs
207'
Method statement for salvaging of topsoil and redistribution of
topsoil
207.02(a)
Topsoil Test Results from an accredited lab
207.04
Submittal for imported topsoil
2081
SWMP notebook
208.02(a) &
213.02
Weed Free Certification
208.02(j)
Concrete Washout Method Statement
208.03(c)1
Proof of Erosion Control Supervisor Training
208.051
Submittal for straw bales
208.051
Submittal for silt fence
208.051
Submittal for silt berms
208.051
Submittal for erosion control logs
208.051
Submittal for aggregate bags
208.051
Submittal for mobile concrete washouts
208.051
Submittal for mobile tracking pads
44
Section No.
Description
208.05'
Submittal for stormwater inlet protection
208.05'
Submittal for turbidity curtain
208.05'
Submittal for silt dikes
208.05'
Submittal for temporary construction fence
208.05'
Submittal for vehicle tracking pad aggregate
208.05'
Submittal for other miscellaneous items
209
Method statement for watering and dust palliatives
209.05
Submittal for dust palliative material
209.06
Submittal for source of landscaping water
211
Method statement for dewatering (if required)
211
Dewatering Plan (if required)
212
Method statement for seeding, fertilizing, & soil conditioning
212.02
Submittal for seed mix/seed certification
212.02
Submittal for mycorrhizae
212.02
Submittal for fertilizer
212.02
Submittal for soil conditioner
212.02
Submittal for composting material
213
Method statement for mulching
213.02
Submittal for weed free straw/hay mulch
213.02
Submittal for hydraulic mulch
213.02
Submittal for mulch tackifier
214 & 215
Method statement for planting and transplanting
214 & 215
Plan for Landscape Maintenance
214.02 &
215.02
Submittal for vegetation to be planted or transplanted
214.02 &
215.02
Submittal for humus
214.02 &
215.02
Submittal for fertilizer
216
Method statement for soil retention blanket and TRM
installation
216.02
Submittal for turf reinforcement mats
216.02
Submittal for soil retention blankets
216.02
Submittal for staples including a sample of the staple
216.02
Submittal for other miscellaneous items
250.03(c)'
Hazardous Materials Health and Safety Plan
250.04(b)'
Method Statement for capturing, testing, and disposing of
hazardous materials
304.04
Method Statement for ABC Placement
306.01
Method Statement for Reconditioning
307.04
Method Statement for Lime Treated Subgrade
401
Method statement for HMA placement
401.02
HMA Mix Design
401.10
HMA paver wedge system
45
Section No.
Description
401.10
Method statement for preventing asphalt paver segregation
401.16
HMA joint plan
401.16
HMA pavement marking plan
401.17
HMA QL less than 75 - plan for methods and procedures that
will be changed to obtain density
403.02
Submittal for additives to HMA
403.02
Submittal for hydrated lime (if applicable)
403.02
Submittal for mineral fillers (if applicable)
403.02
Submittal for HMA Segregation Quality Control Plan
403.02
Submittal for other miscellaneous items
405
Method statement for heating and scarifying treatment
406
Method statement for using cold patch asphalt
407.02
Submittal for tack coat material
408
Method statement for using joint and crack sealants
408.02
Submittal for joint and crack sealants
409
Method statement for chip seal
412
Method statement for placing PCCP
412.02
Submittal for PCCP mix design
412.02
Submittal for PCCP admixtures and additives
412.02
Submittal for PCCP joint and crack sealants
412.02
Submittal for PCCP curing materials
412.02
Submittal for dowel bars/dowel baskets
412.02
Submittal for tie bars
412.02
Submittal for reinforcing steel (if applicable)
412.02
Submittal for other miscellaneous items
412.13(a)
Submittal for tie bar and dowel bar epoxy
412.13(b)(1)
Method Statement for installing and repairing tie bars
412.13(b)(2)
Method statement for installing and repairing dowel bars
412.16
Method statement for repair methods
412.22
Maturity curve for concrete per ASTM C1074
420
Method statement for installing geosynthetics
420.02
Submittal for geotextiles/geogrids
420.02
Submittal for geotextile staples (if applicable)
420.02
Submittal for MSE wall materials
501
Method statement for driving sheet pile
501.02
Submittal for sheet piling
501.02
Submittal for sheet piling tips
502
Method statement for driving steel pile
502.01
Submittal for steel pile
502.01
Submittal for reinforcing pile tips
502.01
Submittal for mechanical splice plates
502.01
Submittal for certified welders
502.01
Submittal for certified welding inspector
502.01
Submittal for pile driving equipment (crane and hammer)
46
Section No.
Description
502.05
WEAP Analysis
502.09
CAPWAP analysis for pile driving
503.02
Project Reference List
503.02(a)
List of On -site Supervisors and Drill Rig Operators with
Experience Listed
503.02(b)
Drilled Shaft Installation Plan
502.03(c)
Slurry Technical Assistance
502.03(d)
Drilled Shaft Logs for Construction
503.05
Class BZ Mix Design
503.08 to
503.10
Submittal for Various Slurry Mixes
503.20
CSL Testing Report
503.20
CSL Grout Submittal
504
Method statement for constructing walls
504.02
Submittal for MSE wall design
504.02
Submittal for geomembrane
504.02
Submittal for wire baskets
506
Method statement for placing riprap
506
Submittal for each size of riprap
507
Method statement for constructing slope and ditch paving
507.02
Submittal for concrete mix design
507.05
Submittal for grout mix design
507.10, 507.11
Submittal for curing compounds
508
Method Statement for constructing timber structures
509
Method statement for constructing steel structures
509.27
Erection plan submittal
509.27
Written documentation of daily inspections of erected girders
510
Structural Plate Material
512.02
Submittal for bearing devices (plain or laminated)
512.02
Submittal for elastomeric bearing pads
512.17
Submittal of shop drawings, design calculations, & load data
for bearing devices
514
Method Statement for Pedestrian and Bikeway railing
installation
515
Method statement for application of waterproofing membrane
515.02
Submittal for waterproofing membrane
515.02
Submittal for protective covering
516
Method Statement for Dampproofing
516.02
Submittal for Dampproofing Materials
517
Method Statement for Waterproofing
517.02
Submittal for Waterproofing Materials
518.02
Submittal for Water Stop Materials
518.03
Submittal for Asphaltic Plug Materials
518.04
Submittal for Sidewalk Expansion Devices
47
Section No.
Description
518.05
Submittal for Modular Expansion Devices
518.06
Submittal for Polyester Concrete End Dam
601
Method statement for placing structural concrete
601.03
Submittal for admixtures
601.03
Submittal for curing compounds
601.03
Submittal for fly ash
601.03
Submittal for cement
601.03
Submittal for joint materials
601.03
Submittal for pre -formed joint materials
601.03
Submittal for bearing materials
601.03
Submittal for epoxy fillers
601.03
Submittal for pointing and patch materials
601.03
Submittal for fiber reinforcing materials (if applicable)
601.03
Submittal for Truck Mixing Certification
601.05
Submittal for concrete mix design
601.05
Submittal for Certified Test Results - Cement, fly ash, etc.
601.07(c)(3)
Form 46 - Concrete Truck Mixer Inspection Certification
601.09
Submittal for precast deck panel working drawings
601.11
Erection plan submittal
601.11
Written documentation of daily inspections of erected girders
601.11(a)
Submittal for falsework working drawings
601.12
Winter protection plan (if applicable)
601.12
Process Control Plan for placing concrete
601.13
Maturity curve for concrete per ASTM C1074
601.14(b)
Submittal for structural concrete coating
601.15
Process Control Plan for placing, consolidating, finishing,
curing, and protecting bridge deck concrete
602.02
Submittal for reinforcing steel
602.02
Submittal for steel chairs
602.03
Submittal of a bar list
603
Method statement for placing culverts and sewers
603.02
Submittal for culverts (all pipe types)
603.02
Submittal for pipe joint material
603.02
Submittal for pipe gaskets
603.02
Submittal for conduit
603.05
Submittal for pipe bedding material
604
Method statement for placing manholes, inlets, and other
precast materials
604.02
Submittal for all manholes, inlets, and other precast materials
604.02
Submittal for grates and manhole covers
605
Method statement for laying underground pipes
605.02
Submittal for pipe material
605.02
Submittal for jointing material
605.02
Submittal for gaskets
48
Section No.
Description
606
Method statement for installing guardrail/bridge rail
606.02
Submittal for guardrail material (beams, posts, hardware, etc.)
606.02
Submittal for bridge rail material (beams, posts, hardware,
etc.)
607
Method statement for installing fencing
607.02
Submittal for fence posts
607.02
Submittal for wire
607.02
Submittal for construction fencing
607.02
Submittal for gates
608
Method statement for installing sidewalks and bikeways
609
Method statement for constructing curb and gutter
611.02
Submittal for precast cattle guard base
611.02
Submittal for cattle guard decking material
612.02
Submittal for each type of delineator
612.02
Submittal for reflectors
613.02
Submittal for lighting fixtures
613.02
Submittal for conduit
613.02
Submittal for poles
613.02
Submittal for pullboxes
613.02
Submittal for grounding systems (ground rods, etc.)
614.02
Submittal for sign materials
614.02
Submittal for reflective material
614.02
Submittal for signposts
614.02
Submittal for signpost bases
614.02
Submittal for traffic signal equipment
614.02
Submittal for weather station equipment
615.02
Submittals for headgates, flumes, and other water control
devices
618.02
Submittal for prestressed concrete mix design
618.04
Submittal for prestressed concrete shop drawings (Stamped
by PE)
618.06
Process Control and Quality Assurance Plan submittal
618.06
Regrouting voids plan (if applicable)
618.06
Erection plan submittal
619.02(a)
Method statement for installing water lines
619.02(a)
Water Distribution System Testing Plan
619.02(a)
Certifications of Calibration for testing equipment
619.02(a)
Certified testing report
619.02(a)
Submittal for pressure gauges
619.02(a)
Submittal for PVC pipe
619.02(a)
Submittal for ductile iron pipe
619.02(a)
Submittal for mechanical thrust restraints
619.02(a)
Submittal for service line materials
619.02(a)
Submittal for curb stops
49
Section No.
Description
619.02(a)
Submittal for curb stop boxes
619.02(a)
Submittal for meters
619.02(a)
Submittal for meter setters
619.02(a)
Submittal for meter pits and vaults
619.02(a)
Submittal for valves and valve boxes
619.02(a)
Submittal for fire hydrants
619.02(a)
Submittal for fittings and couplings
619.02(a)
Submittal for corporation stops
619.02(a)
Submittal for backflow prevention devices
619.02(a)
Submittal for tracer wire and testing stations
619.02(a)
Submittal for access points
619.02(a)
Submittal for disinfection solutions
619.02(a)
Submittal for bedding materials
624
Method statement for constructing drainage pipelines
624.02
Submittals for pipes
624.02
Submittal for gaskets
626.01
Public Information Manager & Plan
626.01
Stakeholder list
626.01
Specific Stakeholders needing ongoing communications
627
Method statement for pavement markings
627.02
Submittal for glass beads
627.02
Submittal for waterborne paint (if applicable)
627.02
Submittal for epoxy paint (if applicable)
627.02
Submittal for thermoplastic markers
630.02'
Submittal for temporary traffic control signs
630.03'
Submittal for message boards
630.04'
Submittal for temporary traffic signals
630.05'
Submittal for traffic cones
630.08'
Submittal for concrete barrier
630.09'
NCHRP 350 Certification for Work Zone Devices
630.10'
Submittal for MHTs
630.10'
Submittal for Transportation Operations Plan
630.10'
Submittal for Transportation Management Plan/Traffic Control
Plan
630.11'
Superintendent & TCS Traffic Control Certifications
630.11'
Flagger Certifications
630.16
Submittal for temporary rumble strips
708.00
Paint Certification
Miscellaneous
Methods of repair
Monthly Pay Application Submittals
106.05(a)(8)
HMA PC notebook with daily updates
106.06(a)(7)
PCCP PC notebook with daily updates
106.11(a) & (b)
Buy America Certification Statement (if required)
106.12
Certificates of Compliance
50
Section No.
Description
106.13
Certified Test Reports
108.03(c)
Monthly Schedule Update includes job progress narrative
report, predecessor/successor report, early start report, float
report, critical path report, & non -workdays report
Civil Rights
EEO
Form 1391 - Federal Aid Highway Construction Contractors
Annual EEO Report
EEO
Supervisor EEO Orientation
EEO
Written Notification to Director of the Office of Federal
Contract Compliance Programs for any construction
EEO
DBE Participation
EEO
Form 1432 - Commercially Useful Function Questionnaire
DBE
Prompt Payment
DBE
Form 1420 - DBE Participation Plan Modification Request
OJT
Form 1337 - Contractor Commitment to Meet OJT
Requirements
OJT
Form 838 - OJT Trainee/Apprentice Report
OJT
Form 1336 OJT Modification Request
OJT
Form 832 - Trainee Status & Evaluation Report
FHWA 1273
Project EEO Meeting
NOTES:
1. The items highlighted in cyan above are required to be
submitted and approved prior to the start of construction.
2. The items in the table above are not all inclusive. There may
be additional submittals required by the Engineer.
105.03 Conformity to the Contract. All work performed and all materials furnished shall
conform to the lines, grades, cross sections, dimensions, and material requirements, including
tolerances, shown in the Contract.
All hot mix asphalt (HMA) materials or work will be evaluated for conformity to the Contract per
subsection 105.05 except HMA that is used for patching and temporary pavement.
For those items of work where working tolerances are not specified, the Contractor shall perform
the work in a manner consistent with reasonable and customary manufacturing and construction
practices.
When the Engineer finds that the materials furnished, the work performed, or the finished product
does not conform with the Contract, but that reasonably acceptable work has been produced,
the Engineer will determine the extent the work will be accepted and remain in place. If accepted
the Engineer will (1) document the basis for acceptance by Contract Modification Order which
will provide for an appropriate reduction in the Contract price for such work or materials not
otherwise provided for in this subsection or (2) notify the Contractor in writing that the Contract
unit price will be reduced per this subsection when P is 25 or less, or (3) in lieu of a price
reduction, permit correction or replacement of the finished product provided the correction or
replacement does not adversely affect the work.
51
When the Engineer or Inspector finds the materials furnished, work performed, or the finished
product are not in conformity with the Contract Documents, and Weld County determines, in its
sole discretion, that it has resulted in an inferior or unsatisfactory product, the Work or Materials
shall be removed and replaced or otherwise corrected by and at the expense of the Contractor.
If asphalt cement testing demonstrates that asphalt cement was acid modified or alkaline
modified, the supplier will be automatically decertified. In addition, all material placed containing
the acid modified or alkaline modified asphalt cement shall be removed and replaced with
specification material at no cost to the Department.
Materials will be sampled and tested for Owner Acceptance by Weld County per the sampling
and testing schedules and procedures contained in the Contract Documents and in CDOT's
Field Materials Manual. The quantity represented by five consecutive random samples will
constitute a lot whenever production schedules and material continuity permit. The Engineer
may establish a lot consisting of the quantity represented by any number of consecutive random
samples from one to seven inclusive when it is necessary to represent short production runs,
significant material changes, or other unusual characteristics of the Work. Tests that are
determined to have sampling or testing errors will not be used. The Contractor will not have the
option of accepting a price reduction in lieu of producing material that complies with the Contract
Documents. Continued production of nonconforming Material will not be permitted. Material,
which is obviously defective, may be isolated and rejected by Weld County without regard to
sampling sequence or location within a lot. Rejected material shall be removed at the
Contractor's expense.
Materials or work will be evaluated for price reduction only when deviations from specifications
occur on any of the several individual tests for the lot. The several individual test values will be
averaged and the percent of price reduction for the lot will be determined by applicable formula.
The formula in (1) and (2) below will be used only when the lot is represented by three to seven
tests inclusive.
(1) The formula, P = (Xn + aR — Tu)F, will be used if a maximum limit only is specified or; when
the average of the several test values is above the midpoint of the specification band or
above the job -mix formula value.
(2) The formula, P = (TL + aR — Xn)F, will be used if a minimum limit only is specified or; when
the average of the several test values is below the midpoint of the specification band or
below the job -mix formula value.
(3)
When the lot is represented by fewer than three tests, the materials will be evaluated for
price reduction by the following procedure: Lots represented by two tests will be divided
into two separate lots represented by one test each, as determined by the Engineer. Each
lot which deviates from the specifications will be price reduced by one of the following
formulas. When a maximum limit only is specified or the test value is above the maximum
specified limit, the formula P = 0.76(To — Tu)F will be used. When a minimum limit only is
52
specified or the test value is below the minimum specified limit, the formula P = 0.76(TL —
To)F will be used. When a lot is represented by one test only, the materials will be evaluated
for price reduction as described in this paragraph.
Where:
P is the percent of reduction in contract price
Xn is the average of the several test values from samples taken from the lot, with
"n" indicating the number of values
a is a variable factor to be used in "n" changes according to the following: when
n is 3, a = 0.45; n is 4, a = 0.38; n is 5, a = 0.33; n is 6, a = 0.30; and n is 7, a
= 0.28
R is the difference between the highest and lowest values in the group of
several test results from the lot
Tu is the upper or maximum tolerance limit permitted by the specifications
TL is the lower or minimum tolerance limit permitted by the specifications, and
To is the test value of the test which deviates from the specifications
F is price reduction factor to be applied for each element as shown in Table
105-2:
Table 105-2 — Table of Price Reduction Factors
Element
Factor "F"
100 percent size sieve
1
12.5 mm ('/2") sieve and larger
1
150 µm (No. 100) sieve to 9.5 mm (%") sieve inclusive (except 100 percent
size sieve)
3
75 µm (No. 200) sieve
6
75µm (No. 200) sieve (cover coat material)
25
Liquid Limit
3
Plasticity Index
10
Asphalt penetration
1
Asphalt residue
3
Portland Cement Concrete Pavement Fine Aggregate Sand Equivalent
0.3
Hydrated Lime Gradation
0.3
Toughness, inch -pounds, minimum
0.8
Tenacity, inch -pounds, minimum
0.8
Elastic Recovery, 25 °C, percent minimum
1.25
Ductility, 4 °C (5cm/min) cm, minimum of RTFO Residue
1.25
53
If P is a negative number quantity, the material will be accepted as being in conformity. In cases
where one or more elements show a positive P value, such positive values will be added, and
the resulting sum will be used to determine the total P value. If the total P value is between 0
(zero) and 25, the Engineer may require correction or may accept the material at a reduced
price. If P is greater than 25, the Engineer may:
(1) require complete removal and replacement with specification material at no additional cost
to Weld County.
(2) require corrective action to bring the material into conformity at no additional cost to Weld
County; or
(3)
where the finished product is found to be capable of performing the intended purpose and
the value of the finished product is not affected, permit the Contractor to leave the material
in place with an appropriate price reduction to be based on engineering evaluation but not
to be less than that which have occurred had a reduction been made where P=25.
If the P for aggregate gradation for items 206, 304, or the gradation of hydrated lime for item 403
is 0 (zero) or greater the reduction will apply to the contract price multiplied by the Multipliers (M)
listed in Table 105-3:
The following equation shows how the Multiplier is used to determine the price reduction.
Price reduction = (P/100) • Multiplier • Price per Unit • Quantity.
If no multiplier is listed no adjustment to the computed P is required. This is equivalent to a
multiplier of one.
Table 105-3 — Multiplier for Price Reductions for Miscellaneous Items
Item Number -Name
Element
Multiplier (M)
206- Structural Backfill
Gradation
0.60
304 -Aggregate Base Course
Gradation
0.60
403 -Hot Mix Asphalt*
Hydrated Lime Gradation
0.60
Table Notes:
*The P value for hydrated lime shall be applied to the price of the HMA item when asphalt
cement is not paid for separately. Lime gradation P values will not be combined with Pay
Factors for other elements.
Table 105-4 — Multiplier for HMA Price Reductions (Where Asphalt Cement is not
Paid for Separate!
Item Number -Name
Element
Multiplier (M)
403 -Stone Matrix Asphalt
Gradation, Asphalt Cement Content, or
Compaction
0.60
403 -Hot Mix Asphalt*
Hydrated Lime Gradation
0.60
Table Notes:
54
*The P value for hydrated lime shall be applied to the price of the HMA item. Lime gradation P
values will not be combined with Pay Factors for other elements.
Price reduction for those elements which are not included in the Table of Price Reduction Factors
will be determined by the Engineer.
The Contractor will not have the option of accepting a price reduction in lieu of producing
specification material. Continued production of non -specification material will not be permitted.
Material which is obviously defective may be isolated and rejected without regard to sampling
sequence or location within a lot.
(a) Retroreflectivity of High Build Acrylic Waterborne Paint and Modified Epoxy Pavement
Marking. Retroreflectivity of High Build Acrylic Waterborne Paint and Modified Epoxy
Pavement Marking shall be tested as follows:
1. The Contractor shall take retroreflectivity readings on all high build acrylic waterborne
paint and modified epoxy pavement marking lines for each day of roadway striping
work completed on the project. A test section is defined as each continuous line type
(lane lines, centerlines, edge lines, channelizing lines, and others) 500 feet in length
at a location that is selected by the Engineer using a Random Number Generator,
which will be the representation of the work that has been completed in a single day.
The Contractor shall use a Contractor -furnished retroreflectometer conforming to
ASTM E1710 or AASHTO TP111. The retroreflector meter shall be calibrated, tested
and operated per manufacturer recommendations. The Contractor shall take 10
retroreflectivity readings within the test section for each stripe. These 10 readings shall
be taken approximately 40 feet apart and shall be averaged to determine the
retroreflectivity of that test section of striping. In cases where striping is less than 500
feet long, 10 readings shall be taken in 10 equal intervals.
2. The calibration for the retroreflector meter shall be witnessed and verified by the
Engineer every day before the readings being taken. The retroreflectivity readings
shall be taken in the presence of the Engineer no sooner than 3 days and no later
than 21 days after the marking is tack free. All scheduled readings within this timeline
or beyond resulting in a reduced reading and/or failure will be at the risk of the
Contractor. Initial minimum retroreflectivity reading (mcd/m2/lux) in the representative
test section of pavement marking paint shall be according to Table 105-5. The pay
factor for High Build Acrylic Waterborne Paint and Modified Epoxy Pavement Marking
which is allowed to remain in place at a reduced price, shall be according to the
following table and shall be applied to the unit bid price for Item 627, High Build Acrylic
Waterborne Paint and Modified Epoxy Pavement Marking, and applied to the work
completed in the respective day.
3. Before taking retroreflectivity readings, the Contractor shall remove at the
retroreflectivity reading locations any excess beads placed during marking application.
Table 105-5 — Price Reductions for Retroreflectivity
55
Color
Retroreflectivity Reading
(R) in the representative
test section (mcd/m2/lux)
for Modified Epoxy Paint
Retroreflectivity Reading (R)
in the representative test
section (mcd/m2/lux) for
High Build Acrylic
Waterborne Paint
Pay Factor (%)
White
R ≥ 350
R ≥ 300
100
White
300 ≤ R < 350
250 ≤ R < 300
75
White
R < 300
R < 250
Remove and replace
Yellow
R ≥ 200
R ≥ 150
100
Yellow
150 ≤ R < 200
100 ≤ R< 150
75
Yellow
R< 150
R < 100
Remove and replace
4. Retroreflectivity readings may be altered by chip seals, rumble strips, wet surfaces,
ice treatment, snow conditions, or abnormal pavement conditions. If the Engineer
determines that accurate reading cannot be taken within the specified timeline per the
manufacturer's recommendations, through no fault of the Contractor, the Engineer
may waive the requirements for testing and pay reduction.
5. Any and all work, including traffic control required for retroreflectivity readings, shall
be included in the cost of the unit bid price for Item 627.
(b) Violation of Working Time Limitation. If there is a violation of the working time limitations for
traffic control as set forth in the special provisions, a written notice to stop work will be
imposed on the Contractor at the start of the next working day. Work shall not resume until
the Contractor assures the Engineer, in writing, that there will not be a reoccurrence of the
working time violation. If more violations take place, the Engineer will notify the Contractor
in writing that there will be a price reduction charge for each incident per this specification.
This incident price reduction charge will be deducted from any money due the Contractor.
This price reduction will not be considered a penalty but will be a price reduction for failure
to perform traffic control in compliance with the Contract.
An incident is any violation up to 30 minutes in duration. Each 30 minutes or increment
thereof will be considered as an incident. A price reduction will be assessed for each
successive or cumulative 30 -minute period in violation of the working time limitations, as
determined by the Engineer. The price reduction for each incident will increase at a
progressive rate starting with $150 for the second incident and increasing to $1,200 for the
fifth and subsequent incidents per the following schedule. A 15 -minute grace period will be
allowed at the beginning of the second incident on the project before the price reduction is
applied. This 15 -minute grace period applies only to the second incident.
The number of incident charges will be accumulative throughout the duration of the
Contract.
Table 105-6 — Price Reduction Schedule
Incident
Incident Rate
Total Price Reduction
First
Notice to Stop Work
----
56
Incident
Incident Rate
Total Price Reduction
Second
$150
$150
Third
$300
$450
Fourth
$600
$1,050
Fifth
$1,200
$2,250
Sixth
$1,200
$3,450
> Sixth
$1,200
$4,650
(c) Conformity to the contract of embankment construction shall be determined per the
following:
1. Process Control Plan. The Contractor shall be responsible for Process Control (PC)
for all embankment material on this project. The Contractor shall submit a written
Process Control Plan (PCP), including a methods statement, to the Engineer for
acceptance. The PCP shall include but not be limited to the following:
A. Methods Statements shall include but not be limited to:
• Embankment placement and alternatives for placement that may be used.
• Handling of frozen materials.
• Trenching through embankment for placement of culverts and pipes.
B. Maximum lift thickness of eight inches per subsection 203.06 or as directed.
C. Compaction equipment capable of obtaining the specified compaction.
D. Water trucks with an adequate distribution system that will apply water evenly.
E. List of all inspection and materials testing forms and procedures utilized by the
Contractor.
F. Adherence to Table 106-4 requiring minimum testing frequency.
The Contractor shall submit the PCP at least five working days before the start of the
work. The Engineer's review of the PCP will not exceed two working days. Work shall
not begin until the PCP has been accepted in writing, unless otherwise approved.
2. Documentation. The Contractor shall maintain current records of process control
operation activities, and tests performed. These records shall be in the form shown in
the PCP, and shall include as a minimum, the Contractor or subcontractor, the number
of personnel working, weather conditions, type of equipment being used, delays and
their cause, and deficiencies along with corrective action taken. Such records shall
cover both conforming and defective or deficient features. Additional documentation
to the Engineer shall include all daily test results, daily inspection reports, daily non -
57
compliance reports, and monthly certification reports. Copies of these records and a
statement that work incorporated in the project complies with the Contract shall be
submitted to the Engineer before payment for the work or upon request. Monthly
certification reports shall be stamped with the seal of a Professional Engineer
registered in Colorado. Failure to provide the Engineer with the necessary
documentation will result in the suspension of payments on embankment until the
documentation has been completed and accepted by the Engineer. Weld County
Owner Acceptance (OA) documentation shall not be used as supporting
documentation for the Contractor's certification.
Weld County shall be responsible for OA and Independent Assurance Testing (IAT).
105.04 Conformity to the Contract of Superpave Performance Graded Binders. Asphalt
binders will be price reduced according to the following if the requirements of subsection 702.01
are not met:
The price reduction will be 25 percent at the rejection limit. Between the compliance limit and
the rejection limit, the price reduction will be calculated as follows:
PR = 25 * (CL — test value)/(CL — RL)
Where: PR = Price Reduction
CL = Compliance Limit
RL = Rejection Limit
Table 105-7 — Table of Performance Grader Binder Limits
Property
Specification
Compliance
Limit for Price
Reduction of 0`)/0
Rejection Limit,
Price Reduction =
25`)/0
G*sin (delta) of RTFO Residue
2.20 Min
1.87 Min
< 1.53
Slope (m -value) of the Creep Curve
at Low Grade Temperature + 10 °C.
0.300 Min
0.295 Min
< 0.266
Stiffness of the PAV Residue at Low
Grade Temperature + 10 °C, (Mpa)
300 Max
311 Max
>355
(a) The price reductions will be cumulative if more than one PG binder property specified in
the Table of Performance Graded Binder Limits is out of specification, resulting in P (total).
When binder is included in the contract unit price for HMA, the price reduction will be
calculated as follows:
Amount of Reduction = [ P (total)] • [(1/100) • (Invoice Price for PG Binder)]
When the binder is paid for separately, the total price reduction will be calculated as follows:
58
Amount of Reduction = [P (total)] • [(1/100) • (Contract Unit Price for PG Binder)]
(b) Contractor will not be allowed to continue to produce mix with out of specification PG binder.
If two consecutive samples fail to meet all requirements listed in the Table of Performance
Graded Binder Limits, the Contractor shall take corrective action before being allowed to
continue production of hot mix asphalt. If proper corrective measures cannot be readily
determined, the Engineer will suspend the use of such material until the Engineer can
determine from laboratory tests that the Contractor can provide material that is in
compliance with the Table of Performance Graded Binder Limits.
(c) The Contractor will not have the option of accepting a price reduction in lieu of producing
specification material. Continued production of non -specification material will not be
permitted. Material which is obviously defective may be isolated and rejected without regard
to sampling sequence or location within a lot.
105.05 Conformity to the Contract of Hot Mix Asphalt. Conformity to the Contract of all Hot
Mix Asphalt, Item 403, except Hot Mix Asphalt (Patching) and temporary pavement will be
determined by tests and evaluations of elements that include asphalt content, gradation, in -place
density, and joint density per the following:
All work performed and all materials furnished shall conform to the lines, grades, cross sections,
dimensions, and material requirements, including tolerances, shown in the Contract.
When the Engineer finds the materials or work furnished, work performed, or the finished product
are not in conformity with the Contract and has resulted in an inferior or unsatisfactory product,
the work or material shall be removed and replaced or otherwise corrected at the expense of the
Contractor.
Materials will be sampled randomly and tested by the Department per subsection 106.05 and
with the applicable procedures contained in CDOT's Field Materials Manual. The approximate
maximum quantity represented by each sample will be as set forth in subsection 106.05.
Additional samples may be selected and tested as set forth in subsection 106.05 at the
Engineer's discretion.
A process will consist of either a single test value or a series of values resulting from related
tests of an element of the Contractor's work and materials. An element is a material or
workmanship property that can be tested and evaluated for quality level by the Department
approved sampling, testing, and analytical procedures. All materials produced will be assigned
to a process. A change in process is defined as a change that affects the element involved. For
any element, with the exception of the joint density element, a process normally will include all
produced materials associated with that element before a change in the job mix formula (Form
43). For joint density, a new process will be established for each new layer of pavement or for
changes in joint construction. Density measurements taken within each compaction test section
will be a separate process. The Engineer may separate a process in order to accommodate
small quantities or unusual variations.
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Evaluation of materials pay factors (PF) will be done using only the Department's acceptance
test results. Each proves will have a PF computer per the requirements of this Sections. Test
results determined to have sampling or testing errors will not be used.
Except for in -place density measurements taken within a compaction test section, any test result
for the asphalt content, in -place density and/or joint density element greater than the distance 2
x V (see Table 105-8) outside the tolerance limits will be designated as a separate process and
the quantity it represents will be evaluated per subsection 105.05(a). An element pay factor less
than zero shall be zero. The calculated PF will be used to determine the Incentive/Disincentive
Payment (I/DP) for the process per 105.05(e) Evaluation of Work.
Any test result for the air voids or VMA elements greater than the distance 2 x V (see Table 105-
8) outside the tolerance limits will be designated as a separate process and the quantity it
represents shall be removed and replaced with specification material at the Contractor's
expense.
In the case of in -place density or joint density, the Contractor will be allowed to core the exact
location (or immediately adjacent location for joint density) of a test result more than 2 times V
outside the tolerance limit. The core must be taken and furnished to the Engineer within eight
hours after notification by the Engineer of the test result. The result of this core will be used in
lieu of the previous test result. Cores not taken within eight hours after notification by the
Engineer will not be used in lieu of the test result. All costs associated with coring shall be at the
Contractor's expense.
(a) Representing Small Quantities. When it is necessary to represent a process by only one or
two test results, PF will be the average of PFs resulting from the following:
If the test result is within the tolerance limits, then PF = 1.00
If the test result is above the maximum specified limit, then PF = 1.00 — [0.25(To — Tu)/V]
If the test result is below the minimum specified limit, then PF = 1.00 — [0.25(TL — To)/V]
Where: PF = Pay factor
V = V factor from Table 105-8
To = the individual test result
Tu = upper specification limit
TL = lower specification limit
The calculated PF will be used to determine the I/DP for the process.
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(b) Determining Quality Level. Each process with three or more test results will be evaluated
for a quality level (QL) per Colorado Procedure 71.
(c) Gradation Element. Each specified sieve, with the exception of 100 percent passing sieves,
will be evaluated for QL separately. The lowest calculated QL for a sieve will be designated
as the QL for gradation element for the process.
(d) Joint Density Element. Joint Density will be tested according to subsection 401.17.
(e) Process Pay Factor. Using the calculated QL for the process, compute the PF as follows:
The final number of random samples (Pn) in each process will determine the final pay factor.
As test values are accumulated for each process, Pn will change accordingly. When the
process has been completed, the number of random samples it contains will determine the
computation of PF, based on Table 105-9 and formula (1) below. When Pn is from 3 to 9,
or greater than 200, PF will be computed using the formulas designated in Table 105-9.
Where Pn is equal to or greater than 10 and less than 201, PF will be computed by Formula
(1):
PF = ((PFD + PF2)/2) + [((PF2 + PFs)/2) — ((PFD + PF2)/2)] x ((Pn2 — Pnx)/(Pn2 — Pns))
Formula (1)
Where, when referring to Table 105-9:
PFD = PF determined at the next lowest Pn formula using process QL
PF2 = PF determined using the Pn formula shown for the process QL
PFs = PF determined at the next highest Pn formula using process QL
Pn2 = the lowest Pn in the spread of values listed for the process Pn formula
Pns = the lowest Pn in the spread of values listed for the next highest Pn formula
Pnx = the actual number of test values in the process
When evaluating the item of Furnish Hot Mix Asphalt, the PF for the element of In -Place
Density shall be 1.0.
Regardless of QL, the maximum PF in relation to Pn is limited per Table 105-9.
As test results become available, they will be used to calculate QL and PF numbers for
each process. The process I/DPs will then be calculated and accumulated for each element
and for the item. The test results and the accumulated calculations will be made available
to the Contractor upon request.
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Numbers from the calculations will be carried to significant figures and rounded according
to AASHTO Standard Recommended Practice R-11, Rounding Method.
Evaluation of Work. When the PF of a process is 0.75 or greater, the finished quantity of
work represented by the process will be accepted at the appropriate pay factor. If the PF is
less than 0.75, the Engineer may:
(1) Require complete removal and replacement with specification material at the
Contractor's expense; or
(2) Where the finished product is found to be capable of performing the intended purpose
and the value of the finished product is not affected, permit the Contractor to leave the
material in place. If the material is permitted to remain in place, the PF for the process
will not be greater than 0.75. The Engineer will be consulted before determining the
material will be allowed to remain in place. The Engineer will also be consulted to
assist in determining an appropriate pay factor.
When condition red, as described in subsection 106.05(g), exists for any element,
resolution and correction will be per Section 106.05(g). Material which the Engineer
determines is defective may be isolated and rejected without regard to sampling
sequence or location within a process.
If removal and replacement is required because the joint density PF for a process is
below 0.75, the Contractor shall remove and replace the full lane width adjacent to
and including at least 6 inches beyond the visible joint line for the entire length of joint
representing the process. If the lane removed is adjacent to another joint, that joint
shall also be removed to a point 6 inches beyond the visible joint line. When a single
joint density core is more than 2V outside the tolerance limits, the removal and
replacement limits shall be identified by coring the failing joint at 25 -foot intervals until
two successive cores are found to be 1V or less below the minimum tolerance limit. If
removal and replacement is required, the Contractor shall submit documentation
identifying the process to be used to correct the area in question in writing. The
process will be approved by the Engineer before commencing the corrective work.
Table 105-8 — "W" and "V" Factors for Various Elements
Element
V Factor
W Factor
2.36 mm (No. 8) mesh and larger sieves
2.80
N/A
600 mm (No. 30) mesh sieve
1.80
N/A
75 mm (No. 200) mess sieve
0.80
N/A
Gradation
N/A
15
Asphalt Content
0.20
25
In -place Density
1.10
45
Joint Density
1.60
15
Voids in the Mineral Aggregate
0.60
10
Air Voids
0.60
30
Table 105-9 — Formulas for Calculating PF Based On Pn
62
Pn
When Pn as shown at left is 3 to 9, or greater than 200,
use designated formula below to calculate Pay Factor,
PF = , when Pn is 10 to 200, use formula (1) above:
Maximu
m PF
3
0.31177 + 1.57878 (QL/100) - 0.84862 (QL/100)2
1.025
4
0.27890 + 1.51471 (QL/100) - 0.73553 (QL/100)2
1.030
5
0.25529 + 1.48268 (QL/100) - 0.67759 (QL/100)2
1.030
6
0.19468 + 1.56729 (QL/100) - 0.70239 (QL/100)2
1.035
7
0.16709 + 1.58245 (QL/100) - 0.68705 (QL/100)2
1.035
8
0.16394 + 1.55070 (QL/100) - 0.65270 (QL/100)2
1.040
9
0.11412 + 1.63532 (QL/100) - 0.68786 (QL/100)2
1.040
10 to 11
0.15344 +1.50104 (QL/100) - 0.58896 (QL/100)2
1.045
12 to 14
0.07278 + 1.64285 (QL/100) - 0.65033 (QL/100)2
1.045
15 to 18
0.07826 + 1.55649 (QL/100) - 0.56616 (QL/100)2
1.050
19 to 25
0.09907 + 1.43088 (QL/100) - 0.45550 (QL/100)2
1.050
26 to 37
0.07373 + 1.41851 (QL/100) - 0.41777 (QL/100)2
1.055
38 to 69
0.10586 + 1.26473 (QL/100) - 0.29660 (QL/100)2
1.055
70 to 200
0.21611 + 0.86111 (QL/100)
1.060
≥ 201
0.15221 + 0.92171 (QL/100)
1.060
(g)
Process I/DP Computation. Incentive payments will not be made to the Contractor for Hot
Mix Asphalt. The conformance to contract of the material and elements involved shall be
evaluated using the process outlined in Section 105, this subsection, and the CDOT Field
Materials Manual. All sampling frequencies shall follow Table 106-2 and Stratified Random
Sampling Schedules. Pay reductions shall be made in accordance with the following
formula:
I/DP = (PF - 1)(QR)(UP)(W/100)
Where: I/DP = Incentive or Disincentive Payment
PF = Pay Factor
QR = Quantity in Tons of HMS Represented by the Process
UP = Unit Bid Price of Asphalt Mix
W = Element Factor from Table 105-8
When AC is paid for separately UP shall be:
UP = [(TonHMA)(UPHMA)+ (TonAC)(UPAC)]/ TonHMA
Where: TonHMA = Tons of Asphalt Mix
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UPHMA = Unit Bid Price of Asphalt Mix
TonAc = Tons of Asphalt Cement
UPAc = Unit Bid Price of Asphalt Cement
For the joint density element:
UP = UPHMA
Where: UPHMA is as defined above
When AC is paid for separately UP shall be:
UP = [(BTonHMA) (BUPHMA)+(BTonAc) (BUPAc)]/ (BTonHMA)
Where: BTonHMA = Bid tons of Asphalt Mix
BUPHMA = Unit Bid Price of Asphalt Mix
BTonAC = Bid Tons of Asphalt Cement
BUPAc = Unit Bid Price of Asphalt Cement
(h) Element I/DP. The I/DP for an element shall be computed by accumulating the process
I/DPs for that element.
(i)
(U )
I/DP for a Mix Design. The I/DP for a mix design shall be computed by accumulating the
process I/DPs for the asphalt content, in -place density, and gradation elements for that mix
design. The accumulated quantities of materials for each element must be the same at the
end of I/DP calculations for a mix design.
Project I/DP. The I/DP for the project shall be computed by accumulating the mix design
I/DPs and the joint density I/DPs. The accumulated quantities of materials for each element
must be the same at the end of I/DP calculations for the project.
105.06 Conformity to the Contract of Portland Cement Concrete Pavement. Conformity to
the Contract of all Portland Cement Concrete Pavement (PCCP), Item 412, will be determined
per the following:
The Plan Value for PCCP shall be 650 psi. The lower tolerance limit (TO, shall be 615 psi.
Concrete less than the TL of 615 psi shall be evaluated for incentive/disincentive payment to 600
psi. Concrete flexural strength that is less than 600 psi shall be removed and replaced at the
sole discretion of the Engineer.
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When the Engineer finds that the materials furnished, the work performed, or the finished product
does not conform to the Contract, or the Pay Factor (PF) for an element's process is less than
0.75 but that reasonably acceptable work has been produced, the Engineer will determine the
extent of the work that will be accepted and remain in place. The Engineer will use a Contract
Modification Order to document the justification for allowing the work to remain in place and the
price adjustment that will be applied.
When the Engineer finds the materials furnished, work performed, or the finished product is not
in conformity with the Contract, or the PF for an element's process is less than 0.75 and has
resulted in an inferior or unsatisfactory product, the work or material shall be removed and
replaced or otherwise corrected by and at the expense of the Contractor. When the PF for any
process is 0.75 or greater, the finished quantity of work represented by the process will be
accepted at the calculated pay factor.
Materials will be sampled and tested by the Contractor and the Department per subsection
106.06 and with procedures contained in the CDOT Field Materials Manual. The approximate
quantity represented by each sample will be as set forth in subsection 106.06, and Table 106-5.
Additional samples may be selected and tested at the Engineer's discretion.
A set of flexural strength beams and splitting tensile strength cylinders shall be taken by the
Contractor and tested at 7-, 14-, and 28 -days to determine the 7-, 14-, and 28 -day average
flexural and splitting tensile strengths. The average 7 -day flexural strength will be compared with
the average 7 -day flexural strength from the laboratory tests for the approved mix design. The
7, 14, and 28 -day average flexural strengths will be compared to the average 7,14, and 28 -day
laboratory tests for the approved mix design. A flexural strength to splitting tensile strength
correlation curve shall be developed for the pre -production batch test.
If the average 7 -day flexural strength is more than 10% below the average 7 -day flexural
strengths from the laboratory test for the approved mix design, the Contractor shall provide a
written method statement detailing the corrective actions to be taken and if necessary what
changes will be made to the approved mix design. The method statement and mix design
changes shall be approved by the Engineer. At the Engineer's discretion, another pre -production
batch test may be required before actual production paving will be authorized to start. If the
Contractor fails to obtain approval for the method statement and mix design changes, the
Engineer may issue a stop work order shutting down paving production. Contract time will
continue and no additional time will be added to the Project Schedule. In accordance with
Section 108.09, Iiquated damages will be assessed if the project is not completed on time.
If at any time during production, the average 7 -day flexural strength for a lot or sublot is more
than 10% below the average 7 -day flexural strength from the laboratory tests for the approved
mix design, the Contractor shall immediately stop the concrete paving production and provide a
written method statement detailing the corrective actions to be taken and if necessary what
changes will be made to the approved mix design. The method statement and mix design
changes shall be approved by the Engineer. At the Engineer's discretion, another pre -production
batch test may be required before actual production paving will be authorized to start. If the
Contractor fails to obtain approval for the method statement and mix design changes, the
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Engineer may issue a stop work order shutting down paving production. Contract time will
continue and no additional time will be added to the Project Schedule. In accordance with
Section 108.09, liquated damages will be assessed if the project is not completed on time.
Production will remain suspended until the source of the problem is identified and corrected.
Each time production is suspended, corrective actions shall be proposed in writing by the
Contractor and approved in writing by the Engineer before production may resume.
(a) Incentive and Disincentive Payments (I/DP) will be made based on a statistical analysis
that yields Pay Factors (PF) and Quality Levels (QL). The PF and QL will be made based
on test results for the flexural strength element and pavement thickness.
Incentive or Disincentive payment will not be made for thickness of concrete pavement
furnished by the Contractor and placed by others. Plan thickness shall be the minimum
thickness provided in the plans or higher. PCCP thickness will be measured per the
procedures outlined in the CDOT Field Materials Manual.
The QL will be calculated for the elements of flexural strength and pavement thickness on
a process basis. A process will consist of the test results from a series of random samples.
Test results determined to have sampling or testing errors will not be used. All materials
produced will be assigned to a process. Changes in mix design, design pavement
thickness, or a break of more than 120 working days between placements will create a new
process. The following is provided to clarify changes in processes for each element:
1. Construction of mainline pavement, including the shoulders if placed with the mainline,
is a single process for the flexural strength element, when the mix design does not
change and there is not a break of more than 120 days between placements. If the
QL falls to or below 0.75, a new process will begin.
2. Construction of mainline pavement, including the shoulders if placed with the mainline,
is a single process for the thickness element, when the planned thickness does not
change and there is not a break of more than 120 days between placements. If the
QL falls to or below 0.75, a new process will begin.
3. Construction of ramps, acceleration and deceleration lanes and shoulders placed
separately are considered separate processes.
4. Changes in paving equipment, changes in placement method, changes in hauling
equipment, adjustments to mix designs that do not require a new mix design, changes
in weather conditions, and changes in production rate shall not create a new process
in the strength or thickness elements.
The Contractor and Engineer will determine element processes and what distinguishes
them as processes during the Pre -pave meeting before concrete placement.
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When it is necessary to represent material by one or two tests, each individual test shall
have a PF computed per the following:
If the value of the test is at or above the lower tolerance limit, then PF = 1.000. If the value
of the test is below the lower tolerance limit, then:
PF = 1.00 — [0.25(TL -To)/V]
Where: PF = Pay Factor
V = V Factor from Table 105-10
To = The Individual Test Value
TL = Lower Tolerance Limit
(c) The following procedures will be used to compute Incentive and Disincentive Payments
(I/DP), quality levels (QL), and pay factors (PF) for processes represented by three or more
tests:
1. Quality Level (QL) will be calculated according to CP-71.
2. Compute the PF for the process. When the process has been completed, the number
of tests (Pn) it includes shall determine the formula to be used to compute the final
pay factor per the following:
A. For pavement thickness:
When 3 ≤ Pn ≤ 5
If QL ≥ 85, then PF = 1.00 + (QL - 85)0.001333
If QL < 85, then PF = 1.00 + (QL - 85)0.005208
When 6≤Pn≤9
If QL ≥ 90, then PF = 1.00 + (QL - 90)0.002000
If QL < 90, then PF = 1.00 + (QL - 90)0.005682
When 10 ≤ Pn ≤ 25
If QL ≥ 93, then PF = 1.00 + (QL - 93)0.002857
If QL < 93, then PF = 1.00 + (QL - 93)0.006098
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When Pn ≥ 26
If QL ≥ 95, then PF = 1.00 + (QL - 95)0.004000
If QL < 95, then PF = 1.00 + (QL - 95)0.006757
B. For flexural strength:
When 3 ≤ Pn ≤ 5
If QL ≥ 85, then PF = 1.00 + (QL - 85)0.002000
If QL < 85, then PF = 1.00 + (QL - 85)0.005208
When 6≤Pn≤9
If QL ≥ 90, then PF = 1.00 + (QL - 90)0.003000
If QL < 90, then PF = 1.00 + (QL - 90)0.005682
When 10 ≤ Pn ≤ 25
If QL ≥ 93, then PF = 1.00 + (QL - 93)0.004286
If QL < 93, then PF = 1.00 + (QL - 93)0.006098
When Pn ≥ 26
If QL ≥ 95, then PF = 1.00 + (QL - 95)0.006000
If QL < 95, then PF = 1.00 + (QL - 95)0.006757
3. Compute the I/DP for the process:
I/DP = (PF-1)(QR)(UP)
Where: QR = Quantity Represented by the process.
UP = Unit Price bid for the Item.
The total I/DP for an element shall be computed by accumulating the individual I/DP for
each process of that element.
(d) As acceptance test results become available, they will be used to calculate accumulated
QL and Incentive/Disincentive Payments (I/DP) for the item. The Contractor's test results,
and the accumulated calculations shall be made available to the Engineer upon request.
68
The Engineer's test results, and the calculations will be made available to the Contractor
as early as reasonably practical. Numbers from the calculations shall be carried to
significant figures and rounded according to AASHTO Standard Recommended Practice
R-11, Rounding Method.
When the Contract specifies I/DP, the I/DP will be made to the Contractor per subsection
412.24(a). During production, Interim I/DP will be computed for information only. The Pn
will change as production continues and test results accumulate. The Pn at the time and
I/DP is computed shall determine the formula to be used.
When the Contract does not specify I/DP, no I/DP will be made to the Contractor for
Portland Cement Concrete Paving. The conformance to contract of the material and
elements involved shall be evaluated per Section 412.
(e) The Contractor shall not have the option of accepting a price reduction or disincentive in
lieu of producing specification material. Continued production of non -specification material
will not be permitted. Material which is obviously defective may be isolated and rejected
without regard to sampling sequence or location within a process.
(f)
When flexural strength is indicated in the Contract, the Contractor shall, in the presence of
the Engineer, begin batch testing a minimum of 10 days to the start of concrete paving to
develop a correlation curve per AASHTO T198 (ASTM C496) Splitting Tensile Strength of
Cylindrical Concrete Specimens. Specimens shall be evaluated per CP 65-19 method B.
At least three splitting tensile strength specimens and four flexural strength specimens will
be tested at 3, 7, 14, and 28 days. The splitting tensile strength and flexural strength
specimens for each age used to develop the correlation curve shall be cast from the same
batch of concrete being placed on the project. Cores used to determine splitting tensile
strengths shall only be taken from the portion of the slab that is failing (595 psi or less) with
written approval from the Engineer and in the presence of the Engineer.
The Lower Tolerance Limit (TO for flexural strength shall be 615 psi.
At any time during production, the Engineer may request a verification of the correlation
curve developed during the batch testing for concrete paving. Verification of the curve shall
be done by casting three splitting tensile specimens by the Department and testing them
at the Contractor's Process Control Laboratory. The flexural strength of the correlated
splitting tensile samples shall be compared to the Contractor PC flexural strength results
cast from the same batch. For verification, both flexural strength specimens and splitting
tensile specimens will be tested at 28 days. If the correlated flexural strength of the splitting
tensile sample is not within 50 psi of the verification beam specimen's flexural strength, a
new correlation curve shall be developed within 3 days for future low strength evaluations.
The new correlation curve will be used for any future low flexural strength evaluations that
result from concrete placed on or after the date the new correlation curve specimens are
cast.
Table 105-10 — "V" Factors and Incentive Payments (Flexural Strength Criteria)
69
I Element
I V
Factor
I Maximum Incentive
Payment
Lower Tolerance
Limit, TL
I Plan Value
I Flexural Strength
150 psi
I 3.00 %
615 psi
I 650 psi
II
(g)
Sand Equivalence. The sand equivalence (SE) as determined by CP 37 will be considered
acceptable when the running average of three consecutive tests is greater than 80 percent
and no individual test result is less than 75 percent. When the running average of three
consecutive SE tests falls below 80 percent or an individual SE test result falls below 75
percent, paving operations shall be suspended. The Contractor shall submit a written plan
to correct the low SE test results to the Engineer for approval. The Contractor shall not
continue paving operations until the Engineer approves the plan in writing and three SE
test results from random samples in the stockpile are above 80 percent.
(h) Pavement Surface Texture. The Contractor shall perform process control (PC) testing for
the pavement surface texture depth per CP 77 Method B. All PC results for surface texture
depth measurements shall be included in the Contractor's QC notebook. The start of PC
testing for texturing depth shall be completed within 48 hours after the first 500 linear feet
of textured pavement is placed for each lane. Paving shall not proceed until results are
accepted by the Engineer.
Surface texture will be considered acceptable when the average texture depth (ATD) of
the panel is greater than 0.05 inch. When the ATD is less than 0.05 inches, the Contractor
shall determine the area represented by this test. The area shall be determined by taking
additional tests at 15 -foot intervals parallel to the centerline in each direction from the
affected location until two consecutive tests are found to be within the specified limits. Any
surface with unacceptable texturing exceeding 25 linear feet in any lane or shoulder greater
than 8 feet wide shall be diamond ground full width of the lane. Upon the second
unacceptable test result, the Contractor shall notify the Engineer, in writing, of the action
taken to provide an acceptable surface texture.
The Department will perform surface texture acceptance testing per CP 77 Method B. The
Department will determine the panel locations where acceptance test measurements are
to be taken. One stratified random acceptance test per 2,500 linear feet or fraction thereof
in each lane and shoulder wider than 8 feet shall be taken with a minimum of one test per
day when the Contractor is paving.
When the Department locates areas of surface texture that do not meet the minimum ATD,
the Contractor will be notified, and the Contractor shall identify the limits of the deficient
texture depth. After the Engineer approves the limits, the Contractor shall correct the
deficient surface texture by diamond grinding full lane width to provide an ATD greater than
0.05 inch at no additional cost to the project. The Contractor shall correct surface texture
deficiencies before pavement smoothness testing and pavement thickness determinations.
105.07 Conformity to Roadway Smoothness Criteria. Roadway smoothness testing and
corrective work shall be performed as described below. The pavement smoothness category
shall be MRI Category B unless shown otherwise on the plans.
70
ii
At least two weeks before the Pre -paving Conference the Contractor may request a change to
the pavement smoothness category based on the CDOT's Design Bulletin guidelines for
assigning pavement smoothness categories as found on CDOT'S website at:
(https://www.codot.gov/business/designsupport/bulletins manuals/design-bulletins/). The
Contractor shall not assume a change will be granted and shall be prepared to build the
pavement according to the assigned smoothness category. Once paving operations have been
started, a change in pavement smoothness category will not be made.
(a) Smoothness Process Control Testing.
1. The Contractor shall perform Smoothness Process Control (SPC) testing. The test
results shall be submitted to the Engineer within 48 hours of completion. SPC test
results shall show the Mean Roughness Index (MRI) for each 0.10 mile.
All traffic control costs associated with SPC testing will be paid for per Section 630.
SPC testing shall be performed on the first 2,000 tons for the final layer of HMA or
each day's paving within 24 hours after the concrete has achieved sufficient strength
for PCCP. SPC testing on SMA will be tested after the sheen has been worn off. The
Contractor may continue paving at his own risk. The Contractor shall not perform the
SQC testing until after the concrete has attained a compressive strength of 1,000 psi
if a lightweight profiler is used or 2,000 psi if a high-speed profiler is used.
SPC testing shall be performed using the Contractor's inertial profiler, pursuant to the
methods described in subsection 105.07(b). The Contractor's Inertial Profiler and
Operator shall be certified according to CP 78. See CDOT's list of certified profilers
and operators at (https://www.codot.gov/business/designsupport/matgeo/pave-
smooth-testing).
Production shall be suspended if SPC testing indicates that corrective work is required
in accordance with subsection 105.07(e). If the SPC data becomes available after
production has started for the day, suspension will begin at the end of that production
day for HMA. Production will remain suspended until the problem is identified and
corrected. Each time production is suspended, corrective actions shall be proposed in
writing by the Contractor. Production shall not resume until the proposed corrective
actions have been accepted by the Engineer in writing.
When production resumes, the Contractor shall profile the first 2,000 tons of HMA or
each day's paving within 24 hours after the concrete has achieved sufficient strength
for PCCP. The conditions described above for suspension of work will apply.
2. The finished transverse and longitudinal surface elevation of the pavement shall be
measured using a 10 -foot straightedge. Areas to be measured will be directed by the
Engineer. The Contractor shall furnish an approved 10 -foot straightedge, depth
gauge, and operator to aid the Engineer in testing the pavement surface. Areas
71
II
showing high spots of more than 3/16 inch in 10 feet shall be marked and diamond
ground until the high spot does not exceed 3/16 inch in 10 feet.
(b) Initial Smoothness Acceptance Testing. The Contractor shall perform Smoothness
Acceptance Testing (SA) which will be used for locating corrective work. If no corrective
work is required, it will be considered the final SA testing and shall be uses for acceptance
and calculation of incentive adjustments.
The Contractor shall submit a Method for Handling Traffic (MHT) to the Engineer for
approval at least five days in advance of SA testing. The MHT shall detail the methods for
traffic control that will allow for continuous non-stop profiling of each lane to be profiled at
a minimum speed of 15 mph and for the placement of triggers. The Contractor shall provide
the traffic control per the approved MHT. SA testing shall not be performed without traffic
control using the approved MHT.
All traffic control costs associated with SA testing will be paid for per Section 630.
Pavement surfaces shall be tested and accepted for longitudinal smoothness as described.
1. Testing Procedure (General). The longitudinal surface smoothness of the final
pavement surface shall be tested by the Contractor per CP 74 and using the
Contractor's inertial profiler (profiler). The Contractor's Profiler and Operator shall be
certified according to CP 78. See CDOT's list of certified profilers and operators
(https://www.codot.gov/business/designsupport/matgeo/pave-smooth-testing).
The profiler's instrumentation shall be verified in accordance with CP 74 prior to
measurements. The Contractor shall lay out a distance calibration site. The distance
calibration site shall be located no more than 10 miles from the project limits. The
distance calibration site shall be 1056.0 feet long and shall be on a relatively flat,
straight section of pavement as approved by the Engineer. The site shall have a speed
limit equal to the project's highest speed limit that allows for the profiler to operate
uninterrupted. The limits of the site shall be clearly marked, and the distance shall be
measured to an accuracy of +/- 1 inch. The Contractor shall provide in writing the site
location to the Engineer. The cost of the distance calibration site will not be measured
and paid for separately but shall be included in the work.
The entire length of each through lane, climbing lane and passing lane including
bridge approaches, bridge decks and intersections from the beginning to the end of
the project shall be profiled in their planned final configuration and direction. Shoulders
with a width of 12 feet or greater, ramps, tapers, turn slots, acceleration lanes and
deceleration lanes will be profiled, but will not be subject to incentive adjustments.
Shoulders with a width of 12 feet or more, ramps, tapers, turn slots, acceleration lanes
and deceleration lanes will be evaluated for MRI and shall require corrective work if a
0.10 mile or fraction thereof section exceeds an MRI greater than 100.0 in/mile. The
profile of the entire length of a lane shall be taken at one time. However, a lane profile
may be broken into sections to accommodate project phasing. At the Pre -paving
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Conference, the Contractor shall submit a plan for breaking the project profiling into
phases for approval by the Engineer.
Shoulders less than 12 feet in width and medians will not be profiled and will not be
subject to incentive adjustments. Shoulders less than 12 feet in width and medians
constructed as part of the project shall be measured per subsection 105.07(a).
Pavement 25 feet outside of a traffic circle and traffic circles will not be profiled and
will not be subject to incentive adjustments. Traffic circles shall be measured per
subsection 105.07(a).
A sufficient distance shall be deleted from the profile to allow the profiler to obtain the
testing speed, plus a 300 -foot distance to stop and start when required. The distance
deleted from a profile shall be minimized by reducing testing speed as necessary.
Incentive adjustments will not be made for this area. The final surface of these areas
shall be tested per subsection 105.07(a).
The profile shall include transverse joints when pavement is placed on both sides of
the joint. When pavement is placed on only one side of the joint, the profile shall start
and stop 25 feet outside project paving limits.
The section of pavement 25 feet outside the paving limits to 5 feet inside the paving
limits will be evaluated per subsection 105.07(a) and will not be subject to incentive
adjustments.
The profile of the area 25 feet each side of every expansion joint, railroad crossing,
cattle guard, bus pad, manhole, gutter pan and intersection (where there is a planned
breakpoint in the profile grade line in the direction of traffic) shall be deleted from the
profile before the MRI is determined. Incentive adjustments will not be made for these
areas. Areas deleted from the profile shall be tested per subsection 105.07(a).
The profile of the area 25 feet each side of the bridge deck shall be deleted from the
profile before the MRI is determined. Incentive adjustments will not be made for this
area. When both pavement and a bridge or bridge pavement are being constructed
on the project, areas deleted from the profile shall be tested per subsection 105.07(a).
Corrective work required in these areas will not be measured and paid for separately
but shall be included in the work. For all other projects, the profile of the area 25 feet
each side of the bridge deck shall be deleted from the profile before the MRI is
determined. If the Engineer determines that corrective work is required in this area,
payment will be made per subsection 109.04.
The Contractor shall notify the Engineer in writing at least five working days in advance
of their intention to perform SA testing. The Contractor shall profile the project within
14 days after the completion of paving operations. The Department will determine if
Smoothness Verification Testing (SV) will be performed. If SV testing will be
performed, it will be performed at the same time as the SA testing.
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The Engineer will witness the SA profiling. Within 24 hours after each profile is
collected, the Contractor shall submit the data electronically along with an SA data
submittal form to the Engineer and Inspector.
2.
Smoothness Testing Procedures. The Contractor shall mark the profiling limits and
excluded areas. The Engineer will verify that the Contractor's marks are located
properly. The Contractor shall use traffic cones with reflective tape or reflective tape
on the pavement at the beginning and end of each lane for triggering the start and
stop locations on the profiler and at any other location, where portions of the profile
are being excluded. GPS triggering shall not be used. These locations shall be marked
with temporary paint so that the final SA testing uses the same triggering locations.
The ambient temperature shall be at least 34 °F for the profiler to operate.
The Contractor shall clear the lanes to be tested of all debris before profiling.
Each lane shall be profiled at least once. Profiling shall be at a constant speed (+/- 5
mph of the distance calibration speed) with a minimum speed of 15 mph and a
maximum speed of 70 mph. Shoulders with a width of 12 feet or more, ramps, tapers,
turn slots, acceleration lanes, and deceleration lanes shall be profiled once. The profile
shall be taken in the planned direction of travel. The left and right wheel paths shall
be profiled simultaneously. Triggers for the start of the profile, the end of the profile,
and the locations of each exclusion shall be collected during each run. The collected
profiles shall be electronically submitted to the Department and Engineer to be
analyzed using CP 74.
The Department will determine an MRI for each 0.1 -mile section or fraction thereof of
completed pavement. Sections will terminate at the beginning of an exclusion and a
new section starts at the end of exclusion. The MRI consists of the left and right wheel
path's profile passed through the International Roughness Index (IRI) filter. The IRI for
the left and right wheel paths are averaged to determine MRI.
The Contractor's SA test results will be available within ten working days of the
completion of SA testing. The Engineer will give the Contractor a report that will
include the lane profiled, the MRI in 0.1 -mile increments, and a summary of areas
requiring corrective work. Areas requiring corrective work shall be addressed per
105.07(e) and the entire length of the lane(s) identified with corrective work shall be
re -profiled and re -submitted as outlined in this section.
Sections less than 0.005 miles in length shall not be subject to corrective work as
specified by Table 105-13. Sections less than 0.005 miles in length shall be evaluated
per subsection 105.07(a).
I (c) MRI Category D: For MRI Category D pavements, the following shall be used for
acceptance:
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An MRI for each 0.1 -mile section shall be determined on the original pavement surface
prior to beginning the work in accordance with subsection 105.07(b) without exclusions.
An MRI for each 0.1 -mile section shall be determined on the pavement surface after the
work is complete in accordance with subsection 105.07(b) without exclusions.
The original and final profile lengths shall have a difference in the length of each lane less
than 0.2 percent. When the profile length difference exceeds 0.2 percent, the final testing
shall be repeated.
When a 0.1 -mile section has a final MRI greater than 92.0 inches/mile and the final MRI is
greater than the MRI prior to performing the work, that 0.1 -mile section shall be corrected
by a method approved in writing by the Engineer. Corrective work shall be such that the
resulting final MRI is equal to or less than the initial MRI or 92.0 in/mile, whichever is
greater. All costs associated with corrective work shall be at the Contractor's expense,
including but not limited to traffic control, additional hot mix asphalt, grinding, and milling.
When the Contractor fails to collect the profile of the original pavement surface prior to
beginning the work, the final pavement surface will be evaluated for corrective work in
accordance with the criteria for Category C pavement smoothness.
Incentive adjustments for smoothness will not be made for MRI Category D.
Pavements evaluated for MRI Category D that will be overlaid with a surface seal shall be
evaluated for pavement smoothness prior to application of the surface seal (e.g., chip seal).
(d) Acceptance and Incentive Adjustments. This Project does not have monetary
incentive/disincentive payments associated with HMA or PCCP pavement smoothness.
The Contractor shall still meet all requirements and conditions for the pavement
smoothness category defined for the project.
Final acceptance for pavement smoothness will be based on the MRI for each 0.1 -mile
section or fraction thereof from the Contractor's initial SA testing. Those sections requiring
corrective work indicated by the initial SA testing will be re-evaluated.
Table 105-11 — HMA Pavement Smoothness (Inches/Mile) Mean Rouahness Index
Pavement
Smoothness
Maximum
Incentive
ment
Payment y
($/SY)
Incentive Payment
($/SY)
No Incentive
Corrective
Work Required
(0.10 mile
sections)
A
MRI ≤ 40.0
I = $1.28
MRI > 40.0 and < 55.0
1= 4.6933 — 0.0853 * MRI
MRI ≥ 55.0 and
≤ 70.0
MRI > 70.0
B
MRI ≤ 45.0
I = $1.28
MRI > 45.0 and < 60.0
1= 5.1200 — 0.0853 * MRI
MRI ≥ 60.0 and
≤ 75.0
MRI > 75.0
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Pavement
Smoothness
Maximum
Incentive
ment
Payment y
($/SY)
Incentive Payment
($/SY)
No Incentive
Corrective
Work Required
(0.10 mile
sections)
C
MRI ≤ 50.0
I = $1.28
MRI > 50.0 and < 65.0
1= 3.66 — 0.0853 * MRI
MRI ≥ 65.0 and
≤ 80.0
MRI > 80.0
Table 105-12 — PCCP Smoothness (Inches/Mile) Mean Rouahness Index
Pavement
Smoothness
Category
Maximum
Incentive
Payment ($/SY)
Incentive Payment ($/SY)
No Incentive
Corrective
Work Required
(0.10 -mile
sections)
MRI ≤ 40.0
MRI > 40.0 and < 55.0
MRI ≥ 55.0 and ≤
A
I = $2.80
I = 10.2670 - 0.1867 * MRI
70.0
MRI > 70.0
MRI ≤ 45.0
MRI > 45.0 and < 60.0
MRI ≥ 60.0 and ≤
B
I = $2.80
I = 11.2000 - 0.1867 * MRI
75.0
MRI > 75.0
MRI ≤ 50.0
MRI > 50.0 and < 65.0
MRI ≥ 65.0 and ≤
C
I = $2.80
1= 12.1330 - 0.1867* MRI
80.0
MRI > 80.0
Table 105-13 — Corrective Work Criteria (Inches/Mile) 0.005 to 0.010 Sections Mean
Rouahness Index
Pavement Smoothness
Category
Corrective Work Required
D = Section Length (miles)
A
MRI >106.84 - 368.42 * D
B
MRI > 114.87 - 397.74 * D
C
MRI > 122.11 - 421.05*D
D
(e) Corrective Work. The Department will analyze the initial and final SA testing for acceptance
and indicate areas requiring corrective work in accordance with subsection 105.07(b). The
Engineer, at their sole discretion, shall determine the most effective corrective action
outlined in items 1-3 below. The Contractor shall provide a detailed method statement
describing the corrective actions to be taken for the corrective work. Corrective work shall
not be performed until the method statement has been approved in writing by the Engineer.
The Contractor shall perform corrective work in the areas indicated by the Department
based on the SA testing.
The criteria for determining if a 0.1 -mile section requires corrective work is specified in
Table 105-11 or 105-12. The criteria for determining if a section less than 0.10 miles in
length and greater than 0.005 miles in length requires corrective work is specified in Table
105-13.
Shoulders with a width of 12 feet or more, ramps, tapers, turn slots, acceleration lanes and
deceleration lanes will be evaluated for MRI and shall require corrective work if a 0.10 -mile
section exceeds an MRI greater than 100.0 in/mile. Sections greater than 0.005 mile, but
less than 0.1 miles shall not exceed MRI = 152.63 — 526.32 * D, where D is section length
in miles.
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Corrective work shall consist of diamond grinding, an approved overlay, or removal and
replacement. Corrective work shall conform to of one of the following conditions:
1. HMA Removal and Replacement. The pavement requiring corrective work shall be
removed, full width of the lane and the full thickness of the layer per subsection 202.09.
Where pavement is to abut existing pavement, the existing pavement shall be
removed to a neat vertical line, using a saw or other method as approved by the
Engineer, to create a clean construction transvers joint (T -Joint). The contractor shall
paint the edge with diluted emulsified asphalt (slow setting) prior to paving operations.
The rate of application shall be as determined by the Engineer at the time of
application. Contractor shall mill existing roadway to a minimum depth of 2 inches.
The milling shall be a minimum of 2 feet wide or a greater width so that the joint will
not fall within the intersecting travel lane wheel path.
Replacement material shall be placed in sufficient quantity, so the finished surface
conforms to grade and smoothness requirements. Sections removed and replaced
shall be at least 0.20 miles in length.
2. HMA Overlay. The overlay shall cover the full width of the pavement including
shoulders and adjacent lanes. Where pavement is to abut existing pavement, the
existing pavement shall be removed to a neat vertical line, using a saw or other
method as approved by the Engineer, to create a clean construction T -Joint. The
contractor shall paint the edge with diluted emulsified asphalt (slow setting) prior to
paving operations. The rate of application shall be as determined by the engineer at
the time of application. Contractor shall mill existing roadway to a minimum depth of
2 inches. The milling shall be a minimum of 2 feet wide or a greater width so that the
joint will not fall within the intersecting travel lane wheel path.
All material shall be approved hot bituminous mixtures that meet all contract requirements. The
overlay shall be placed so that the finished surface conforms to grade and smoothness
requirements. The overlay area shall be compacted to the specified density. The overlay
thickness shall be equivalent to that of the final layer per the Contract. Sections overlaid shall be
at least 0.20 miles in length.
3. Diamond Grinding. Grinding shall be performed using diamond blades mounted on a self-
propelled machine designed for grinding and texturing pavement. The equipment shall
include a grinding head and be of a size that will grind a strip at least 3 feet wide in a single
pass. Grinding equipment that causes raveling, aggregate fractures or disturbance to the
joints shall not be permitted. The equipment shall be maintained to ensure it is in proper
working order, including the roundness of the match and depth of control wheels. Any
wheels found to be out of round shall be immediately replaced.
All grinding shall be parallel to the longitudinal joints. Adjacent passes shall be overlapped
by a maximum of 2 inches.
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The grinding process shall produce a pavement surface that is true to grade and uniform
in appearance. The grooves shall be evenly spaced. Any ridges on the outside edge next
to the shoulder, auxiliary, or ramp lanes greater than 3/16 -inch high shall be feathered out
to the satisfaction of the Engineer in a separate, feather pass operation. No adverse
drainage conditions shall be caused by the grinding operations.
Grinding shall not reduce planned pavement thickness by more than 0.3 inches. Diamond
grinding shall be the full width of a wheel path. The wheel path is from the stripe to the
center of the lane.
The pavement surface after grinding shall have no depressions or misalignment of slope in
the longitudinal direction exceeding 1/8 inch in 12 feet when measured with a 12 -foot
straightedge placed parallel to the centerline. All areas of deviation shall be reground at no
additional cost.
The equipment shall have a positive means of vacuuming the grinding residue from the
pavement surface, leaving the surface in a clean, near -dry condition. The slurry and residue
resulting from the grinding operation shall not be allowed to flow across lanes occupied by
the traffic and shall be continuously removed during the grinding operation, leaving the
pavement in a clean condition. The Contractor shall haul the grinding residue to a suitable
location at an approved location at no additional cost.
Cores shall be taken to verify that minimum pavement thicknesses have been maintained.
A minimum of one core shall be taken every 100 cumulative feet or fraction thereof per lane
of diamond grinding, as directed by the Engineer. Coring shall be at the Contractor's
expense.
For HMA pavements, the entire ground area of the final pavement surface shall be covered
with a Tack Coat conforming to Section 407 (CSS-1 h at 0.1 gallons per square yard of
diluted emulsion; the emulsion shall be diluted with water at the rate of 50 percent water
and 50 percent emulsion) when grinding is complete after corrective work has been
completed. The tack coat shall not be measured and paid for separately but shall be
included in the Work.
When any grinding on concrete pavement occurs where a core for determining pavement
thickness has been previously taken, another core shall be taken after the grinding has
been completed and shall replace the original core in the calculation of pavement thickness
incentive and disincentive. Joint sealant that has been damaged by grinding on concrete
pavement shall be repaired or replaced at the Contractor's expense in accordance with
Standard Plan M-412-1 and subsection 412.18.
For PCCP, diamond ground surface texture will be considered acceptable when the
average texture depth (ATD) of the panel is greater than 0.05 inch. The Contractor will
perform surface texture testing in accordance with CP 77 Method B. Each area in a lane
that required diamond grinding will be tested at least once. Areas in a lane with more than
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500 continuous feet of grinding will be tested at a frequency of one test per 500 linear feet.
Areas with deficient surface texture shall be diamond ground and retested.
Final Smoothness Acceptance Testing. After the Contractor has completed the required
corrective work, the Contractor shall retest the pavement per subsection 105.07(b). Final
SA testing shall only be required on lanes with sections requiring corrective work. Final SA
testing shall start and stop at the same locations as the Initial SA testing. If additional
corrective work is required, the Contractor shall perform the corrective work and perform
additional Final SA Testing. Time count will be charged pursuant to contract requirements
during the time period required for all Final SA Testing. Delays associated with additional
Final SA Testing will be considered non -excusable and non-compensable.
The Contractor shall notify the Engineer by email at least 5 working days in advance of their
intention to perform final SA testing. The Department will determine if Smoothness
Verification Testing (SV) will be performed. If SV testing will be performed, it will be
performed at the same time as the SA testing.
The Initial SA and Final SA profile lengths shall have a difference in the length of each lane
less than 0.2 percent. When the profile length difference exceeds 0.2 percent, the Final SA
testing shall be repeated.
Department Smoothness Verification Testing (SV). The Department may elect to perform
smoothness verification testing using the Department's SV contractor's inertial profiler, with
the methods described in subsection 105.07(b). The Engineer will notify the Contractor of
the Department's intention to perform SV testing. The Contractor shall coordinate with the
Department and his profiler to schedule SA and SV to occur at the same time.
The Department will randomly select scheduled Contractor Smoothness Acceptance
Testing to verify. A minimum of 25 percent of each scheduled Contractor Smoothness
Acceptance Testing by an individual profiler will be verified. The Engineer may also request
verification for any Smoothness Acceptance Testing.
The Contractor's SA test results will be compared to the Department's SV test results. The
Contractor's SA test results will be considered acceptable and will be used for incentive
payment if the following criteria are met:
1 The difference in MRI for a 1/10 -mile section is less than 6.1 inches/mile for a minimum
of 90 percent of the 1/10 -mile sections for each lane.
2. The difference in average MRI for each lane is less than 6.1 inches/mile.
3. The difference in the length of each lane is less than 0.2 percent.
When the Contractor's SA test results are not considered acceptable, the Department's SV
test results will be used for incentive payment and the Contractor's profiler certification will
be suspended and evaluated pursuant to CP 78. The Contractor shall schedule with the
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II
Department within 10 working days to perform this evaluation or the profiler will be required
to be re -certified per CP 78.
105.08 Document Management and Professional Engineer and Professional Land
Surveyor Electronic Seals. Where the specifications require the Contractor to submit or return
documents either in writing or the format is not specified, an electronic file is preferred. The
Contractor shall submit the schedule native file, video recordings, photographs, image files, and
other media formats in their native file formats. When the document format is not specified, the
contractor shall submit electronic documents in PDF. When a submittal requires multiple copies,
one electronic document shall satisfy the requirement.
Where a signature is needed, an electronic signature is acceptable. An original signature is a
signature signed in ink. Where original signatures or original documents are required a scanned
shall satisfy the requirement.
The Department will issue Contract Modification Orders (Form 90) and Form 105s that authorize
additional work for signature via AdobeSign.
Forms and records shall be signed with an electronic signature that includes the signer's name,
date, and time the document was signed, in addition to locking the appropriate portions
document after signing. This guidance does not change the approval process or the content
requirements for Buy America, COC, and CTR documentation, rather it allows the
documentation to either be all electronically signed or a Scanned Original Wet Signature.
An electronic seal is when a Contractor's Engineer, a Professional Engineer or a Professional
Land Surveyor affix their electronic signature and seal to plans or documents prepared under
their responsible charge or control. The electronic seal needs to meet State of Colorado
Architects, Professional Engineers, and Professional Land Surveyors Rules and Regulations, 4
CCR 730-1 requirements, lock the document after signature and shall have a non -expiring
transaction identification number that can be used to view the final locked and signed document
online.
The Contractor shall submit as -built plans using the template provided by the Engineer.
105.09 Coordination of Plans, Specifications, Supplemental Specifications, and Special
Provisions. These specifications, the supplemental specifications, the plans, special provisions,
and all supplementary documents are essential parts of the Contract, and a requirement
occurring in one is as binding as though occurring in all. They are intended to be complementary
and to describe and provide for a complete work.
In the event of a discrepancy, the order of precedence is as follows:
(a) Contract Documents including Exhibits, Addenda, and Appendices
(b) Special Provisions
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1. Weld County Special Provisions
2. Weld County Conformed Standard Special Revisions to CDOT's Standard
Specifications for Road and Bridge Construction (Latest Edition)
3. CDOT Project Special Provisions
4. CDOT Standard Special Provisions
5. CDOT Field Materials Manual (Latest Edition)
(c) CDOT Standard Specifications
(d) Plans
1. Detailed Plans
2. Standard Plans
3. Calculated dimensions will govern over scaled dimensions.
(e) CDOT Construction Manual (Latest Edition)
Where the Contract Documents, Project Special Provisions, or the CDOT Specifications
contradict one another, the more stringent specification shall apply. Notwithstanding the
foregoing, in the event of conflicting requirements involving any requirement within the Contract
Documents, Project Special Provisions, or the CDOT Specifications, the County shall have the
right to determine, in its sole discretion, which requirement(s) apply. The Contractor shall request
the County's determination respecting the order of precedence among conflicting provisions
promptly upon becoming aware of any such conflict.
The Contractor shall not take advantage of any apparent error or omission in the Contract.
Should it appear that the work to be done or any matter relative thereto is not sufficiently detailed
or explained in the Contract Documents, the Contractor shall immediately notify the Project
Manager in writing for further written explanations as may be necessary and shall conform to the
explanation provided. The Contractor shall promptly notify the Project Manager of all errors
which it may discover in the Contract Documents and shall obtain specific instructions in writing
regarding any such error before proceeding with the work affected thereby. The Project Manager
will make corrections and interpretations as necessary to fulfill the intent of the Contract.
If the Contract Documents omit or mis-describe any details of any work which is necessary to
carry out the intent of the Contract Documents, that are customarily performed under similar
circumstances, the Contractor shall not be relieved from performing such omitted work or mis-
described details of the work, and they shall be performed as if fully and correctly set forth and
described in the Contract Documents, without entitlement to a change order except as
specifically allowed.
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105.10 Cooperation by Contractor. The Contractor shall give the work the constant attention
necessary to facilitate progress and shall cooperate with the Engineer, inspectors, and other
contractors.
The Contractor shall be responsible for providing agendas, attendance lists, and meeting
minutes for all meetings including but not limited to weekly progress meetings, pre -construction
meetings, pre -pour meetings, pre -pave meetings, pre -environmental meetings, etc. Sample
meeting agendas are provided in CDOT's Construction Manual. The sample meeting agendas
shall be modified as necessary to contain project specific information.
The Contractor shall provide copies of the meeting agendas to the Engineer a minimum of 24
hours before the meeting for review. During the meeting, the Contractor shall lead the meeting,
take attendance, and take meeting minutes. Meeting minutes shall be generated by the
Contractor and shall be provided to the Engineer within 72 hours for review and acceptance.
The Contractor shall have on the project, at all times that work is being performed, a competent
Project Manager and a Superintendent capable of reading and understanding the contract
documents and experienced in the type of work being performed. The Project Manager and
Superintendent shall not be the same individual unless approved in writing by the Engineer. The
Project Manager and Superintendent will receive instructions from the Engineer and shall be
authorized to act for the Contractor on the project and to execute orders or directions of the
Engineer without delay. The Project Manager and Superintendent shall promptly supply,
irrespective of the amount of work sublet, materials, equipment, tools, labor, and incidentals to
complete the Contract.
Failure to provide a full-time competent Project Manager and a Superintendent with the
authorization to act for the Contractor on the project shall result in pay reductions as outlined in
Section 108.12 being applied. Furthermore, failure to provide a full-time competent Project
Manager and a Superintendent shall be grounds for suspension of the Project until such time as
a full-time competent Project Manager and Superintendent is provided by the Contractor. The
Engineer shall have the sole discretion of determining when/if to assess the payment deduction.
The payment deduction shall be documented on a Form 105, Speed Memo. Contract time will
continue in the event of a work suspension caused by lack of furnishing a full-time
competent Project Manager and a Superintendent that is satisfactory to the County.
When the County issues a Speed Memo (Form 105), Minor Contract Revision (Form 94), or a
Change Modification Order (Form 90), the Contractor shall return a signed version of the form
within 10 calendar days. Failure to provide the signed form(s) to the Engineer shall result in the
assessment of pay reductions as outlined in Subsection 108.12.
105.11 Cooperation with Utilities. The Department will notify all utility companies, pipeline
owners, or other parties affected, and have all necessary adjustments of the public or private
utility fixtures, pipelines, and other appurtenances within or adjacent to the limits of construction
made as soon as practicable.
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Water lines, gas lines, wire lines, service connections, meter and valve boxes, light standards,
cableways, signals, and all other utility facilities within the limits of the proposed construction are
to be relocated or adjusted at the owner's expense unless otherwise provided in the Contract.
The Contractor shall cooperate with the utility owners in their removal and relocation operations,
so that progress is expedited, duplication of work is minimized, and service interruptions are
avoided.
Per C.R.S. 9-1.5-103 et seq. (Excavation Requirements — Plans and Specifications), the
Department will certify in the project plans and specifications which Quality Level (A -D) the
depicted existing known utilities are, pursuant to the most recent version of the ASCE Standard
Guideline for the Collection and Depiction of Existing Subsurface Utility Data (Cl/ASCE 38-02).
The Contractor shall not be relieved of its responsibility to comply with the requirements set forth
and shall not rely solely on the Department's plans and specifications when completing its work
with respect to existing buried utilities. The Contract will indicate those utility items which are to
be relocated or adjusted by the utility owner or which are to be relocated or adjusted by the
Contractor. The Contractor shall consider in the bid proposal all of the permanent and temporary
utility facilities in their present or relocated positions as shown in the Contract and as revealed
by site investigation. Utility delays due to changes which are the responsibility of the Contractor
will be considered non -excusable delays. Utility delays beyond the Contractor's control and not
due to the fault or negligence of the Contractor shall be documented by the Contractor and tied
to the project's critical path schedule, so as to demonstrate a timeline of events leading up to
the utility owner's failure to perform and subsequent delay to the project. Delays will be
determined to be compensable or non-compensable per subsection 108.08. The Contractor and
the Engineer shall meet with the utility owners as often as necessary to coordinate and schedule
relocations or adjustments. Additional compensation will not be allowed for foreseeable
coordination, inconvenience, or damage sustained due to interference from the utility facilities
or the removal or relocation operations as indicated in the Contract.
If utility facilities or appurtenances are found that are neither identified in the Contract, nor
revealed by site investigation, the Engineer will determine whether adjustment or relocation of
the utility is necessary. The Engineer will make arrangements with either the utility owner or the
Contractor to accomplish necessary adjustments or relocations when not otherwise provided for
in the Contract. Per subsection 104.02(a)(5, 7, 8, and 9), the discovery of unknown utility facilities
or appurtenances shall not be entitled to a Change Order for Differing Site Conditions. Extra
work may be considered for payment per subsection 104.03 only with the written approval of the
Engineer. Consideration for additional contract time will be considered by the Engineer on a
case -by -case basis.
Where the Contractor's operations are adjacent to properties of railroad, telegraph, telephone,
power, or other utility companies, to which damage might result in considerable expense, loss,
or inconvenience, work shall not commence until arrangements for the protection of the utilities
have been made.
If water or utility services are interrupted, the Contractor shall promptly notify the owner and shall
cooperate in the restoration of service. Repair work shall be continuous until the service is
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restored. Work shall not be undertaken around fire hydrants until provisions for continued service
have been approved by the local fire authority.
105.12 Cooperation Between Contractors. The Contractor shall be responsible for managing
all subcontractors, subcontractors of a subcontractor, all subsequent tiers. Failure to manage
the subcontractors shall result in a stoppage of work and the assessment of liquidated damages
in accordance with Section 108.09 of these Specifications, at the discretion of the Engineer.
Working time shall not cease but shall continue. No additional time will be granted for a stoppage
of work. If the Contractor fails to meet the specified completion date or milestone date, additional
liquidated damages will apply.
The Department reserves the right to contract for and perform other or additional work on or
near the work covered by the Contract.
When separate contracts are let within the limits of any one project, each Contractor shall
conduct the work without interfering or hindering the progress or completion of the work being
performed by other Contractors. Contractors working on the same project shall cooperate with
each other as directed.
Each Contractor involved shall assume all liability, financial or otherwise, in connection with the
Contract and shall protect and save harmless the Department from any and all damages or
claims that may arise because of inconvenience, delay, or loss because of the presence and
operations of Contractors working within the limits of the same or adjacent project.
105.13 Construction Stakes, Lines and Grades. Construction work shall not be performed
until adequate lines and grades have been established by the Department or by the Contractor.
(a) Contractor Surveying. When the bid schedule contains pay item 625, Construction
Surveying, the Department will provide control points and benchmarks as described in the
Contract. The Contractor shall furnish and set construction stakes establishing lines and
grades per the provisions of Section 625. The Engineer may order extra surveying which
will be paid for at a negotiated rate not to exceed $150 per hour.
(b) Department Surveying. When the bid schedule does not contain pay item 625, Construction
Surveying, the Engineer will furnish one set of construction stakes and marks establishing
lines and grades as described below for proper completion of the work.
Roadway staking will include stakes for; fence, centerline, slopes, grades (bluetops), curb
and gutter, sidewalk, and median barrier. Grade stakes for finished subgrade will not be set
until the grade established by the slope stakes is constructed to within 0.3 foot of the
finished subgrade elevation.
Minor structures and retaining wall staking will be limited to stakes establishing line and
grade by using offset line and grade stakes.
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Major structures staking and references will be limited to centerlines (or work lines or control
lines) as shown on the plans, appropriate offset lines and grades; and elevations set for
footings, piers, pier caps, abutments, bottom of deck grades and finish deck screed grades.
It will be the responsibility of the Contractor to use these references and marks and
establish any additional control and layout necessary for the proper completion of the work
in its final location. The Contractor shall be responsible for the accuracy of all the vertical
and horizontal control it transfers and establishes. The Contractor shall, when required,
provide access to abutments, piers or other locations, and shall furnish working platforms
that meet applicable safety requirements so the Engineer's duties can be performed.
The Contractor shall preserve all stakes and marks. If any stakes or marks are destroyed,
disturbed or removed by the Contractor, subcontractors, or suppliers, the cost of replacing
them will be charged against the Contractor and will be deducted from the payment for the
work at a negotiated rate not to exceed $150 per hour.
It is the responsibility of the Contractor to perform all required layout work which shall
include, but will not be limited to the following:
1. Piling locations and cut off elevation.
2. Girder seats on piers and abutments.
3. Bolt locations and patterns.
4. Construction sign locations.
5. Guardrail.
The Engineer reserves the right to inspect all staking and work in place to insure conformance
with the Contract. A minimum of two workdays will be required as advance notice to the Engineer
to provide project control staking.
105.14 Authority and Duties of the Project Engineer. The Project Engineer has immediate
charge of the administration and engineering details of each construction project. The Project
Engineer has the authority to exercise all duties and responsibilities of the Engineer contained
in the Contract, except those specifically retained by the Chief Engineer. The Engineer is the
only representatives of the Chief Engineer authorized to sign Contract Modification Orders. The
Project Engineer is responsible for initial decisions relating to Contractor disputes pursuant to
subsection 105.22.
105.15 Duties of the Inspector. Inspectors employed by the Department are authorized to
inspect all work done and materials furnished. This inspection may extend to all or any part of
the work and to the preparation, fabrication or manufacture of the materials to be used. The
inspector is not authorized to alter or waive the provisions of the Contract. The inspector is not
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authorized to issue instructions contrary to the provisions of the Contract or to act as foreman
for the Contractor.
105.16 Inspection and Testing of Work. All materials and each part or detail of the work shall
be subject to inspection by the Engineer. The Engineer shall be allowed access to all parts of
the work and shall be furnished with information and assistance by the Contractor as required
to make a complete and detailed inspection.
Before final acceptance of the work, the Contractor shall remove or uncover such portions of the
finished work, as directed. After examination, by the Engineer, the Contractor shall restore the
work to the standard required by the Contract. If the work thus exposed or examined proves
acceptable, the uncovering, removing, or restoring the work will be paid for as extra work. If the
work exposed or examined proves unacceptable, the uncovering, removing, or restoring the
work shall be at the Contractor's expense.
Any work done or materials used without inspection by an authorized Department representative
may be ordered uncovered, removed, or restored at the Contractor's expense.
When any unit of government or political subdivision, utility, or railroad corporation is to pay a
portion of the cost of the work covered by a highway Contract, its respective representatives
shall have the right to inspect the work. This inspection shall not make any unit of government
or political subdivision, utility, or railroad corporation a party to the Contract, and shall not
interfere with the rights of either party.
All inspections and all tests conducted by the Department are for the convenience and benefit
of the Department. These inspections and tests do not constitute acceptance of the materials or
work tested or inspected, and the Department may reject or accept any work or materials at any
time before the inspection pursuant to subsection 105.21(b) whether or not previous inspections
or tests were conducted by the Engineer or authorized representative.
105.17 Removal of Unacceptable Work and Unauthorized Work. Unacceptable work is work
that does not conform to the requirements of the Contract.
Unacceptable work, resulting from any cause, found to exist before the final acceptance of the
work, shall be removed and replaced in an acceptable manner at the Contractor's expense. The
fact that the Engineer or an inspector may have overlooked the unacceptable work shall not
constitute an acceptance of any part of the work.
Unauthorized work is work that was done without adequate lines and grades having been
established by the Engineer or by the Contractor, work done contrary to the instructions of the
Engineer, work done beyond the lines shown on the plans, or extra work done without the
Engineer's authorization. Unauthorized work will not be paid for under the provisions of the
Contract and may be ordered removed or replaced at the Contractor's expense.
If the Contractor fails to comply with any order of the Engineer made under the provisions of this
subsection, the Engineer will have authority to cause unacceptable work to be remedied or
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removed and replaced, and unauthorized work to be removed. The Engineer will deduct the
costs from any monies due or to become due the Contractor.
105.18 Load Restrictions. The Contractor shall comply with all legal load restrictions in the
hauling of equipment or materials on public roads beyond the limits of the project. A special
permit will not relieve the Contractor of liability for damage resulting from the moving of
equipment or material.
The operation of equipment or hauling loads which cause damage to structures, the roadway or
any other construction will not be permitted. Hauling of materials over the base course or surface
course under construction shall be limited by the Contractor to methods and equipment that will
prevent damage to the pavement structure. Loads will not be permitted on a concrete pavement
or structure before the expiration of the curing period. The Contractor shall be responsible for
the repair of all damage and related expense resulting from hauling equipment and construction
operations.
If a vehicle's gross weight exceeds the legal limit, and the material transported by the vehicle is
delivered to the project, the material and the scale ticket (certificate of correct weight) will not be
accepted.
If a scale ticket from an overweight vehicle is inadvertently accepted and the material
incorporated into the project, the Engineer will adjust the price for the overweight load as follows:
(1) The pay item quantity represented by the amount of material in excess of the legal weight
will not be paid for.
(2) A price reduction will be assessed for the overweight portion of the load based on the
following schedule.
Overweight (Pounds)
Price Reduction (Dollars)
0 - 3,000
20
3,001 - 4,000
40
4,001 - 5,000
82
5,001 - 6,000
130
6,001 - 7,000
226
7,001 - 8,000
376
8,001 - 9,000
582
9,001 - 10,000
842
Over 10,000
$870 plus $164 for each 1,000 lbs. over 10,000 lbs.
105.19 Maintenance During Construction. The Contractor shall maintain all work that is
included in the Contract during construction and until final written acceptance, except as
otherwise specified in subsection 107.17. This maintenance shall constitute continuous and
effective work prosecuted with adequate equipment and forces, so the roadway or structures
are kept in satisfactory condition at all times.
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If the Contract involves the placement of material on or utilization of, a previously constructed
subgrade, pavement structure or structure, the Contractor shall maintain the previously
constructed work during all construction operations. All cost of maintaining the contract work
during construction and before final written acceptance will not be paid for separately, but shall
be included in the work, except as otherwise specified in subsection 107.17.
105.20 Failure to Maintain Roadway or Structure. If the Contractor fails to comply with the
provisions of subsection 105.19, the Engineer will immediately notify the Contractor of such
noncompliance. Except in the case of traffic signal maintenance, the Contractor shall respond
and remedy unsatisfactory maintenance within 24 hours after receipt of such notice. If the
Contractor fails to remedy unsatisfactory maintenance in the allotted time, the Engineer may
immediately proceed to maintain the project, and the entire cost of this maintenance will be
deducted from the monies due or to become due to the Contractor on the Contract.
In the case of traffic signal maintenance, the Contractor shall respond and remedy unsatisfactory
maintenance within one hour of receipt of notice on urban highways, and within four hours of
receipt of notice on rural highways.
Traffic signal maintenance shall include all approved traffic control items and work that are
required to maintain traffic through the affected area while the traffic signal is being repaired or
replaced. If the Department performs traffic signal maintenance, the Department shall be held
harmless for all subsequent occurrences of maintenance to the signals that the Department
maintained.
If damage occurs to an existing structure through improper maintenance per 105.19, the
Contractor shall submit a repair procedure to the Engineer to repair the defect(s).
The repair categories and requirements are defined as follows:
(a) "In -kind" repairs. In -kind repairs are repairs where the As Built or Advertised plans are
utilized to replace or repair damaged components with identical dimensions and materials
used plans and where no plan modifications are made. In -kind repair procedures shall be
reviewed and accepted by the Engineer before any repair. The use of approved repair
grouts or doweled reinforcing with epoxy adhesive is permitted in in -kind repairs. Doweled
reinforcing shall meet or exceed the strength requirements of the original design.
(b) "Modified repairs". Modified repairs are those which deviate in dimensions and/or materials
from the As Built or Advertised plans or where plans are not available. Modified repair
procedure submittals shall include calculations, independent design calculations, shop
drawings, and/or working drawings per 105.02, and any other applicable section of the
specifications for the needed repair. The Contractor's Engineer shall electronically seal
Modified repair submittals.
Damage to new structures or modified structures, shall be repaired per the contract documents.
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The Engineer of Record shall be notified and review all corresponding submittals before any
repairs.
105.21 Acceptance.
(a) Partial Acceptance. If, during the prosecution of the project, the Contractor satisfactorily
completes a unit or portion of the project, such as a structure, an interchange, or a section
of road or pavement that can be used advantageously for traffic, the Engineer may make
final inspection of that unit. If the Engineer finds that the unit has been satisfactorily
completed in compliance with the Contract, the Contractor may be relieved of further
responsibility for that unit except as otherwise provided in subsection 107.16. Partial
acceptance shall not void or alter any of the terms of the Contract.
(b) Final Acceptance. At Substantial Completion, the Engineer will make an inspection of the
project with the Contractor. The result of the inspection will be a punch list of outstanding
items that have to be corrected and completed withing the time frame indicated on the
Notice of Substantial Completion. The punchlist will include the remaining documentation
items that shall be submitted for review and acceptance by the Engineer prior to Final
Acceptance.
Upon notice from the Contractor of completion of the Substantial Completion punchlist, the
Engineer will make an inspection to verify the punchlist items have been addressed. If the
work provided for by the Contract has been satisfactorily completed, that inspection shall
constitute the final inspection and the Engineer will notify the Contractor in writing of final
acceptance indicating the date on which the project was inspected and accepted. Upon
reviewing and accepting the remaining documentation and with no other outstanding
issues, the Engineer will initiate the final advertisement process utilized by the County's
Purchasing Department.
The final advertisement process involves placing an advertisement in a newspaper of
general circulation a minimum of two times at least 10 days apart. A newspaper of general
circulation is defined as a newspaper which is published daily, triweekly, semiweekly, or
weekly and is printed or published in whole or in part in the county in which such notice or
advertisement is required to be published. The advertisement shall include the final cutoff
date for any protests from subcontractors or suppliers and the date of anticipated final
payment to the Contractor. No retainage release will be made until the final advertisement
period has been completed and all issues that have arisen during the final advertisement
period have been resolved.
Final acceptance under this subsection does not waive any legal rights contained in
subsection 107.21.
105.22 Dispute Resolution. CDOT shall not participate in the resolution process for any claims
filed by the Contractor. Weld County shall be the responsible party to such claims. Subsections
105.22, 105.23, and 105.24 detail the process through which the parties (Weld County and the
Contractor) agree to resolve any issue that may result in a dispute. The intent of the process is
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to resolve issues early, efficiently, and as close to the project level as possible. Figure 105-1
outlines the process. Specified time frames may be extended by mutual agreement of the
Engineer and the Contractor. In these subsections, when a time frame ends on a Saturday,
Sunday or holiday, the time frame shall be extended to the next scheduled workday.
An issue is a disagreement concerning contract price, time, interpretation of the Contract, or all
three between the parties at the project level regarding or relating to the Contract. Issues include,
but are not limited to, a disagreement resulting from a delay, a change order, another written
order, or an oral order from the Project Engineer, including any direction, instruction,
interpretation, or determination by the Project Engineer, interpretations of the Contract
provisions, plans, or specifications or the existence of alleged differing site conditions.
The Contractor shall bring all issue(s) to the Project Engineer's attention, in writing, within 30
days of the Contractor being aware of the issue(s). Written notice must take the form of a stand-
alone, non -chain e-mail or letter, addressed and delivered to the Project Engineer. If a Contractor
provides written notice outside of the 30 -day deadline, it shall be presumed that Weld County
suffered prejudice. Where the Contractor failed to provide the required notice, the failure to
provide notice may be treated as a separate and threshold dispute to be resolved before other
related disputes(s) are submitted, addressed, and/or resolved.
IA dispute is an issue which the Contractor and Weld County have not been able to resolve and
for which the Contractor submits a written formal notice of dispute per subsection 105.22(b).
A claim is a dispute not resolved at the Resident Engineer level or resolved after a DRB
recommendation.
The term "merit" refers to the right of a party to recover on a claim or dispute, irrespective of
quantum, based on the substance, elements, and grounds of that claim or dispute. The term
"quantum" refers to the quantity or amount of compensation or time deserved when a claim or
dispute is found to have merit.
Disputes from subcontractors, material suppliers, or any other entity not party to the Contract
shall be submitted through the Contractor. Review of a pass -through dispute does not create
privity of Contract between Weld County and the subcontractor.
An audit may be performed by the Department for any dispute or claim. All audits will be
completed within 90 days of the request for an audit, provided the Contractor allows the auditors
reasonable and timely access to the contractor's books and records.
IIf Weld County does not respond within the specified timelines, the Contractor may advance the
dispute to the next level.
When the Project Engineer is a Consultant Project Engineer, actions, decisions, and
determinations specified as made by the Project Engineer shall be made by the Resident
Engineer.
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The dispute resolution process set forth in this subsection shall be exhausted in its entirety
before initiation of litigation or arbitration. Failure to comply with the requirements set forth in this
subsection, including notice requirements, shall bar either party from any further administrative,
equitable, or legal remedies. Subject to the rebuttable presumption of prejudice to Weld County
set forth above, if a deadline is missed that does not prejudice either party, further relief shall be
allowed.
All written notices of dispute shall be submitted within 30 days of date of the Project Engineer's
Final Acceptance letter; see subsection 105.21(b).
When a project has a landscape maintenance period, the Project Engineer may grant partial
acceptance per subsection 105.21(a). This partial acceptance will be project acceptance of all
the construction work performed before this partial acceptance.
All disputes and claims related to the work in which this partial acceptance is granted shall be
submitted within 30 days of the Project Engineer's partial acceptance.
Should the Contractor's dispute use the Total Cost approach for calculating damages, damages
will be determined by subtracting the contract amount from the total cost of performance. Should
the Contractor's dispute use the Modified Total Cost approach for calculating damages, if the
Contractor's bid was unrealistic in part, and/or some of its costs were unreasonable and/or some
of its damages were caused by its own errors, those costs and damages will be deducted from
the total cost of performance to arrive at the Modified Total Cost. The Total Cost or Modified
Total Cost basis for calculating damages shall not be available for any disputes or claims seeking
damages where the Contractor could have kept separate cost records at the time the dispute
arose as described in subsection 105.22(a).
(a) Document Retention. The Contractor shall keep full and complete records of the costs and
additional time incurred for each dispute for a period of at least three years after the date
of final payment or until dispute is resolved, whichever is more. The Contractor,
subcontractors, and lower tier subcontractors shall provide adequate facilities, acceptable
to the Engineer, for an audit during normal business hours. The Contractor shall permit the
Engineer or Department auditor to examine and copy those records and all other records
required by the Engineer to determine the facts or contentions involved in the dispute. The
Contractor shall identify and segregate any documents or information that the Contractor
considers particularly sensitive, such as confidential or proprietary information.
Throughout the dispute, the Contractor and the Project Engineer shall keep complete daily
records of extra costs and time incurred, per the following procedures:
(1) Daily records shall identify each operation affected, the specific locations where work
is affected, and the potential effect to the project's schedule. Such records shall also
reflect all labor, material, and equipment applicable to the affected operations.
(2) On the first workday of each week following the date of the written notice of dispute,
the Contractor shall provide the Project Engineer with the daily records for the
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preceding week. If the Contractor's records indicate costs greater than those kept by
the Department, the Project Engineer will meet with the Contractor and present his
records to the Contractor at the meeting. The Contractor shall notify the Engineer in
writing within three workdays of any inaccuracies noted in, or disagreements with, the
Department's records.
(b) Initial Dispute Resolution Process. To initiate the dispute resolution process, the Contractor
shall provide a written notice of dispute to the Project Engineer upon the failure of the
Parties to resolve the issue through negotiation. Disputes will not be considered unless the
Contractor has first complied with specified issue resolution processes such as those
specified in subsections 104.02, 106.05, 108.08(a), and 108.08(d).
The Contractor shall supplement the written notice of dispute within 15 days with a written
Request for Equitable Adjustment (REA) providing the following:
(1) The date of the dispute.
(2) The nature of the circumstances which caused the dispute.
(3) A detailed explanation of the dispute citing specific provisions of the Contract and any
basis, legal or factual, which support the dispute.
(4) If any, the estimated quantum, calculated per methods set forth in subsection
105.24(b)12., with supporting documentation.
(5)
An analysis of the progress schedule showing the schedule change or disruption if the
Contractor is asserting a schedule change or disruption. This analysis shall meet the
requirements of subsection 108.08(d).
The Contractor shall submit as much information on the quantum and impacts to the
Contract time as is reasonably available with the REA and then supplement the REA
as additional information becomes available. If the dispute escalates to the DRB
process, neither party shall provide or present to the DRB any issue or any information
that was not contained in the REA and fully submitted in writing to the Project Engineer
and Resident Engineer during the subsection 105.22 process.
(c) Project Engineer Review. Within 15 days after receipt of the REA, the Project Engineer will
meet with the Contractor to discuss the merits of the dispute. Within seven days after this
meeting, the Project Engineer will issue a written decision on the merits of the dispute.
The Project Engineer will either deny the merits of the dispute or notify the Contractor that
the dispute has merit. This determination will include a summary of the relevant facts,
Contract provisions supporting the determination, and an evaluation of all scheduling
issues that may be involved.
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If the dispute is determined to have merit, the Contractor and the Project Engineer will
determine the adjustment in payment, schedule, or both within 30 days. When a satisfactory
adjustment is determined, it shall be implemented per subsections 106.05, 108.08, 109.04,
109.05 or 109.10 and the dispute is resolved.
If the Contractor accepts the Project Engineer's denial of the merits of the dispute, the
dispute is resolved, and no further action will be taken. If the Contractor does not respond
in seven days, it will be assumed the Contractor has accepted the denial. If the Contractor
rejects the Project Engineer's denial of the merits of the dispute or a satisfactory adjustment
of payment or schedule cannot be agreed upon within 30 days, the Contractor may further
pursue resolution of the dispute by presenting the dispute to the Dispute Review Board per
subsection 105.23.
105.23 Dispute Review Board. A Dispute Review Board (DRB) is an independent third party
that will provide specialized expertise in technical areas and administration of construction
contracts. The DRB will assist in and facilitate the timely and equitable resolution of disputes
between Weld County and the Contractor in an effort to avoid animosity and construction delays,
and to resolve disputes as close to the project level as possible. The DRB shall be established
and operate as provided and shall serve as an independent and impartial board. A DRB member
shall not be called as witness for future litigation.
There are two types of DRBs: the "On Demand DRB" and the "Standing DRB". The DRB shall
be an "On Demand DRB" unless a "Standing DRB" is specified in the Contract. An On Demand
DRB shall be established only when the Project Engineer initiates a DRB review per subsection
105.23(a). A Standing DRB, when specified in the Contract, shall be established at the beginning
of the project.
(a) Initiation of Dispute Review Board Review. When a dispute has not been resolved per
subsection 105.22, the Project Engineer will initiate the DRB review process within five
days after the period described in subsection 105.22(d).
(b) Formation of Dispute Review Board. DRBs will be established per the following procedures:
1. CDOT in conjunction with the Colorado Contractors Association, maintains a
statewide list of pre -approved DRB candidates experienced in construction processes
and the interpretation of contract documents and the resolution of construction
disputes. Weld County will utilize this list during the DRB process. Only individuals
who have completed training (currently titled DRB Administration and Practice
Training) through the Dispute Resolution Board Foundation or otherwise approved by
Weld County can be a DRB member. DRB nominees shall be selected from the list of
pre -approved candidates. When a DRB is formed, the parties shall execute the
agreement set forth in subsection 105.23(n).
2. If the dispute has a value of $250,000 or less, the On Demand DRB shall have one
member. The Contractor and Weld County shall select the DRB member and execute
the Three -Party Agreement within 30 days of initiating the DRB process. If the parties
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do not agree on the DRB member, each shall select five candidates. Each party shall
numerically rank their list using a scale of one to five with one being their first choice
and five being their last choice. If common candidates are listed, but the parties cannot
agree, that common candidate with the lowest combined numerical ranking shall be
selected. If there is no common candidate, the lists shall be combined, and each party
shall eliminate three candidates from the list. Each party shall then numerically rank
the remaining candidates, with Number 1 being the first choice. The candidate with
the lowest combined numerical ranking shall be the DRB member. The Weld County
Project Engineer will be responsible for having all parties execute the agreement.
3. If the dispute has a value over $250,000, the On Demand DRB shall have three
members. The Contractor and Weld County shall each select a member and those
two members shall select a third. Once the third member is approved, the three
members will nominate one of them to be the Chair and execute the Three -Party
Agreement within 45 days of initiating the DRB process.
4. The Standing DRB shall always have three members. The Contractor and Weld
County shall each select a member and those two members shall select a third
member. Once the third member is approved the three members will nominate one of
them to be the Chair. The Contractor and Weld County shall submit their proposed
Standing DRB members within five days of execution of the Contract. The third
member shall be approved before the Pre -construction Conference. The third member
shall be selected within 15 days of execution of the Contract. Before construction
starting, the parties shall execute the Three -Party Agreement. The Weld County
Project Engineer will be responsible for having all parties execute the agreement. The
Project Engineer will invite the Standing DRB members to the Pre -construction and
any Project First conferences.
5. DRB members shall not have been involved in the administration of the project under
consideration. Weld County and the Contractor shall inform its selected DRB member
who the major firms/people are on the project and request its selected DRB member
to review the Weld County disclosure requirements and Canon of Ethics and then
submit a disclosure statement which shall also be submitted to the other party. DRB
candidates shall complete the DRB Disclosure Requirements and DRB Nominee
Disclosure Form and disclose to the parties the following relationships:
(1) Prior employment with either party
(2) Prior or current financial interests or ties to either party
(3) Prior or current professional relationships with either party
(4) Anything else that might bring into question the impartiality or independence of
the DRB member
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(5) Before agreeing to serve on a DRB, members shall notify all parties of any other
Weld County DRB's they are serving or that they will be participating in another
DRB.
If either party objects to the selection of the chair or other DRB members based
on the disclosures, or based on information not disclosed, which might bring into
question the impartiality, independence, or performance of the potential member,
that potential member shall not be placed on the Board.
6. There shall be no ex parte communications with the DRB at any time
7. The service of a Board member may be terminated only by written agreement of both
parties.
(c) If a Board member resigns, is unable to serve, or is terminated, a new Board member shall
be selected within four weeks in the same manner as the Board member who was removed
was originally selected.
(d) Additional Responsibilities of the Standing Disputes Review Board
1. General. No later than 10 days after the Three -Party Agreement has been signed by
the Chief Engineer, the DRB will coordinate with the parties on the date and location
of the initial DRB meeting.
(1) Obtain copies of the Contract documents and Contractor's schedules for each of
the Board members.
(2) Agree on the location of future meetings, which shall be reasonably close to the
project site.
(3)
Establish an address and telephone number for each Board member for the
purposes of Board business.
2. Regular meetings. Regular meetings of the Board shall be held approximately every
120 to 180 days throughout the life of the Contract, except that this schedule may be
modified to suit developments on the job as the work progresses. Regular meetings
shall be attended by representatives of the Contractor and the Department.
3. The Board shall establish an agenda for each meeting which will cover all items that
the Board considers necessary to keep it abreast of the project such as construction
status, schedule, potential problems and solutions, status of past claims and disputes,
and potential claims and disputes. Copies of each agenda shall be submitted to the
Contractor and the Department at least seven days before the meeting date. Oral or
written presentations or both shall be made by the Contractor and the Department as
necessary to give the Board all the data the Board requires to perform its functions.
The Board will prepare minutes of each meeting, circulate them to all participants for
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comments and approval, and issue revised minutes before the next meeting. As a part
of each regular meeting, a field inspection trip of all active segments of the work at the
project site may be made by the Board, the Contractor, and the Department.
4. Advisory Opinions
(1) Advisory opinions are typically used soon after the parties find they have a
potential dispute and have conducted preliminary negotiations but before
expenditure of additional resources and hardening their positions. Advisory
opinions provide quick insight into the DRB's likely assessment of the dispute.
This process is quick and may be entirely oral and does not prejudice the
opportunity for a DRB hearing.
(2) Both parties must agree to seek an advisory opinion and so notify the
chairperson. The procedure for requesting and issuing advisory opinions should
be discussed with the DRB at the first meeting with the parties.
(3) The DRB shall issue a one -page written opinion within 5 days of the hearing.
(4) The opinion is only advisory and does not require an acceptance or rejection by
either party. If the dispute is not resolved and a hearing is held, the oral
presentations and advisory opinion are completely disregarded and the DRB
hearing procedure is followed.
(5) Advisory opinions should be limited to merit issues only.
(e) Arranging a Dispute Review Board Hearing. When the Project Engineer initiates the DRB
review process, the Project Engineer will:
1. Contact the Contractor and the DRB to coordinate an acceptable hearing date and
time. The hearing shall be held at the Resident Engineer's office unless an alternative
location is agreed to by both parties. Unless otherwise agreed to by both parties an
On Demand DRB hearing will be held within 30 days after the Three -Party Agreement
is signed by the Weld County Chief Engineer. Unless otherwise agreed to by both
parties, a Standing DRB hearing will be held within 30 days after the DRB has been
requested per subsection 105.23(a).
2. Ensure DRB members have copies of all documents previously prepared by the
Contractor and Weld County pertaining to the dispute, the DRB request, the Contract
documents, and the special provisions at least two weeks before the hearing.
(f)
Pre -Hearing Submittal. All Pre -hearing Submittals shall include only arguments, supporting
documentation, quantum, and other information as previously submitted in writing and as
previously disputed in the formal dispute process covered in subsection 105.22(b), (c), and
(d). All Pre -hearing Submittals planned to be used at the hearing, shall be submitted to the
other party 35 days before the hearing for review for compliance with this requirement. If
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either party contends there are new arguments, supporting documents, new quantum, or
any new information in a pre -hearing Submittal, and the other party objects to this
information being presented to the DRB, the objecting party shall submit its objections in
writing to the other party within 10 days. The parties shall meet within five days to reconcile
the objection before the submittal is submitted to the DRB. If the parties cannot reconcile
the objection, but the new argument, supporting documentation, new quantum, or new
information does not change either party's position on merit or quantum, the information
shall be allowed in the Pre- hearing submittal and presented to the DRB. If the parties
cannot reconcile the objections within the five days allowed, each party shall submit a one -
page brief on their objections, but not the actual information objected to, to the DRB for a
decision on the use of the documents. The DRB shall not approve any information simply
because it is relevant to the dispute or referenced during the dispute. Neither party shall
attempt to present anything to the DRB which they did not present to the other party during
the dispute process. The dispute process shall be delayed while this determination is being
made and a new hearing date set, if necessary. Pre -hearing Submittals to the DRB are as
follows:
1. Joint Statement: At least 20 days before the hearing the Joint Statement(s) shall be
submitted to the DRB. The parties shall make every attempt to agree upon a Joint
Statement of the dispute. If the parties cannot agree on the Joint Statement, each
party's independent statement shall be submitted to the DRB. The Joint Statement
shall summarize, in a few sentences, the nature of the dispute(s) and the scope of the
desired decision.
2. Position Paper: At least 15 days before the hearing, Weld County and the Contractor
shall submit by email to the DRB Chairperson their party's Position Paper. The DRB
Chairperson shall simultaneously distribute by email the Position Papers to all parties
and other DRB members, if any. The Position Paper shall contain the following:
(1) The basis and justification for the party's position, with reference to specific
contract language and the supporting documents of each element of the
disputes.
(2) A list of proposed attendees for the hearing. In the event of any objection by a
party, the DRB shall make a final determination as to who attends the hearing.
(3)
When the scope of the hearing includes quantum, full cost details will be
calculated per methods set forth in subsection 105.24(b)12. The Scope of the
hearing will not include quantum if Weld County has requested an audit that has
not been completed.
3. Supporting Documents: At least 15 days before the hearing, each party shall submit
a copy of all its supporting documents to the DRB and the other party. Supporting
documents include any presentations, visuals, or handouts planned to be used at the
hearing. To minimize duplication and repetitiveness, the parties are encouraged to
identify a common set of documents that will be referred to by both parties and submit
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them in a separate package to the DRB at least 20 days before the hearing. Common
documents are communications between parties, speed memos, change orders,
schedules, request for equitable adjustment, and correspondence, and any document
used in the subsection 105.22 process. Weld County shall submit the common set of
documents to the Board and Contractor.
4. If relevant to the dispute and requested by the Board, the Engineer shall provide to
the DRB either website links, electronic PDFs, or hard copies of pertinent contract
documents such as plans, specifications, and M and S Standards.
(9)
Pre -Hearing Phone Conference. A pre -hearing phone conference with all Board members
and the parties shall be conducted as soon as a hearing date is established, but no later
than 10 days before the hearing. The DRB Chairperson shall explain the specifics of how
the hearing will be conducted including how the two parties will present their information.
(Ex. Each party makes a full presentation of their positions or presentations will be made
on a "point by point" basis with each party making a presentation only on the individual
dispute issue before moving onto the next issue.)
If the pre -hearing position papers and documents have been received by the DRB before
the conference call, the Chairperson shall discuss the estimated hours of review and
activities for the disputes (such as time spent evaluating and preparing recommendation
on specific issues presented to the DRB). If the pre -hearing position papers and documents
have not been received by the Board before the conference call, another conference call
will be scheduled during the initial conference call to discuss the estimated hours of review.
The Engineer shall coordinate the conference call.
(h) Dispute Review Board Hearing. The DRB shall preside over a hearing. The chairperson
shall control the hearing and conduct it as follows:
An employee of Weld County presents a brief description of the project and the status
of construction on the project.
2. The party that requested the DRB presents the dispute in detail as supported by
previously submitted information and documentation in the pre -hearing position paper.
No new information or disputes will be heard or addressed by the DRB. Rebuttals of
the other party's arguments shall not be presented at this time.
3. The other party presents its position in detail as supported by previously submitted
information and documentation.
4. The party that requested the DRB presents their rebuttals followed by the other party's
rebuttals.
5. Upon completion of their presentations and rebuttals, both parties and the DRB will
be provided the opportunity to exchange questions and answers. Questions from the
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parties shall be directed to the Chairperson. Attendees may respond only when board
members request a response.
6. Employees of each party are responsible for leading presentations at the DRB
hearing.
7. Attorneys shall not participate in the hearing unless the DRB specifically addresses
an issue to them or unless agreed to by both parties. Should the parties disagree on
attorney participation, the DRB shall decide on what, if any, participation will be
permitted. Attorneys representing the parties are permitted to attend the hearing,
provided their presence has been noted in the pre -hearing submittal.
8. Either party may use experts only if the expert has previously presented to the other
party before the DRB process. A party intending to offer an outside expert's analysis
at the hearing shall disclose such intention in the pre -hearing position paper. The
expert's name and a general statement of the area of the dispute that will be covered
by his presentation shall be included in the disclosure. The other party may present
an outside expert to address or respond to those issues that may be raised by the
disclosing party's outside expert.
9. If both parties approve, the DRB may retain an outside expert. The DRB chairperson
shall include the cost of the outside expert in the DRB's regular invoice. Weld County
and the Contractor shall equally bear the cost of the services of the outside expert
employed by the DRB.
10. If either party attempts to present an argument, documentation, quantum, or new
information which the other party feels was not in the Pre -hearing submittals, the
chairperson shall require the party to demonstrate where in the Pre -hearing submittal
the information in question resides.
11. If either party fails to timely deliver a position paper, the DRB may reschedule the
hearing one time. On the final date and time established for the hearing, the DRB shall
proceed with the hearing using the information that has been submitted.
12. If a party fails to appear at the hearing, the DRB shall proceed as if all parties were in
attendance.
Dispute Review Board Recommendation. The DRB shall issue a Recommendation per the
following procedures:
1. The DRB shall not make a recommendation on the dispute at the meeting. Before the
closure of the hearing, the DRB members and the Contractor and Weld County
together will discuss the time needed for analysis and review of the dispute and the
issuance of the DRB's recommendation. The maximum time shall be 30 days unless
otherwise agreed to by both parties.
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II
(U)
2.
After the meeting has been closed, the DRB shall prepare a written Recommendation
signed by each member of the DRB. In the case of a three member DRB where one
member dissents, that member shall prepare a written dissent and sign it. The DRB's
recommendation shall include the following:
A. A summary of the issues and factual evidence presented by the Contractor and
Weld County concerning the dispute.
B. Recommendations concerning the validity of the dispute.
C. Recommendations concerning the value of the dispute as to cost impacts if the
dispute is determined to be valid.
D. The contractual and factual bases supporting the recommendation(s) made
including an explanation as to why each and every position was accepted or
rejected.
E. Detailed and supportable calculations which support any recommendation(s).
3. The chairperson shall transmit the signed Recommendation and any supporting
documents to both parties.
Clarification and Reconsideration of Recommendation. Either party may request in writing
clarification or reconsideration of a decision within 10 days following receipt of the
Recommendation. Within ten days after receiving the request, the DRB shall provide written
clarification or reconsideration to both parties.
Requests for clarification or reconsideration shall be submitted in writing simultaneously to
the DRB and to the other party.
The Board shall not accept requests for reconsideration that amount to a renewal of a prior
argument or additional argument based on facts available at the time of the hearing. The
Board shall not consider any documents or arguments which have not been made a part of
the pre -hearing submittal other than clarification and data supporting previously submitted
documentation.
Only one request for clarification or reconsideration per dispute from each party will be
allowed.
(k) Acceptance or Rejection of Recommendation. Weld County and the Contractor shall submit
their written acceptance or rejection of the Recommendation, in whole or in part,
concurrently to the other party and to the DRB within 14 days after receipt of the
Recommendation or following receipt of responses to requests for clarification or
reconsideration.
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If the parties accept the Recommendation or a discreet part thereof, it will be implemented
per subsections 108.08, 109.04, 109.05, or 109.10 and the dispute is resolved.
If either party rejects the Recommendation in whole or in part, it shall give written
explanation to the other party and the DRB within 14 days after receiving the
Recommendation. When the Recommendation is rejected in whole or in part by either
party, the other party may either abandon the dispute or pursue a formal claim per
subsection 105.24.
If either party fails to submit its written acceptance or rejection of the Dispute Board's
recommendation, according to these specifications, such failure shall constitute that party's
acceptance of the Board's recommendation.
(I) Admissibility of Recommendation. Recommendations of a DRB issued per subsection
105.23 are admissible in subsequent proceedings but shall be prefaced with the following
paragraph:
1. This Recommendation may be taken under consideration with the understanding that:
2. The DRB Recommendation was a proceeding based on presentations by the parties.
3. No fact or expert witnesses presented sworn testimony or were subject to cross-
examination.
4. The parties to the DRB were not provided with the right to any discovery, such as
production of documents or depositions.
5. There is no record of the DRB hearing other than the Recommendation.
(m) Cost and Payments.
1. General Administrative Costs. The Contractor and the Department shall equally share
the entire cost of the following to support the Board's operation:
(1) Copies of Contract and other relevant documentation
(2) Meeting space and facilities
(3) Secretarial services
(4) Telephone
(5) Mail
(6) Reproduction
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(7) Filing
2. The Department and the Contractor shall bear the costs and expenses of the DRB
equally. Each DRB board member shall be compensated at an agreed rate of $1,200
per day if time spent on -site per meeting is greater than four hours. Each DRB board
member shall be compensated at an agreed rate of $800 per day if time spent on -site
per meeting is less than or equal to four hours. The time spent traveling to and from
each meeting shall be reimbursed at $50 per hour if the travel distance is more than
50 miles. The agreed daily and travel time rates shall be considered full compensation
for on -site time, travel expenses, transportation, lodging, time for travel of more than
50 miles and incidentals for each day, or portion thereof that the DRB member is at
an authorized DRB meeting. No additional compensation will be made for time spent
by DRB members in review and research activities outside the official DRB meetings
unless that time, (such as time spent evaluating and preparing recommendations on
specific issues presented to the DRB), has been specifically agreed to in advance by
the Department and Contractor. Time away from the project that has been specifically
agreed to in advance by the parties will be compensated at an agreed rate of $125
per hour. The agreed amount of $125 per hour shall include all incidentals. Members
serving on more than one DRB, regardless of the number of meetings per day, shall
not be paid more than the all-inclusive rate per day or rate per hour for an individual
project.
3. Payments to Board Members and General Administrative Costs. Each Board member
shall submit an invoice to the Contractor for fees and applicable expenses incurred
each month following a month in which the Board members participated in Board
functions. Such invoices shall be in the format established by the Contractor and the
Department. The Contractor shall submit to the Department copies of all invoices. No
markups by the Contractor will be allowed on any DRB costs. The Department will
split the cost by authorizing 50 percent payment on the next progress payment. The
Contractor shall make all payments in full to Board members within seven calendar
days after receiving payment from the Department for this work.
(n) Dispute Review Board Three Party Agreement.
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DISPUTE REVIEW BOARD
THREE PARTY AGREEMENT
PROJECT NUMBER
THIS THREE -PARTY AGREEMENT, made as of the date signed by the Chief Engineer below, by
and between: the Weld County Public Works, called the "Department"; and
, called the "Contractor"; and
, and
, called the "Dispute Review Board" or "Board".
WHEREAS, the Department is now engaged in the construction of the
and;
(Project Name)
WHEREAS, the Contract provides for the establishment of a Board in accordance with subsections
105.22 and 105.23 of the specifications.
NOW, THEREFORE, it is hereby agreed:
ARTICLE I DESCRIPTION OF WORK AND SERVICES
The Department and the Contractor shall form a Board in accordance with this agreement and the
provisions of subsection 105.23.
ARTICLE II COMMITMENT ON PART OF THE PARTIES HERETO
The parties hereto shall faithfully fulfill the requirements of subsection 105.23 and the requirements
of this agreement.
ARTICLE III COMPENSATION
The parties shall share equally in the cost of the Board, including general administrative costs
(meeting space and facilities, secretarial services, telephone, mail, reproduction, filing) and the
member's individual fees. Reimbursement of the Contractor's share of the Board expenses for any
reason is prohibited.
The Contractor shall make all payments in full to Board members. The Contractor shall submit to the
Department an itemized statement for all such payments, and the Department will split the cost by
including 50 percent payment on the next progress payment. The Contractor and the Department
will agree to accept invoiced costs before payment by the Contractor.
Board members shall keep all fee records pertaining to this agreement available for inspection by
representatives of the Department and the Contractor for a period of three years after the termination
of the Board members' services.
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DISPUTE REVIEW BOARD
THREE PARTY AGREEMENT PAGE 2
PROJECT NUMBER
Payment to each Board member shall be at the fee rates established in subsection 105.23 and
agreed to by each Board member, the Contractor, and the Department. In addition, reimbursement
will be made for applicable expenses.
Each Board member shall submit an invoice to the Contractor for fees incurred each month following
a month in which the members participated in Board functions. Such invoices shall be in the format
established by the Contractor and the Department.
Payments shall be made to each Board member within 60 days after the Contractor and Department
have received all the applicable billing data and verified the data submitted by that member. The
Contractor shall make payment to the Board member within seven calendar days of receipt of
payment from the Department.
ARTICLE IV ASSIGNMENT
Board members shall not assign any of the work to be performed by them under this agreement.
Board members shall disclose any conflicts of interest including but not limited to any dealings with
either party in the previous five years other than serving as a Board member under other contracts.
ARTICLE V COMMENCEMENT AND TERMINATION OF SERVICES
The commencement of the services of the Board shall be in accordance with subsection 105.23 of
the specifications and shall continue until all assigned disputes under the Contract which may require
the Board's services have been heard and a Recommendation has been issued by the Board as
specified in subsection 105.23. If a Board member is unable to fulfill his responsibilities for reasons
specified in subsection 105.23(b)(7), he shall be replaced as provided, and the Board shall fulfill its
responsibilities as though there had been no change.
ARTICLE VI LEGAL RELATIONS
The parties hereto mutually agree that each Board member in performance of his duties on the Board
is acting as an independent contractor and not as an employee of either the Department or the
Contractor. Board members will guard their independence and avoid any communication about the
substance of the dispute without both parties being present.
The Board members are absolved of any personal liability arising from the Recommendations of the
Board. The parties agree that members of the dispute review board panel are acting as mediators
for purposes of C.R.S. § 13-22-302(4) and, as such, the liability of any dispute review board member
shall be limited to willful and wanton misconduct as provided for in C.R.S. § 13-22- 305(6).
Board members shall not be called as witness for future litigation.
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DISPUTE REVIEW BOARD
THREE PARTY AGREEMENT PAGE 3
PROJECT NUMBER
IN WITNESS HEREOF, the parties hereto have caused this agreement to be executed the day and
year written below.
BOARD MEMBER:
BY:
BOARD MEMBER:
BY:
BOARD MEMBER:
BY:
CONTRACTOR:
BY:
TITLE:
WELD COUNTY
BY:
DATE:
TITLE:
105.24 Claims for Unresolved Disputes. The Contractor may file a claim only if the disputes
resolution process described in subsections 105.22 and 105.23 has been exhausted without
resolution of the dispute. Other methods of nonbinding dispute resolution, exclusive of litigation,
can be used if agreed to by both parties.
This subsection applies to any unresolved dispute or set of disputes between Weld County and
the Contractor with an aggregate value of more than $15,000. Unresolved disputes with an
aggregate value of more than $15,000 from subcontractors, materials suppliers or any other
entity not a party to the Contract shall be submitted through the Contractor per this subsection
as a pass -through claim. Review of a pass -through claim does not create privity of Contract
between Weld County and any other entity.
105
Subsections 105.22, 105.23 and 105.24 provide both contractual alternative dispute resolution
processes and constitute remedy -granting provisions pursuant to Colorado Revised Statutes
(CRS) which must be exhausted in their entirety.
Litigation proceedings must commence within 180 -calendar days of the Chief Engineer's
decision, absent written agreement otherwise by both parties.
The venue for all unresolved disputes with an aggregate value $15,000 or less shall be the
County Court for Weld County.
Non -binding Forms of alternative dispute resolution such as Mediation are available upon mutual
agreement of the parties for all claims submitted per this subsection.
The cost of the non -binding ADR process shall be shared equally by both parties with each party
bearing its own preparation costs. The type of nonbinding ADR process shall be agreed upon
by the parties and shall be conducted within the State of Colorado at a mutually acceptable
location. Participation in a nonbinding ADR process does not in any way waive the requirement
that litigation proceedings must commence within 180 -calendar days of the Chief Engineer's
decision, absent written agreement otherwise by both parties.
(a) Notice of Intent to File a Claim. Within 30 days after rejection of the Dispute Resolution
Board's Recommendation issued per subsection 105.23, the Contractor shall provide the
Director of Public Works (Director) or the Director's designated representative with a written
notice of intent to file a claim. The Contractor shall also send a copy of this notice to the
Engineer. Weld County will acknowledge in writing receipt of Notice of Intent within seven
days.
(b) Claim Package Submission. Within 60 days after submitting the notice of intent to file a
claim, the Contractor shall submit, to the Director or the Director's designated
representative five copies of a complete claim package representing the final position the
Contractor wishes to have considered. All claims shall be in writing and in sufficient detail
to enable the Director to ascertain the basis and amount of claim. The claim package shall
include all documents supporting the claim, regardless of whether such documents were
provided previously to Weld County.
If requested by the Contractor, the 60 -day period may be extended by the Director in writing
before final acceptance. At a minimum, the following information shall accompany each
claim:
II 1. A claim certification containing the following language, as appropriate:
II
II A. For a direct claim by the Contractor:
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CONTRACTOR'S CLAIM CERTIFICATION
Under penalty of law for perjury or falsification, the undersigned,(name)
, (title) , of (company) , hereby certifies that the claim of $
for extra compensation and days additional time made for work on this
Contract is true to the best of my knowledge and belief and supported under the Contract
between the parties.
This claim package contains all available documents that support the claims made and I
understand that no additional information, other than for clarification and data supporting
previously submitted documentation, may be presented by me.
Dated /s/
Subscribed and sworn before me this _ day of , 20 .
NOTARY PUBLIC
My Commission Expires:
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For a pass -through claim:
PASS -THROUGH CLAIM CERTIFICATION
Under penalty of law for perjury or falsification, the undersigned, (name)
, (title) , of (company) , hereby certifies that the
claim of $ for extra compensation and Days additional time
made for work on this Project is true to the best of my knowledge and belief and supported under
the Contract between the parties.
This claim package contains all available documents that support the claims made and I
understand that no additional information, other than for clarification and data supporting
previously submitted documentation, may be presented by me.
Dated /s/
Subscribed and sworn before me this day of , 20 .
NOTARY PUBLIC
My Commission Expires:
Dated /s/
The Contractor certifies that the claim being passed through to Weld County is passed through
in good faith and is accurate and complete to the best of my knowledge and belief.
Dated /s/
Subscribed and sworn before me this _day of
NOTARY PUBLIC
My Commission Expires:
, 20_
2. A detailed factual statement of the claim for additional compensation, time, or both,
providing all necessary dates, locations, and items of work affected by the claim. The
Contractor's detailed factual statement shall expressly describe the basis of the claim
and factual evidence supporting the claim. This requirement is not satisfied by simply
incorporating into the claim package other documents that describe the basis of the
claim and supporting factual evidence.
3. The date on which facts were discovered which gave rise to the claim.
4. The name, title, and activity of all known Weld County, Consultant, and other
individuals who may be knowledgeable about facts giving rise to such claim.
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5. The name, title, and activity of all known Contractor, subcontractor, supplier, and other
individuals who may be knowledgeable about facts giving rise to such claim.
6. The specific provisions of the Contract, which support the claim and a statement of
the reasons why such provisions support the claim.
7. If the claim relates to a decision of the Project Engineer, which the Contract leaves to
the Project Engineer's discretion, the Contractor shall set out in detail all facts
supporting its position relating to the decision of the Project Engineer.
8. The identification of any documents and the substance of all oral communications that
support the claim.
9. Copies of all known documents that support the claim.
10. The Dispute Review Board Recommendation.
11. If an extension of contract time is sought, the documents required by subsection
108.08(d).
12. If additional compensation is sought, the exact amount sought and a breakdown of
that amount into the following categories:
These categories represent the only costs that, if applicable, are recoverable by
the Contractor. All other costs or categories of costs are not recoverable:
(1) Actual wages and benefits, including FICA, paid for additional labor.
(2) Costs for additional bond, insurance, and tax.
(3) Increased costs for materials.
(4) Equipment costs calculated per subsection 109.04(c) for Contractor owned
equipment and based on certified invoice costs for rented equipment.
(5) Costs of extended job site overhead (only applies if the dispute also
includes a time extension).
(6) Salaried employees assigned to the project (only applies if the dispute also
includes a time extension or if the dispute required salaried employee(s) to
be added to the Project).
(7) Claims from subcontractors and suppliers at any level (the same level of
detail as specified is required for all such claims).
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(8) An additional 16 percent will be added to the total of items (1) through (7)
as compensation for items for which no specific allowance is provided,
including profit and home office overhead.
iia
(9)
Interest shall be paid per CRS 5-12-102 beginning from the date of the
Notice of Intent to File Claim.
In adjustment for the costs as allowed above, the Department will have no liability
for the following items of damages or expense:
(1) Profit in excess of that provided in 12.A.(8) above.
(2) Loss of Profit.
(3) Additional cost of labor inefficiencies in excess of that provided in A. above.
(4) Home office overhead in excess of that provided in A. above.
(5) Consequential damages, including but not limited to loss of bonding
capacity, loss of bidding opportunities, and insolvency.
(6) Indirect costs or expenses of any nature in excess of that provided in A.
above.
(7) Attorney's fees, claim preparation fees, and expert fees.
(c) County Engineer's Decision. When the Contractor properly files a claim, the County
Engineer will review the claim and render a written decision to the Contractor to either affirm
or deny the claim, in whole or in part, per the following procedure.
The County Engineer may consolidate all related claims on a project and issue one
decision, provided that consolidation does not extend the time period within which the
County Engineer is to render a decision. Consolidation of unrelated claims will not be made.
The County Engineer will render a written decision to the Contractor within 90 days after
the receipt of the claim package or receipt of the audit whichever is later. In rendering the
decision, the County Engineer
(1) will review the information in the Contractor's claim;
(2) will conduct a hearing if requested by either party; and
(3) may consider any other information available in rendering a decision.
The County Engineer will assemble and maintain a claim record comprised of all
information physically submitted by the Contractor in support of the claim and all other
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discoverable information considered by the County Engineer in reaching a decision. Once
the County Engineer assembles the claim record, the submission and consideration of
additional information, other than for clarification and data supporting previously submitted
documentation, at any subsequent level of review by anyone, will not be permitted.
The County Engineer will provide a copy of the claim record and the written decision to the
Contractor describing the information considered by the Director in reaching a decision and
the basis for that decision. If the County Engineer fails to render a written decision within
the 60 -day period, or within any extended time period as agreed to by both parties, the
Contractor shall either:
(1) accept this as a denial of the claim, or
(2) appeal the claim to the Director, as described in this subsection.
If the Contractor accepts the County Engineer's decision, the provisions of the decision
shall be implemented per subsections 108.08, 109.04, 109.05, or 109.10 and the claim is
resolved.
If the Contractor disagrees with the County Engineer's decision, the Contractor shall either:
(1) accept the County Engineer's decision as final, or
(2) file a written appeal to the Director within 30 days from the receipt of the County
Engineer's decision. The Contractor hereby agrees that if a written appeal is not
properly filed, the County Engineer's decision is final.
(d) Director's Decision. When a claim is appealed, the County Engineer will provide the claim
record to the Director. Within 15 days of the appeal either party may submit a written
request for a hearing with the Director or duly authorized delegate. The Director or duly
authorized delegate will review the claim and render a decision to affirm, overrule, or modify
the County Engineer's decision per the following:
The Director will render a written decision within 60 days after receiving the written appeal.
The Director will not consider any information that was not previously made a part of the
claim record, other than clarification and data supporting previously submitted
documentation.
The Contractor shall have 30 days to accept or reject the Director's decision. The
Contractor shall notify the Director of its acceptance or rejection in writing.
If the Contractor accepts the Director's decision, the provisions of the decision will be
implemented per subsections 108.08, 109.04, 109.05, or 109.10 and the claim is resolved.
If the Contractor disagrees with the Director's decision, the Contractor shall either:
111
(1) pursue an alternative dispute resolution process per this specification, or
(2) initiate litigation per subsection 105.24(e).
If the Director does not issue a decision as required, the Contractor may immediately initiate
either litigation per subsection 105.24(e).
For the convenience of the parties to the Contract it is mutually agreed by the parties that
any De Novo litigation shall be brought within 180 -calendar days from the date of the
Director's decision. The parties understand and agree that the Contractor's failure to bring
suit within the time period provided, shall be a complete bar to any such claims or causes
of action.
(e) De Novo Litigation. If the Contractor disagrees with the Director's decision, the Contractor
may initiate de novo litigation to finally resolve the claim that the Contractor submitted to
Weld County. Such litigation shall be strictly limited to those claims that were previously
submitted and decided in the contractual dispute and claims processes outlined. This does
not preclude the joining in one litigation of multiple claims from the same project provided
that each claim has gone through the dispute and claim process specified in subsections
105.22 through 105.24. The parties may agree, in writing, at any time, to pursue some other
form of alternative dispute resolution.
Any offer made by the Contractor or Weld County at any stage of the claims process, as
set forth in this subsection, shall be deemed an offer of settlement pursuant to Colorado
Rule of Evidence 408 and therefore inadmissible in any litigation or arbitration.
If the Contractor selected litigation, then de novo litigation shall proceed per the Colorado
Rules of Civil Procedure and the proper venue is the Weld County District Court in and for
Weld County, unless both parties agree to the use of arbitration.
If the Contractor selected non -binding arbitration, or if both parties subsequently agreed to
merit binding arbitration, arbitration shall be governed by the modified version of Arbitration
Provider's Construction Industry Arbitration Rules which follow. Pursuant to the modified
arbitration rules (R35 through R39), the arbitrators shall issue a decision with regard to
entitlement and a non -binding decision with regard to quantum. If either party disagrees
with the decision on quantum, the disagreeing party may seek a trial de novo in Weld
County District Court with regard to quantum only.
Figure 105-1 provides a summary of the disputes and claims process described in subsections
105.22, 105.23, and 105.24.
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Figure 105-1 DISPUTES AND CLAIMS FLOW CHART
(Note: If an audit is to be performed, durations in this flow chart are extended accordingly)
105.22 Project Issue — Verbal discussions between Project Engineer & Superintendent
Contractor provides written notice of dispute to Project Engineer
4,15 Days - 105.22(b)
Contractor provides written REA including the following:
(1) Date of dispute
(2) Nature of order and circumstances causing dispute
(3) Contract provisions supporting dispute.
(4) Estimated cost of dispute with supporting documentation
(5) Analysis of progress schedule and disruption, if any.
♦ 15 Days - 105.22(c)
Project Engineer and Contractor discuss merit of dispute.
I
PE denies merit of dispute.
♦
7 days - 105.22(c)
PE determines dispute has merit.
Contractor rejects PE's denial.
5 days - 105.23(a)
1
7 days - 105.22(c)
Contractor accepts denial.
Dispute is resolved.
Merit granted -
Quantum negotiations.
30 Days - 105.22 (c)
Disagree on quantum.
Dispute remains unresolved and PE initiates DRB process
5 days - 105.23(a)
DRB agreement signed.
Prehearing Submittal
30 days - 105.23(e)
10 days - 105.23(f)
DRB Hearing
1
Adjustment of
payment/schedule
in consultation with
Program Engineer -
Dispute is resolved.
30 days - 105.23(i)
DRB renders a recommendation.
I
Request for Clarification and Reconsideration
114 days - 105.23(k)
Either party rejects DRB
recommendation
10 days - 105.23(j)
DRB recommendation is accepted.
Figure 105-1 continued on next page
113
Figure 145-1
(continued)
Either party rejects DRB
30 days — 105.24(a)
105.23 Notice of intent to
file a claim
60 days —105.24(b)
Adjustment of
payment/schedule in
consultation with Program
Engineer— Dispute
Resolved
Contractor submits certified claim package Iniith County Engineer.
90 days — 105.24(c)
r Eng renders a decision.
Contractor accepts. Decision is implemented.
30 days— 105.24(c)
Contractor rejects and
appeals Cty Eng decision to
Director.
60 days — 105.24(d)
Director renders decision.
Contractor rejects
Director decision.
I
15 days —
105.24(d)
Request for[I
45 days —
hearing . 105.24(d)
30 days— 105.24(d)
Contractor accepts I I Decision is
Director decision. " implemented.
Contractor rejects and appeals
Director decision and intiates
De Novo Litigation
Litigation
Court Decision
114
Section 106 — Control of Materials
106.01 Source of Supply and Quality Requirements. All materials used shall meet all quality
requirements of the Contract. The Contractor shall comply with the requirements of the special
notice to contractors contained in the CDOT Field Materials Manual, including notifying the
Engineer of the proposed sources of materials at least two weeks before delivery.
When alternative materials are permitted for an item in the Contract, the Contractor shall state
at the Pre -construction Conference the material that will be furnished for that item.
Reference in the Contract to a particular product or to the product of a specific manufacturer,
followed by the phrase "or approved equal", is intended only to establish a standard of quality,
durability, and design, and shall not be construed as limiting competition. Products of other
manufacturers will be acceptable provided such products are equal to that specified. In order to
be considered an equal or equivalent product, all technical specifications for the alternate
product must meet or exceed all technical specifications for the specified product. The technical
specifications for the proposed equivalent product as well as the specified product shall be
submitted to the Engineer for review.
(a) When a project is not CDOT funded, B2GNow software will not be used.
All rental equipment companies and all entities who meet the Supplier definition, as outlined
in 101.02, in which the written agreement exceeds $10,000, shall have the following
requirements for the Contract:
(1) Rental equipment companies and Suppliers shall provide a completed Form 1425.
(2) The Contractor shall submit a completed Form 1425 at such time that the $10,000
amount is known to be exceeded and/or before the following occurs on the Contract:
a. the Supplier's upper tier begins work, or
b. rental equipment is being used, or
c. incorporating materials into the Contract
The Contractor shall take the necessary actions to ensure subcontractors, suppliers, and
vendors are paid within 30 days of receiving payment from the County. Failure to comply
with the requirements of this subsection shall be grounds for a stop work order and
withholding of any further progress payments., If the Contractor fails to take necessary
actions to cure the project payment issues, at day 15, the County will provide written
notification that the Contractor has failed to resolve the situation and highlighting a possible
breach of Contract and settlement of Contract. If at the end of the 30 days the Contractor
has still not resolved the situation, the County will provide written notice terminating the
Contract.
115
(b) When a project is CDOT funded, all rental equipment companies and all entities who meet
the Supplier definition, as outlined in 101.02, in which the written agreement exceeds
$10,000, shall have the following requirements for the Contract:
(1) Rental equipment companies and Suppliers shall create an account in the B2GNow
software system.
(2) The Contractor shall submit a completed Form 1425 in the B2GNow software system
at such time that the $10,000 amount is known to be exceeded and/or before the
following occurs on the Contract:
• the Supplier's upper tier begins work, or
• rental equipment is being used, or
• incorporating materials into the Contract.
The Contractor shall take the necessary actions to ensure subcontractors, suppliers, and
vendors are paid within 30 days of receiving payment from the County. Failure to comply
with the requirements of this subsection shall be grounds for a stop work order and
withholding of any further progress payments., If the Contractor fails to take necessary
actions to cure the project payment issues, at day 15, the County will provide written
notification that the Contractor has failed to resolve the situation and highlighting a possible
breach of Contract and settlement of Contract. If at the end of the 30 days the Contractor
has still not resolved the situation, the County will provide written notice terminating the
Contract.
106.02 Material Sources. Where practicable, borrow pits, gravel pits, and quarry sites shall be
located so that they will not be visible from the highway.
(a) Available Source. When the Contract shows a location that may be used by the Contractor
as a source of sand, gravel, or borrow material, the location will be known as an available
source. The Department will have an agreement with the property owner which allows
removal of material under certain conditions and for a stated price.
Conditions of this agreement which concern use of this material on the project and pit
construction and reclamation requirements for the available source will be included in the
Contract.
The Contract will indicate whether the Department has or has not obtained the necessary
County or City Zoning Clearance and the required permit from Colorado Department of
Natural Resources needed to explore and remove materials from the available source. If
the Department did not obtain the necessary clearances or permits, the Contractor shall
obtain them. Any delays to the project or additional expenses that are incurred while these
clearances or permits are being obtained shall be the responsibility of the Contractor. The
116
Contractor shall ensure that the requirements of the permits do not conflict with the pit
construction and reclamation requirements shown in the Contract for the available source.
The Department will investigate and obtain samples from the various available sources.
These samples are not intended to indicate the full extent and composition of an entire
deposit. These samples will be tested by the Department and may be combined with
various materials such as mineral fillers and additives for further testing, especially for
testing aggregate sources to obtain a satisfactory design mix. The Contract will show the
location of the test holes where samples were obtained, test results, and amounts and kinds
of any added materials utilized in the testing to obtain a satisfactory product. If the
Contractor uses an available source, all material shall meet contract specifications. The
Department will not be responsible for the material as produced by the Contractor.
All costs of producing specification material shall be borne by the Contractor.
(b) Contractor Source. Sources of sand, gravel, or borrow other than available sources will be
known as contractor sources. The contractor source will be tested by the Department and
approved by the Engineer before incorporation of the material into the project. If the
submitted materials do not meet the contract specifications it will become the Contractor's
responsibility to re -sample and test the material. The Contractor shall supply the
Department with passing test results from an AASHTO accredited laboratory electronically
sealed by a Professional Engineer. If requested by the Engineer, the Department will then
re -sample and re -test the material for compliance to the contract specifications. The
Contractor shall produce material which meets contract specifications throughout
construction of the project.
The cost of sampling, testing, and corrective action by the Contractor will not be paid for
separately but shall be included in the work.
The Contractor shall obtain all permits and agreements necessary to explore and remove
material from a contractor source. The Contractor shall also be responsible for any costs
or delays associated with obtaining these permits and agreements.
For each source of imported embankment or topsoil the Contractor shall provide the
following certification. The Contractor shall assure and certify that unacceptable levels of
hazardous waste and substances; including but not limited to those defined in the Code of
Federal Regulations, 40 CFR Part 261 Subparts C and D, and the Comprehensive
Environmental Response, Compensation, and Liability Act (CERCLA), Section 101(14) as
amended; are not incorporated into the project as a result of importing embankment or
topsoil materials. For each contractor source outside of the project limits, the Contractor
shall submit such certification to the Engineer, signed by either a Certified Industrial
Hygienist (CIH), Certified Hazardous Materials Manager (CHMM), Certified Safety
Professional (CSP), or Registered Environmental Manager (REM) or electronically sealed
by a registered Professional Engineer (PE).
117
If contractor source material for embankment or topsoil, originating outside of the project
limits, is placed on the project and is at any time found to be contaminated with
unacceptable levels of hazardous waste or substances, the Contractor shall remove the
contaminated material from the Department's right of way, dispose of it per applicable laws
and regulations, and make necessary restoration. The cost of complying with these
requirements, including sampling, testing, and corrective action by the Contractor, shall be
included in the work.
106.03 Samples, Tests, Cited Specifications. All materials or the finished product in which the
materials are used, will be inspected and tested by the Engineer, or by others if specified in the
Contract. The Engineer will furnish copies of test results that indicate out of specification
material, to the Contractor, promptly as the test results become available. Acceptance will be
based on the applicable requirements of Section 105. Any work in which untested and
uninspected materials are used shall be performed at the Contractor's risk and may be
considered as unacceptable and unauthorized work.
Unless otherwise designated, when AASHTO, ASTM, or other specifications, standards, or
policies are cited, the reference shall be to the latest edition as revised or updated by approved
supplements or interim editions published and issued before the date of advertisement for bids.
Sampling and testing will be done per the Department's minimum sampling, testing, and
inspection schedule; the special notice to contractors; and the Colorado procedures; all
contained in the CDOT Field Materials Manual and these specifications.
Where the method of test is not cited, the applicable procedure shall be per the Standard
AASHTO Method which was current on the date of advertisement for bids.
Samples will be taken by the Department except that the Contractor shall take samples of
Portland Cement Concrete per CP 61; asphalt cement, per AASHTO T40; hot mix asphalt per
CP 41; and a composite of aggregates for hot asphalt mixtures per CP 30. The Engineer will
determine the sampling locations, and the samples shall be taken in the presence of the
Engineer. The Contractor may retain a split of each sample.
All materials being used are subject to inspection and testing at any time before or during
incorporation into the work. Tests will be made by and at the expense of the Department.
106.04 Qualification of Testing Personnel and Laboratories. Personnel performing tests
used in mix design or the acceptance, rejection, or price adjustment decision, and the
laboratories in which those tests are performed, shall be qualified per Colorado Procedure 10.
106.041 Sampling and Testing of Earthwork. The testing of items associated with earthwork
shall conform to the following:
(a) Process Control Testing. Process Control (PC) testing is mandatory for the elements listed
in Section 203 — Excavation and Embankment, Section 206 — Excavation and Backfill for
118
Structures, Section 304 — Aggregate Base Course, 306 — Reconditioning and Section 603
— Culverts and Sewers of the Specifications.
The purpose of PC testing is to ensure the Contractor has complied with the Specifications
before the Owner Acceptance (OA) testing performed by the County. The minimum PC
sampling and testing frequencies are outlined in Table 106-1a for Sections 203, 206, and
603 and Table 106-1 b for Section 304, and Table 106-1c for Section 306. The Contractor
shall utilize the PC testing to ensure the quality of the work. Weld County will pay for PC
testing in accordance with Subsections 106.15 and 106.16.
OA testing is used for acceptance by the County regardless of the PC testing results. Failing
Owner Acceptance tests shall result in the removal and replacement of the elements to
specifications. The Engineer, at their sole option, may choose to use PC testing results in
the event of a discrepancy.
Process Control Plan. Process control plans (PCP) shall be submitted by the Contractor for
approval by the Engineer for the elements listed in Section 203 — Excavation and
Embankment, Section 206 — Excavation and Backfill for Structures, Section 304 —
Aggregate Base Course, and Section 603 — Culverts and Sewers of the Specifications. All
the above items shall be tested in accordance with the process control and acceptance
procedures outlined in the latest version of the CDOT Field Materials Manual and the
applicable Colorado Procedures (CP) contained in the CDOT Field Materials Manual. The
PCP shall be submitted to the Engineer for approval before the Pre -Construction
Conference. The Contractor shall not be allowed to start any work on the project until the
Engineer has approved the PCP in writing. The PCP shall contain the following items:
1. Method Statements — The Contractor shall submit detailed method statements to the
Engineer for approval before the Pre -Construction Conference. Method statements
for Section 203 — Excavation and Embankment, Section 206 — Excavation and Backfill
for Structures, Section 304 — Aggregate Base Course, and Section 603 — Culverts and
Sewers shall follow the requirements shown in Subsection 108.03(j).
2. Testing — The Contractor shall provide adequate details in the PCP describing how
the PC testing shall be performed.
The PCP shall include a sampling frequency as required by the Specifications. When
a random sampling frequency is required for the element, the PCP shall indicate how
and when the random sampling will occur. The PC tests shall be independent of the
acceptance tests unless otherwise allowed by the Engineer.
3. Point of Sampling — The materials for PC testing shall be sampled by the Contractor
using the appropriate Colorado Procedures outlined in the CDOT Field Materials
Manual. The location where material samples will be taken shall be included in the
PCP.
119
Table 106-1a — Section 203 (Embankment & Excavation), Section 206 (Excavation &
Backfill for Structures), and Section 603 (Culverts & Sewers) Testing Schedule
Minimum Testing Frequency
Contractor's Process
Control Testing
I Element
Minimum Testing Frequency
Owner Acceptance Testing
I None Required
Soil Survey
(Classification)
11 per soil type
1 per source and 1 per change
in material type
Moisture — Density
Curve
11 per soil type
1 per soil type
Gradation
1 per soil type
1 per soil type
Atterberg Limits
1 per soil type
1 per 200 CY or fraction
thereof
& a minimum of 1 additional
test per change in material
type
I In -Place Density
1 per 1,000 CY or fraction
thereof & 1 additional per
change in material type.
1 per 100 CY or fraction
thereof
& 1 per lift & 1 additional test
per change in material type
In -Place Density when
within 100 ft. of Bridge
Approach(s).
1 per 500 CY or fraction
thereof & 1 per lift & 1
additional test per change in
material type
1 per 200 CY & a minimum of
one per change in material
type
I Rock Correction
I 1 per 1,000 CY yards or
fraction thereof
Material is Consistent:
Minimum of 1 test per day.
Material is Changing: 1 test
per In -Place Density Test
I 1 Point Check
I 1 per 2,000 CY or fraction
thereof.
1 per soil type
I R -Value
11 per soil type
Any time the 1 -point check is
more than 2 Ibs/ft3 and/or 2%
of optimum moisture content
different than the proctor of the
material being tested.
I Proctor
Any time the 1 -point check is
more than 2 Ibs/ft3 and/or 2%
of optimum moisture content
different than the proctor of the
material being tested.
1 per stockpile/source and 1
per material type
I Slake Durability
1 per stockpile/source and 1
per material type
1 per source of imported
material
Water Soluble Sulfate
Ion
1 per 2,000 CY or fraction
thereof
1 per source of imported
material
Water Soluble Chloride
Ion
1 per 2,000 CY or fraction
thereof
1 per source of imported
material
I Resistivity
1 per 2,000 CY or fraction
thereof
1 per source of imported
material
pH
1 per 2,000 CY or fraction
thereof
thereof
Table Notes:
120
1. In -place densities, used for reported PC tests, shall be taken using 4, 1 -minute tests. When
density testing and/or changes in the soil type are in question, no reported density shall
exceed 100% compaction with a 1 -point proctor check on the material.
2. Rock corrections shall be done in the field using the number 4 screen. PC Tester to supply
their own screens and scale. Follow CP 23
3. 1 -point checks shall be done in the field on the day of in -place density testing. The PC tester
shall supply their own sieve screens, scale, and hotplate or microwave. The PC tester shall
also provide a stable and solid platform to perform the 1 -point verification checks. The use
of the 1 -point checks is required so the correct proctor is being utilized for the material being
tested. Follow CP 25.
Table 106-1b - Section 304 (Aaareaate Base Course) Testina Schedule
Minimum Testing Frequency
Contractor's Process Control
Testing
I
Element
Minimum Testing
Frequency Owner
Acceptance Testing
1 per 500 tons or fraction
thereof
I
Gradation
1 per 2,000 tons or
fraction thereof
1 per 500 tons or fraction
thereof
I
Atterberg Limits
1 per 2,000 tons or
fraction thereof
1 per 500 tons or fraction
thereof
In -Place Density/Percent
Relative Compaction
1 per 2,000 tons or
fraction thereof
I 1 per class and/or source
I
Moisture -Density Curves
1 per class and/or
source
I 1 per class and/or source
I
LA Abrasion
1 per class and/or
source
I 1 per class and/or source
I
R -Value
1 per class and/or
source
Table Notes:
1. In -place densities, used for reported PC tests, shall be taken using 4, 1 -minute tests. When
density testing and/or changes in the soil type are in question, no reported density shall
exceed 100% compaction with a 1 -point proctor check on the material.
2. Rock corrections shall be done in the field using the number 4 screen. PC Tester to supply
their own screens and scale. Follow CP 23
3. 1 -point checks shall be done in the field on the day of in -place density testing. The PC tester
shall supply their own sieve screens, scale, and hotplate or microwave. The PC tester shall
also provide a stable and solid platform to perform the 1 -point verification checks. The use
of the 1 -point checks is required so the correct proctor is being utilized for the material being
tested. Follow CP 25.
121
Table 106-1c — Section 306 (Reconditionina) Testina Schedule
Minimum Testing Frequency
Contractor's Process Control
Testing
I Element
I Minimum Testing Frequency
Owner Acceptance Testing
1 per 1,000 SY or fraction
thereof & 1 per 500 SY or
fraction thereof for each
shoulder (when shoulders only
are specified)
In -Place
Density/Percent
Relative Compaction
If more than 5%
oversize is present, run
CP23 rock correction.
1 per 5,000 SY or fraction
thereof & 1 per 2,500 SY or
fraction thereof for each
shoulder (when shoulders only
are specified)
1 per class and/or source
Moisture -Density
Curves
11 per class and/or source
Material is Consistent: Minimum
of 1 test per day.
Material is Changing: 1 test per
In -Place Density Test
11 Point Check
I 1 per 5,000 SY or fraction
thereof.
Table Notes:
1 In -place densities, used for reported PC tests, shall be taken using 4, 1 -minute tests. When
density testing and/or changes in the soil type are in question, no reported density shall
exceed 100% compaction with a 1 -point proctor check on the material.
2 Rock corrections shall be done in the field using the number 4 screen. PC Tester to supply
their own screens and scale. Follow CP 23
3 1 -point checks shall be done in the field on the day of in -place density testing. The PC tester
shall supply their own sieve screens, scale, and hotplate or microwave. The PC tester shall
also provide a stable and solid platform to perform the 1 -point verification checks. The use
of the 1 -point checks is required so the correct proctor is being utilized for the material being
tested. Follow CP 25.
4. Testing Standards — The PCP shall indicate which testing standards shall be followed.
Acceptable standards are Colorado Procedures, AASHTO, and ASTM. The order of
precedence is Colorado Procedures, then AASHTO procedures, and then ASTM
procedures. Deviations from the applicable procedures shall not occur unless
approved by the Engineer in writing.
All soils testing performed in the field and in the laboratory shall be performed per the
WAQTC manual and the Colorado Procedures using the following procedures.
A. AASHTO T 255 - Total Evaporable Moisture Content of Aggregate by Drying
B. AASHTO T 265 - Laboratory Determination of Moisture Content of Soils
C. AASHTO 272 and CP 23 & CP 25 - One -Point Method for Determining Maximum
Dry Density and Optimum Moisture
122
D. AASHTO T 99, CP 23 - Moisture -Density Relations of Soils Using a 2.5 -kg (5.5 -
lb) Rammer and 305 -mm (12 -in.) Drop
E. AASHTO T 180, CP 23 - Moisture -Density Relations of Soils Using a 4.54 -kg
(10 -lb) Rammer and 457 -mm (18 -in.) Drop
F. AASHTO R 75 - Developing a Family of Curves
G. AASHTO T 85 - Specific Gravity and Absorption of Coarse Aggregate
H. AASHTO T 310 & CP 80 - In -Place Density and Moisture Content of Soil and
Soil -Aggregate by the Nuclear Methods (Shallow Depth), CP 21, CP 31 (Class 1
and ABC) — Gradation
I. AASHTO T 89 and T90 — Atterberg Limits
J. AASHTO M 145 - Soils Classification
K. AASHTO T 96 — LA Abrasion
L. AASHTO T 190 — R -value
5. Testing Supervisor Qualifications — The person in charge of and responsible for the
PC sampling and testing shall be identified in the PCP. This person qualified according
to the requirements of CP 10 (Note: this will require a PE or a NICET Level III
certification).
6. Technician Qualifications — Technicians taking samples and performing the PC tests
shall be WAQTC certified and shall meet the requirements of CP 10. Further
qualifications for testing personnel are contained in Section 203, Chapter 200 of the
CDOT Field Materials Manual, CP-10, CP 13, CP 15, and CP 80, and the CDOT
Inspector's Checklist.
7. Testing Equipment — All testing equipment used to conduct the PC tests shall conform
to the standards specified in the test procedures and shall be in good working order.
Equipment calibrations shall be provided to the Engineer upon request.
8. Reporting and Record Keeping. The Contractor shall report the results of the tests to
the Engineer electronically at least once per day. Testing which is performed in the
field (e.g., density, rock corrections, 1 -point verifications, and other field tests) shall be
provided on the same day as they are performed. Testing which requires laboratory
procedures shall be report electronically within 24 hours after the laboratory testing is
completed. The PC tester shall provide written copies of the field test reports to the
Engineer and Inspector within the timeframes outlined above.
123
The Contractor shall assemble a process control (PC) notebook and update it daily.
This notebook shall contain all worksheets, test results forms, and test results charts
for each of the elements listed in Tables 106-1a, lb, and lc, respectively. The
Contractor shall submit the PC notebook to the Engineer for review upon request.
Upon completion of the PC notebook review, the Engineer will notify the Contractor in
writing of any deficiencies in the PC notebook, including the failure to submit the
notebook on time or an absence of the required reports. The Contractor shall submit,
in writing, a report detailing the cause for the absence of required reports. The report
shall include how the Contractor plans to resolve the failures. Additional failures to
submit the PC notebook on time or absent the required reports will result in a delay of
the pay estimate until the Contractor has identified and resolved the failure along with
revising and resubmitting his PCP to address these issues. Once the Engineer has
reviewed and approved the revised PCP the estimate may be paid. The final PC
notebook shall be completed within 10 days of the completion of all the earthwork on
the project.
For tests involving compaction and density, the Contractor shall ensure the tester is
performing rock corrections and 1 -point proctor checks in the field.
106.05 Sampling and Testing of Hot Mix Asphalt (More than 5,000 Tons). All hot mix asphalt
(HMA), Item 403, except Hot Mix Asphalt (Patching) and temporary pavement shall be tested
per the following program of process control testing and acceptance testing:
OA sampling frequencies shall follow Table 106-2 and Stratified Random Sampling Schedules.
Although Incentive/Disincentive payments may not be made to the Contractor for Hot Mix
Asphalt, the conformance to contract of the material and elements involved shall be evaluated
using the (Asphalt 03') Quality Project Management program and Section 105.03.
(a) Process Control Testing. Contractor Process Control testing is mandatory. The Contractor
shall be responsible for process control testing on all elements and at the frequency listed
in Table 106-2. Process control testing for HMA pay items shall not be measured and paid
for separately but shall be included in the work. The Contractor's HMA supplier and HMA
paving subcontractor shall be present when HMA paving is occurring and shall test the
HMA in accordance with Table 106-2.
The Contractor shall develop a process control plan (PCP) per the following:
1. Process Control Plan. For each element listed in Table 106-2, the PCP must provide
adequate details to ensure that the Contractor will perform process control. The
Contractor shall submit the PCP to the Engineer at the Pre -construction Conference.
The Contractor shall not start any work on the project until the Engineer has approved
the PCP in writing.
A. Frequency of Tests or Measurements. The PCP shall indicate a random
sampling frequency, which shall not be less than that shown in Table 106-2. The
process control tests shall be independent of acceptance tests.
124
Table 106-2 — Schedule for Minimum Sampling and Testing for HMA
Element
Process Control
Acceptance',2
Check (CTP)
Asphalt Content
1/500 tons
1/1,000 tons
1/10,000 tons
Gradation
1 /Day
1/2,000 tons
1/20,000 tons
Theoretical
Maximum
Specific Gravity
1/1,000 tons,
minimum 1/Day
1/1000 tons,
minimum 1/Day
1/10,000 tons
In -place Density
1/500 tons
1/500 tons
1/5,000 tons
Joint Density
1 core/2,500 linear
feet of joint
1 core/5,000
linear feet of
joint
1 core/50,000 linear feet of
joint
Aggregate Percent
Moisture
1/2,000 tons,
minimum 1/Day
1/2,000 tons
Not applicable
Percent Lime 3'4
1/Day
Not applicable
Not applicable
Table Notes:
1 The minimum number of acceptance tests will be: 5 asphalt content, 3 gradation, 10 in -place
density and 5 joint density for all projects.
2 When unscheduled job mix formula changes are made (Form 43) acceptance of the
elements, except for in -place density, will be based on the actual number of samples that
have been selected up to that time, even if the number is below the minimum listed in the
schedule. At the Engineer's discretion, additional random in -place density tests may be
taken in order to meet scheduled minimums, provided the applicable pavement layer is
available for testing under safe conditions. Beginning with the new job mix formula, the
quantity it will represent shall be estimated. A revised schedule of acceptance tests will be
based on that estimate.
3 Not to be used for incentive or disincentive pay. Test according to CP-33 and report results
from Form 106 or Form 565 on Form 6.
4 Verified per Contractor's PC Plan
B. Worksheets, Forms, and Charts. The Contractor shall submit examples of
worksheets, test result forms, and test results charts per CP 12 as part of the PCP.
C. Test Result Chart. Each process control test result, the appropriate tonnage and
the tolerance limits shall be plotted. For in place density tests, only results after
final compaction shall be shown. The chart shall be emailed daily the Engineer and
Project Inspector. The chart shall also be included in the PC Notebook.
D. Quality Level Chart. The Quality Level (QL) for each element used to calculate
incentive or disincentive in Table 106-2 and each required sieve size shall be
plotted. The QL will be calculated per the procedure in CP 71 for Determining
Quality Level (QL). The QL will be calculated on tests 1 through 3, then tests 1
through 4, then tests 1 through 5, then thereafter the last five consecutive test
results. The tonnage of material represented by the last test result shall correspond
to the QL. For in place density tests, only results after final compaction shall be
125
shown. The chart shall be emailed daily the Engineer and Project Inspector. The
chart shall also be included in the PC Notebook.
2. Elements Not Conforming to Process Control. The QL of each discrete group of five
test results, beginning with the first group of five test results, shall be a standard for
evaluating material not conforming to process control. When the group QL is below
65, the process shall be considered as not conforming to the PCP. In this case, the
Contractor shall take immediate action to bring the process back into control. Except
where the cause of the problem is readily apparent and corrected without delay,
production shall be suspended until the source of the problem is determined and
corrected. A written explanation of actions taken to correct control problems shall
accompany the test data and be submitted to the Engineer on the day the actions are
taken.
3. Point of Sampling. The material for process control testing shall be sampled by the
Contractor using approved procedures. Acceptable procedures are Colorado
Procedures, AASHTO, and ASTM. The order of precedence is Colorado Procedures,
AASHTO procedures, and then ASTM procedures. The location where material
samples will be taken shall be indicated in the PCP.
4. Testing Standards. Acceptable procedures are Colorado Procedures, AASHTO, and
ASTM. The order of precedence is Colorado Procedures, AASHTO procedures, and
then ASTM procedures.
The flexural strength test for process control shall be performed using 6 -inch by 6 -inch
beams cast in plastic molds from a single sample of concrete, cured under standard
laboratory conditions. A maximum of 72 hours after the beams are molded, they shall
be removed from the plastic molds. After demolding, the beams shall be cured in either
a 100% humidified cure room or lime treated testing tanks until the testing date. A
minimum of three 7 -day and four 28 -day flexural strength tests are required.
5. Testing Supervisor Qualifications. The person responsible for the process control
sampling and testing shall be identified in the PCP and be qualified according to the
requirements of CP 10.
6. Technician Qualifications. Technicians taking samples and performing tests must be
qualified according to the requirements of CP 10.
7. Testing Equipment. All of the testing equipment used to conduct process control
testing shall conform to the standards specified in the test procedures and be in good
working order. Nuclear testing devices used for process control testing of in -place
density do not have to be calibrated on the Department's calibration blocks.
8. Reporting and Record Keeping. The Contractor shall report the results of the process
control tests to the Engineer in writing at least once per day. The Contractor shall
assemble a process control (PC) notebook and update it daily. This notebook shall
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contain all worksheets, test results forms, test results charts and quality level charts
for each of the elements listed in Table 106-2. The Contractor shall submit the PC
notebook to the Engineer for review once a month on the date agreed to at the Pre -
Paving Conference. The PC notebook will be returned to the Contractor within one
working day after submittal. The Engineer will notify the Contractor in writing of any
deficiencies in the PC notebook, including the failure to submit the notebook on time
or an absence of the required reports. Upon the second failure to submit the complete
PC notebook on time or with an absence of the required reports, the Engineer will
notify the Contractor, and the pay estimate will be withheld until the Contractor
submits, in writing, a report detailing the cause for the failure to submit the complete
PC notebook on time or the cause for the absence of required reports. The report shall
include how the Contractor plans to resolve the failures. Additional failures to submit
the PC notebook on time or absent the required reports will result in a delay of the pay
estimate until the Contractor has identified and resolved the failure along with revising
and resubmitting his PCP to address these issues. Once the Engineer has reviewed
and approved the revised PCP the estimate may be paid. Upon submittal of the PC
notebook for the semi-final estimate, the PC notebook shall become the property of
the Department. The Contractor shall make provisions such that the Engineer can
inspect process control work in progress, including PC notebook, sampling, testing,
plants, and the Contractor's testing facilities at any time.
After compaction of the HMA is completed, in -place density tests for process control
shall be taken at the frequency shown in Table 106-2. The results shall be reported in
writing to the Engineer on a daily basis. Daily plots of the test results with tonnage
represented shall be made on a chart convenient for viewing by the Engineer. All of
the testing equipment used for in -place density testing shall conform to the
requirements of acceptance testing standards, except nuclear testing devices need
not be calibrated on the Department's calibration blocks.
(b) Acceptance Testing. Acceptance testing is the responsibility of the Department and shall
not be addressed in the PCP. The Department will determine the locations where samples
or measurements are to be taken. The maximum quantity of material represented by each
test result, the elements, the frequency of testing and the minimum number of test results
will be per Table 106-2. The location or time of sampling will be based on the stratified
random procedure as described in CP 75. Acceptance sampling and testing procedures
will be per the Schedule for Minimum Materials Sampling, Testing and Inspection in the
CDOT Field Materials Manual. Samples for project acceptance testing shall be taken by
the Contractor per the designated method. The samples shall be taken in the presence of
the Engineer. Where appropriate, the Contractor shall reduce each sample to the size
designated by the Engineer. The Contractor may retain a split of each sample which cannot
be included as part of the Contractor's process control testing.
If the Contractor elects to question the Hot Mix Asphalt (HMA) acceptance test results, the
steps outlined in CP 17 shall be followed. Dispute of the acceptance test results per CP-
17 will not be allowed unless the CP-13 Check Test Program has been successfully
completed. The Contractor shall initiate, coordinate, and complete a successful Check
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Testing Program with the OA tester before HMA placement. The results from the CP 17
resolution process shall be binding on both the Department and the Contractor. Requests
for CP 17 process for all elements except density shall be submitted in writing to the
Engineer within five workdays from the date the Contractor receives acceptance test data
from the Engineer. The specific element questioned shall be identified in writing. All
requests for the CP 17 process for the density element shall be submitted in writing to the
Engineer within 24 hours of receiving test data from the Engineer.
The Contractor shall choose a consultant laboratory not associated with the project from
the CDOT pre -established list to perform the third party testing. The Contractor shall
document his choice in writing at the Pre -Paving Conference. The Department shall
determine that the consultant has no conflict of interest.
If third party testing is required, the responsibility for the testing expenses shall be assigned
per CP 17. The costs for testing are shown in CP 17, Table 17-2.
All materials being used are subject to inspection and testing at any time before, during, or
after incorporation into work. Acceptance tests will be made by and at the expense of the
Department except when otherwise provided.
(c) Check Testing Program (CTP). Before, or in conjunction with, placing the first 500 tons of
asphalt pavement, under the direction of the Engineer, a CTP will be conducted between
acceptance testing and process control testing programs. The CTP will consist of testing
for asphalt content, theoretical maximum specific gravity, HMA 4.75 mm (#4) sieve, HMA
2.36 mm (#8) sieve, HMA 0.075 mm (#200) sieve, in -place density, and joint density per
CP 13. If the Contractor intends to test to determine air voids and VMA, check testing for
these tests is recommended. The CTP will be continued until the acceptance and process
control tests are within the acceptable limits shown in Table 13-1 of CP 13. For joint density,
the initial check test will be a comparison of the seven cores tested by Weld County and
the seven cores tested by the Contractor. These are the cores from the compaction test
section used for nuclear gauge calibration and test section payment.
During production, a split sample check will be conducted at the frequency shown in Table
106-2. Except for joint density, the split samples will be from an acceptance sample
obtained per subsection 106.05(b). The acceptance test result will be compared to the
process control test result obtained by the Contractor using the acceptable limits shown in
Table 13-1 of CP 13. An additional set of split samples from this CTP shall be retained and
used in the event of third party testing per CP 17. For joint density, the comparison sample
for testing by the Contractor will be obtained by taking a second core adjacent to the joint
density acceptance core. The acceptance test result will be compared to the process
control test result obtained by the Contractor using the acceptable limits as shown in Table
13-1 of CP 13 and following the check testing procedure given in CP 13.
If production has been suspended and then resumed, the Engineer may order a CTP
between process control and acceptance testing persons to assure the test results are
within the acceptable limits shown in Table 13-1 of CP 13. Check test results shall not be
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included in process control testing. The Engineer shall be called upon to resolve
differences if a CTP shows unresolved differences beyond the values shown in Table 13-
1 of CP 13.
(d) Stability Verification Testing. After the mix design has been approved and production
commences, the Department will perform a minimum of three stability verification tests to
verify that the field produced HMA conforms to the approved mix design:
The test frequency shall be one per day unless otherwise directed by the Engineer.
The test results will be evaluated, and the Contractor shall make adjustments if required
per the following:
1. The minimum value for stability will be the minimum specified in Table 403-1 of the
specifications. There will be no tolerance limit.
2. Quality Level. Calculate a QL for stability.
If the QL for stability is less than 65, then production shall be halted, and the Contractor
shall submit a written proposal for a mix design revision to the Engineer. The Engineer
shall give written approval to the proposed mix design revision before production
continues.
After a new or revised mix design is approved, three additional stability tests will be
performed on asphalt produced with the new or revised mix design. The test frequency
shall be one per day unless altered by the Engineer.
If the stability QL is less than 65, then production shall be halted until a new mix design
has been completed and approved using plant produced material or the Contractor
shall submit a written proposal for a mix design revision to the Engineer. The Engineer
shall give written approval to the proposed mix design revision before production
continues.
3. New or Revised Mix Design. Whenever a new or revised mix design is used and
production resumes, three additional stability field verification tests shall be performed,
and the test results evaluated per the above requirements. The test frequency shall
be one per day unless altered by the Engineer.
4. Field Verification Process Complete. When the field verification process described
above is complete and production continues, the sample frequency will revert back to
1 per 10,000 tons.
(e) Mix Verification Testing. After the mix design has been approved and production
commences, the Department will perform a minimum of three volumetric verification tests
for each of the following elements to verify that the field produced hot mix asphalt conforms
to the approved mix design:
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(1) Air Voids
(2) Voids in Mineral Aggregate (VMA).
(3) Asphalt Content (AC).
The test frequency shall be one per day unless altered by the Engineer.
The test results will be evaluated, and the Contractor shall make adjustments if required
per the following:
1. Target Values. The target value for VMA will be the average of the first three
volumetric field test results on project produced hot mix asphalt or the target value
specified in Table 403-1 and Table 403-2 of the specifications, whichever is higher.
The target value for VMA will be set no lower than 0.5 percent below the VMA target
on Form 43 before production. The target values for the test element of air voids and
AC shall be the mix design air voids and mix design AC as shown on Form 43.
2. Tolerance Limits. The tolerance limits for each test element shall be:
AC ± 0.3 percent
Air Voids ± 1.2 percent
VMA ± 1.2 percent
3. Quality Levels. Calculate an individual QL for each of the elements using the
volumetric field verification test results. If the QL for VMA or AC is less than 65 or if
the QL for air voids is less than 70, the production shall be halted, and the Contractor
shall submit a written proposal for a mix design revision to the Engineer. Production
shall only commence upon receipt of written approval from the Engineer of the
proposed mix design revision.
After a new or revised mix design is approved, three additional volumetric field
verification tests will be performed on asphalt produced with the new or revised mix
design. The test frequency shall be one per day unless altered by the Engineer.
If the QL for VMA or AC is less than 65 or the QL for the test element of air voids is
less than 70, then production shall be halted until a new mix design has been
completed per CP 52 or CP 54, a new Form 43 issued, and the Contractor
demonstrates that he is capable of producing a mixture meeting the verification
requirements per A or B below:
I A. The Contractor shall produce test material at a site other than a Weld County
project. The Contractor shall notify the Engineer a minimum of 48 hours before
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the requested test. The location and time of the test are subject to the approval
of the Engineer before placement. Three samples will be tested for volumetric
properties. If the QL for VMA or AC is equal or greater than 65 and the QL for
the element of air voids is equal or greater than 70, full production may resume
or;
B. The Contractor may construct a 500 ton test strip on the project. Three samples
in the last 200 tons will be tested for volumetric properties. After construction of
the test section, production shall be halted until the testing is complete and
element QLs are calculated. If the QL for VMA or AC is equal or greater than 65
or the QL for the element of air voids is equal or greater than 70, full production
may resume. If the QL for VMA or AC is less than 65 or the QL for the element
of air voids is less than 70, the material shall be removed and replaced at no cost
to the Department. The time count will continue, and any delay to the project will
be considered to have been caused by the Contractor and will not be
compensable.
The costs associated with mix designs shall be solely at the Contractor's
expense.
If the Contractor fails to verify the new mix design per A or B, then production
shall be halted until a new mix design has been completed per CP 52 or CP 54,
a new Form 43 issued, and the Contractor demonstrates they are capable of
producing a mixture meeting the verification requirements per A or B.
4. New or Revised Mix Design. Whenever a new or revised mix design is used and
production resumes, three additional volumetric field verification tests shall be
performed, and the test results evaluated per the above requirements. The test
frequency shall be one per day unless altered by the Engineer.
5. Field Verification Process Complete. When the field verification process described
above is complete and production continues, the sample frequency will revert back to
a minimum of 1/10,000 tons. The Engineer has the discretion to conduct additional
verification tests at any time.
I (f) Testing Schedule. Process control and project acceptance testing frequency shall be per
Table 106-2.
(g)
Reference Conditions. Three reference conditions can exist determined by the Moving
Quality Level (MQL). The MQL will be calculated per the procedure in CP 71 for
Determining Quality Level (QL). The MQL will be calculated using only acceptance tests.
The MQL will be calculated on tests 1 through 3, then tests 1 through 4, then tests 1 through
5, then thereafter on the last five consecutive test results. The MQL will not be used to
determine pay factors. The three reference conditions and actions that will be taken are
described as follows:
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1. Condition green will exist for an element when an MQL of 90 or greater is reached, or
maintained, and the past five consecutive test results are within the specification limits.
2. Condition yellow will exist for all elements at the beginning of production or when a
new process is established because of changes in materials or the job -mix formula,
following an extended suspension of work, or when the MQL is less than 90 and equal
to or greater than 65. Once an element is at condition green, if the MQL falls below 90
or a test result falls outside the specification limits, the condition will revert to yellow
or red as appropriate.
3. Condition red will exist for any element when the MQL is less than 65. The Contractor
shall be notified immediately in writing and the process control sampling and testing
frequency increased to a minimum rate of 1/250 tons for that element. The process
control sampling and testing frequency shall remain at 1/250 tons until the process
control QL reaches or exceeds 78. If the QL for the next five process control tests is
below 65, production will be suspended.
If gradation is the element with MQL less than 65, the Department will test one
randomly selected sample in the first 1250 tons produced in condition red. If this test
result is outside the tolerance limits, production will be suspended. (This test result will
not be included as an acceptance test.)
After condition red exists, a new MQL will be started. Acceptance testing will stay at
the frequency shown in Table 106-2. After three acceptance tests, if the MQL is less
than 65, production will be suspended.
Production will remain suspended until the source of the problem is identified and
corrected. Each time production is suspended, corrective actions shall be proposed in
writing by the Contractor and approved in writing by the Engineer before production
may resume.
4. Upon resuming production, the process control sampling and testing frequency for the
elements causing the condition red shall remain at 1/250 tons. If the QL for the next
five process control tests is below 65, production will be suspended again. If gradation
is the element with MQL less than 65, the Department will test one randomly selected
sample in the first 1250 tons produced in condition red. If this test result is outside the
tolerance limits, production will be suspended.
106.051 Sampling and Testing of Hot Mix Asphalt (Less than 5,000 tons). All hot mix
asphalt, Item 403, except Hot Mix Asphalt (Patching) and temporary pavement shall be tested
per the following program of process control testing and acceptance testing:
OA sampling frequencies shall follow Table 106-3 and Stratified Random Sampling Schedules.
Although Incentive/Disincentive payments may not be made to the Contractor for Hot Mix
Asphalt, the conformance to contract of the material and elements involved shall be evaluated
using the (Asphalt 03') Quality Project Management program and Sections 105.03.
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Dispute of the OA acceptance test results per CP-17 shall not be allowed unless Check Testing
per CP-13 has been successfully completed for the elements specified. The Contractor shall
initiate, coordinate, and complete a successful Check Testing Program with OA before hot mix
asphalt placement.
Hot Mix Asphalt Mix Designs submitted shall have historical test data on Total Voids %, VMA
and AC Content %. If none are available, the Department may perform Verification for these
elements on first day of production or if other element test results indicate a conformance issue.
OA acceptance testing of the Mat Density element, shall follow Table 106-3 Note #1 using
Asphalt Core samples tested per CP 44 (7-19), Method B. A Compaction Test Section or Gauge
Correlation shall not be required by the Department. If PC performs gauge correlations, coring
shall be the responsibility of the Contractor as is the repair of the core holes.
Reduction in testing and sampling may be considered for specific testing elements or in whole if
tonnage warrants. This in no way relieves the Contractor of submitting and executing approved
construction method statements, quality control plans or placement of specification materials.
For this project, Contractor process control testing of hot mix asphalt is mandatory and
shall be accomplished every day that any HMA placement occurs on the jobsite. Process control
testing will include Table 106-3 as stated below.
(a) Process Control Testing. The Contractor shall be responsible for process control testing on
all elements and at the frequency listed in Table 106-3. Process control testing for HMA
pay items shall not be measured and paid for separately but shall be included in the work.
The Contractor's HMA supplier and HMA paving subcontractor shall be present when HMA
paving is occurring and shall test the HMA in accordance with Table 106-3.
Table 106-3 - Schedule for Minimum Sampling and Testing for HMA
Element
Process Control
Owner Acceptance (1)
Asphalt Content
1/500 tons
1/1,000 tons
Theoretical Maximum
Specific Gravity
I 1/1,000 tons, minimum 1/day
1/1,000 tons, minimum
1/day
Gradation 2
1/Day
1/2,000 tons
In -Place Density
1/500 tons
1/500 tons
Joint Density
I 1 core/2,500 linear feet of joint
1 core /5,000 linear feet
of joint
Aggregate Percent
Moisture 3
1/2,000 tons or 1/Day if less than
2,000 tons
I 1/2,000 tons
Percent Lime 3' 4
1/Day
I Not applicable
Table Notes:
1 The minimum number of in -place density tests for acceptance will be 5.
2 Process control tests for gradation are not required if less than 250 tons are placed in a day.
The minimum number of process control tests for gradation shall be one test for each 1,000
tons or fraction thereof.
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3 Not to be used for incentive/disincentive pay. Test according to CP-33 and report results from
Form 106 or Form 565 on Form 6.
4 Verified per Contractor's PC Plan.
After completion of compaction, in -place density tests for process control shall be taken at
the frequency shown in Table 106-3. The results shall be reported in writing to the Engineer
on a daily basis. Daily plots of the test results with tonnage represented shall be made on
a chart convenient for viewing by the Engineer. All of the testing equipment used for in -
place density testing shall conform to the requirements of acceptance testing standards,
except nuclear testing devices need not be calibrated on the Department's calibration
blocks.
For elements other than in -place density, results from process control tests need not be
plotted, or routinely reported to the Engineer. This does not relieve the Contractor from the
responsibility of performing such testing along with appropriate plant monitoring as
necessary to assure that produced material conforms to the applicable specifications.
Process control test data shall be made available to the Engineer upon request.
(b) Owner Acceptance Testing. Owner Acceptance testing is the responsibility of the
Department. For acceptance testing the Department shall determine the locations where
samples or measurements are to be taken and as designated in Section 403. The maximum
quantity of material represented by each test result, the elements, the frequency of testing
and the minimum number of test results shall be per Table 106-3. The location or time of
sampling will be based on the stratified random procedure as described in CP 75.
Acceptance sampling and testing procedures will be per the Schedule for Minimum
Materials Sampling, Testing and Inspection in the CDOT Field Materials Manual. Samples
for Owner Acceptance testing shall be taken by the Contractor per the designated method.
The samples shall be taken in the presence of the Engineer. Where appropriate, the
Contractor shall reduce each sample to the size designated by the Engineer. The
Contractor may retain a split of each sample which cannot be included as part of the
Contractor's process control testing. Dispute of the acceptance test results per CP-17 shall
not be allowed unless a provision for check testing has been included in the Contract and
it has been successfully completed. All materials being used are subject to inspection and
testing at any time before or during incorporation into the work.
(c) Reference Conditions. Three reference conditions can exist determined by the Moving
Quality Level (MQL). The MQL will be calculated per the procedure in CP 71 for
Determining Quality Level (QL). The MQL will be calculated using only acceptance tests.
The MQL will be calculated on tests 1 through 3, then tests 1 through 4, then tests 1 through
5, then thereafter on the last five consecutive test results. The MQL will not be used to
determine pay factors. The three reference conditions and actions that will be taken are
described as follows:
1. Condition green will exist for an element when an MQL of 90 or greater is reached, or
maintained, and the past five consecutive test results are within the specification limits.
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2. Condition yellow will exist for all elements at the beginning of production or when a
new process is established because of changes in materials or the job -mix formula,
following an extended suspension of work, or when the MQL is less than 90 and equal
to or greater than 65. Once an element is at condition green, if the MQL falls below 90
or a test result falls outside the specification limits, the condition will revert to yellow
or red as appropriate.
3. Condition red will exist for any element when the MQL is less than 65. The Contractor
shall be notified immediately in writing and the process control sampling and testing
frequency increased to a minimum rate of 1/250 tons for that element. The process
control sampling and testing frequency shall remain at 1/250 tons until the process
control QL reaches or exceeds 78. If the QL for the next five process control tests is
below 65, production will be suspended.
If gradation is the element with MQL less than 65, the Department will test one
randomly selected sample in the first 1250 tons produced in condition red. If this test
result is outside the tolerance limits, production will be suspended. (This test result will
not be included as an acceptance test.)
After condition red exists, a new MQL will be started. Acceptance testing will stay at
the frequency shown in Table 106-3. After three acceptance tests, if the MQL is less
than 65, production will be suspended.
Production will remain suspended until the source of the problem is identified and
corrected. Each time production is suspended, corrective actions shall be proposed in
writing by the Contractor and approved in writing by the Engineer before production
may resume.
Upon resuming production, the process control sampling and testing frequency for the
elements causing the condition red shall remain at 1/250 tons. If the QL for the next
five process control tests is below 65, production will be suspended again. If gradation
is the element with MQL less than 65, the Department will test one randomly selected
sample in the first 1250 tons produced in condition red. If this test result is outside the
tolerance limits, production will be suspended.
106.06 Sampling and Testing of Portland Cement Concrete Paving. All Portland Cement
Concrete Pavement, Item 412, shall be tested per the following process control and acceptance
testing procedures:
(a) Process Control Testing. Process control testing by the Contractor is mandatory. Process
control testing for Portland Cement Concrete Pavement (PCCP) pay items shall not be
measured and paid for separately but shall be included in the work. The Contractor's PCCP
supplier and PCCP paving subcontractor shall be present and shall test the PCCP in
accordance with Tables 106-4 and 106-5. The Contractor shall develop a process control
plan (PCP) per the following:
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1. Process Control Plan. For each element listed in Tables 106-4 or 106-5, the PCP must
provide adequate details to ensure that the Contractor will perform process control.
The Contractor shall submit the PCP to the Engineer at the Pre -construction
Conference. The Contractor shall not start any work on the project until the Engineer
has approved the PCP in writing.
A. Frequency of Tests or Measurements. The PCP shall indicate a random
sampling frequency, which shall be equal to or more frequent than that shown in
Tables 106-5. The process control tests shall be independent of acceptance
tests.
B. Test Result Chart. Each process control test result, the appropriate area, volume,
and the tolerance limits shall be plotted. The chart shall be posted daily at a
location convenient for viewing by the Engineer.
C. Quality Level Chart. The QL for each element in Table 106-5 shall be plotted.
The QL shall be calculated per the procedure in CP 71 for Determining Quality
Level. The QL shall be calculated on tests 1 through 3, then tests 1 through 4,
then tests 1 through 5, then thereafter the last five consecutive test results. The
area of material represented by the last test result shall correspond to the QL.
D. F -test and t -test Charts. If flexural strength criteria is indicated, then the results
of F -test and t -test analysis between the Department's verification tests of
flexural strength and the Contractor's process control tests of flexural strength
shall be shown on charts. The F -test and t -test shall be calculated per standard
statistical procedures using all verification tests and process control tests
completed to date. Only results from cast beams shall be used in the F & t
analysis, flexural strengths from splitting tensile correlations shall not be included
in the F & t analysis. When a verification test is completed, the F- test and t- test
calculations shall be redone. The area of material represented by the last test
result shall correspond to the F -test and t -test. A warning value of 5 percent and
an alert value of 1 percent shall be shown on each chart. The chart shall be
submitted to the Engineer electronically daily, as results become available.
2. Point of Sampling. The material for process control testing shall be sampled by the
Contractor using CP 61. The location where material samples will be taken shall be
indicated in the PCP.
3. Testing Standards. The PCP shall indicate which testing standards will be followed.
Acceptable standards are Colorado Procedures, AASHTO, and ASTM. The order of
precedence is Colorado Procedures, then AASHTO procedures, then ASTM
Procedures.
The flexural strength test for process control shall be performed using 6 -inch by 6 -inch
beams cast in plastic molds from a single sample of concrete, cured under standard
laboratory conditions. A maximum of 72 hours after the beams are molded, they shall
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be removed from the plastic molds. After demolding, the beams shall be cured in either
a 100% humidified cure room or lime treated testing tanks until the testing date. A
minimum of three 7 -day and four 28 -day flexural strength tests are required.
4. Process Control (PC) Manager Qualifications. A PC Manager shall be identified in the
Process Control Plan (PCP). The PC Manager shall not be the Contractor's Project
Manager. The PC Manager shall be in charge of and responsible for all aspects of the
PCCP process control testing, reporting, coordination, and overall quality control. The
PC Manager shall assemble and maintain the PC notebook for the duration of PCCP
paving. The PC Manager shall be always present on the project site or batch plant
during PCCP paving. Failure to provide a PC Manager shall result in the stoppage of
paving operations.
The PC Manager shall possess one or more of the following qualifications:
A. Registration as a Professional Engineer in the State of Colorado or;
B. Registration as an Engineer in Training in the State of Colorado with two years
of paving experience or;
C. A Bachelor of Science in Civil Engineering or Civil Engineering Technology with
three years of paving experience or;
D. A minimum of 10 years PCCP paving experience AND current ACI certifications
in Aggregate Testing (Level 1 and 2), Cement Testing, Field Concrete Testing
(Grade 1), Laboratory Concrete Testing (Level 1 and 2), Concrete Construction
Inspection (Concrete Transportation Construction Inspector, Concrete Quality
Technical Manager.
5. Technician Qualifications. Technicians performing tests shall meet the requirements
of Colorado Procedure 10.
6. Testing Equipment. All of the testing equipment used to conduct process control
testing shall conform to the standards specified in the test procedures and be in good
working order. The Contractor shall provide the following equipment and supplies
which will not be paid for separately but shall be included in the work:
A. Adequate space or a minimum of at least 300 square feet of a temperature
controlled facility, separate from the onsite lab space is required to store all
project PCCP flexural and compressive strength specimens is required. This
facility shall be used exclusively for the molding and storage of concrete test
specimens as required. A separate space will be required to house equipment
and perform strength testing procedures. All equipment shall be maintained in
satisfactory condition and calibration. Heavy rusting, mechanical, and/or
electrical issues shall require testing and monitoring equipment to be replaced.
These facilities shall be provided in addition to other facilities required in Section
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620. The storage facility shall have sufficient water storage capacity for curing all
required test specimens. The storage facility shall provide separate storage tanks
for each type of required testing.
(1) The storage facility shall provide proper ventilation and a continuous
source of heating and cooling including backup power sources to maintain
storage tank temperatures.
(2) Each individual storage tank shall have continuously recording
thermometers and sufficient blank charts for the project. The recording
charts shall be changed regularly and used charts shall be kept in the PC
notebook. The County's Engineer and Project Inspector shall be notified
of the maximum and minimum temperatures in each tank on a daily basis.
(3)
Temperatures of each storage tank shall be recorded for the duration of
the project or until the last OA strength test has been reported.
(4) In the event, storage tanks drop below 60 °F or above 80 °F, all samples
stored in the tank will be considered suspect and out of specification with
the project requirements. Specimens shall be tested per the testing
schedule for concrete specimens. If specimen test results indicate
abnormalities or below the specified project strength requirements, the
results shall be evaluated per the steps outlined below at the discretion of
the Engineer.
(i)
The areas represented by the failing specimens shall be considered
failing to meet the project specifications and shall be removed and
replaced at no additional cost to the project.
(ii) If in the Engineer's sole discretion, cored specimen sampling will be
allowed, the core companion specimens shall be taken from with the
slab areas represented by the failing specimens. Testing shall be
completed per CP 65, Standard Practice for Evaluating Low
Concrete Strength Test Results, Method B.
(iii) X-raying of the in -place PCCP may be required prior to the start of
any coring operations in order to determine where the welded wire
mesh, tie bars and dowel bars are located.
(5) If the Contractor fails to provide proper curing or cold weather protection,
the Contractor, at the Engineer's direction, shall use cores to determine
the acceptance or rejection of the PCCP area(s) that are in question.
Cores shall be taken with the following procedure.
I (i) The Engineer will notify the Contractor in writing that cores shall be
taken in the PCCP area(s) that are in question. The locations for the
coring will be directed by the Engineer. All coring, repairing, and
testing shall be done at the expense of the Contractor regardless of
the result.
Cores shall be taken and tested per CP 65 Method B between 28
days and 45 days after PCCP placement.
Cores shall be a minimum of 6 inches in diameter. Core bits used to
cut the core shall have a 6'/4" outside diameter which shall produce
a true 6" core.
At the direction of the Engineer, a minimum of 3 cores from a single
slab area shall be obtained for the locations that are suspect.
The flexural strength of the concrete shall be determined using the
pre -production PCCP correlation to splitting tensile strength. Cores
containing rebar steel, dowel bars, or other materials other than
concrete shall be excluded from the splitting tensile testing results.
If the splitting tensile strength of any one core differs from the
average by more than 10 percent, that strength shall be discarded,
and the average strength will be determined using the strength of the
remaining two cores.
If the strength of more than one core differs from the average by
more than 10 percent, the average strength shall be determined
using all three splitting tensile strengths of the cores. If the average
core splitting tensile strength is greater than or equal to 600 psi, the
concrete represented by the cores will be accepted or accepted with
a price reduction per subsection 106.06.
(ii) If the Contractor fails to maintain the tank temperatures within the
specified range and the Engineer determines, in their sole discretion,
that coring is required, the areas represented by the cylinders stored
in the tank shall be cored and a pay reduction of 2.5% will be applied
to the unit price of PCCP, regardless of the testing results.
If the average core strength is between 615 psi (inclusive) and 645
psi, the PCCP shall be accepted by the Engineer but shall be
assessed a pay reduction per subsection 105.06.
If the average core strength is less than 600 psi, the PCCP shall be
removed and replaced per subsection 105.03 and 105.06.
(iii) Prior to coring, the Contractor shall submit a proposed repair method
for the core hole for approval. The method shall use an approved
high strength non -shrink concrete or grout patching material with of
minimum compressive strength of 4,500 psi. The Contractor shall
submit and follow the manufacturer's recommendations along with
the repair method. The Engineer shall review and approve the repair
method before the coring takes place.
(iv) Time delays resulting due to the Contractor's failure to provide proper
curing or cold weather protections will be considered non -excusable
and will not be compensated.
(v) The Contractor shall provide electronic copies of the testing results
to the Engineer within two business days of receipt of the testing
results.
(vi) All costs associated with the repair of the core holes including the
preparation and submittal of the repair method will not be measured,
and paid for separately but shall be included in the work.
B. A certified machine for testing flexural, compressive and splitting tensile strength
of concrete specimens shall be provided by the Contractor. The machine shall
have an opening size capable of housing the flexural strength apparatus, splitting
tensile apparatus and compression heads. The machine shall have a square or
rectangular bottom platen at least 2 inches thick. The machine shall have a
minimum capacity of 300,000 lbs. The machine shall have a digital monitor
capable of displaying load rate and total load. The following or an approved equal
may be used:
(1) Forney model number FHS-300 with a Co -Pilot digital monitor.
(2) Humboldt model number HCM-3000 with an iD Digital Indicator.
(3) Gilson model number MC -400 with Pro Controller.
(4) Test Mark Industries CM -3000 with 1720 Digital Indicator.
Both the Contractor and the Engineer will use this machine for testing concrete
specimens. The machine shall meet the requirements of AASHTO T97 and T22.
After the machine has been certified and accepted by the Engineer it shall not
be moved until all Portland cement concrete paving and flexural strength
acceptance tests have been completed. A weekly check of the planeness of all
bearing surfaces on the flexural strength apparatus shall be made and recorded
in the Contractor's PC notebook for each week that flexural strength testing
occurs.
Swapping flexural strength apparatus, splitting tensile strength apparatus and
compressive strength head will not require recertification of the test machine.
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I
C. Beam molds for molding all test specimens required. Beam molds shall have a
cross section of approximately 6 inches by 6 inches. All beam molds shall be
checked by the Contractor before being placed in service and monthly. The
checks of each beam mold shall be recorded in the Contractor's PC notebook.
This shall include all testing described in subsection 106.06.
D. The Contractor shall supply an MIT Scan T2 or MIT Scan T3 and the associated
tests plates when pavement thick acceptance is based on magnetic pulse
induction (MPI).
7. Reporting and Record Keeping. The Contractor shall report the results of the tests to
the Engineer electronically at least once per day.
The Contractor shall assemble a process control (PC) notebook and update it daily.
This notebook shall contain all worksheets, test results forms, test results charts and
quality level charts for each of the elements listed in Table 106-5. The Contractor shall
submit examples of worksheets, test result forms and test results charts per CP 12B
as part of the Contractor's Process Control Plan (PCP). The Contractor shall submit
the PC notebook electronically to the Engineer for review once a month on the date
agreed to at the Pre -construction Conference.
A list of recognized deficiencies will be returned to the Contractor within two workdays
after submittal. Deficiencies may include, but are not limited to, the failure to submit
the notebook on time or an absence of the required reports. For any month in which
deficiencies are identified, the PC notebook will be submitted for review two weeks
after the PC notebook is returned. Upon the second recognized deficiency the
Engineer will notify the Contractor, and the pay estimate shall be withheld until the
Contractor submits, in writing, a report detailing the cause for the recognized
deficiency. The report shall include how the Contractor plans to resolve the
deficiencies. Additional recognized deficiencies will result in a delay of the pay
estimate until the Contractor has identified and resolved the deficiency along with
revising and resubmitting his PCP to address these issues. Once the Engineer has
reviewed and approved the revised PCP the estimate may be paid. Upon submittal of
the PC notebook for the semi-final estimate, the PC notebook shall become the
property of the Department. The Contractor shall make provisions such that the
Engineer can inspect process control work in progress, including PC notebook,
sampling, testing, plants, and the Contractor's testing facilities at any time.
8. PC Stockpile Management. For Projects greater than 25,000 SY of PCCP, the
contractor shall perform PC Testing for each aggregate source. All aggregates
furnished for the project shall conform to the range of tolerances listed in Table 106-4
when compared to the approved mix design gradations. Individual gradation testing
shall be at a minimum frequency of 1/day or 1/1,000 tons, whichever is greater, as
aggregate is delivered to the batch plant and incorporated into the stockpile. If material
does not meet the listed tolerances, the area of the stockpile represented by the
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sample may be remixed and retested. If material fails to meet the tolerances a second
time, it shall be rejected. If multiple batch plants are being utilized, aggregates at each
plant shall be tested separately. Testing and Tracking methods shall be included in
the Contractor's Process Control Plan.
Table 106-4 — Individual Aaareaate Gradation Tolerances
Sieve Size
Tolerance (`)/0)
≥No. 4
±6
No.8 — No. 30
±4
No. 50
±3
No. 100
±2
No. 200
±1
9. Optimized Gradation. The Contractor shall perform process control testing of the
combined aggregate gradation (CAG) when an Optimized Gradation (OG) is used for
Class P Concrete. The CAG testing frequency shall be three per day. Test one shall
be sampled and tested after full production begins but before production reaches 100
cubic yards. Test two shall be sampled and tested after four hours of continuous
production or production reaches 1,000 cubic yards, whichever comes first. Test three
shall be sampled and tested after seven hours of continuous production or production
reaches 1750 cubic yards, whichever comes first. The frequency shall be a minimum
of one per day if production is less than 750 cubic yards.
The Department will perform one gradation test each day that may be a split of one of
the three daily PC samples. This data will not be used to determine acceptability of
the material but as information only.
The Contractor's gradation test data will be used to evaluate the gradation
optimization based on the mix design optimization.
When the Contractor's gradation test results fail to meet their optimization range, the
Contractor shall immediately make corrections to bring the aggregate gradation
optimization range and notify the Engineer. If two or more consecutive test results for
any single day or two successive days are found to fall outside the optimization range,
the Contractor shall immediately suspend production and provide a written corrective
plan to the Engineer for approval before resuming production.
Upon being allowed to resume production, the Contractor shall follow the daily
sampling frequency. If the next two consecutive gradation tests indicate that the meet
the optimization range, the Contractor may continue production. If the first two
aggregate samples do not meet the optimization range, production shall be
suspended.
Before resuming production, the Contractor shall sample the individual aggregate
stockpiles at two or more locations to determine the range of variability within each
stockpile, make appropriate adjustments to the percentages for each aggregate
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component, and discharge and sample the combined aggregates. The combined
aggregate gradation shall be tested to determine if the CF and WF fall inside the
workability box. Production can resume if the optimization range is met. Production
will continue to be suspended for additional evaluation of stockpiles and aggregate
feed rates until gradation sampling and testing indicate the optimization range is met.
All gradation test information during production shall be provided to the Engineer daily.
The Contractor shall immediately report all gradation test data to the Engineer for
evaluation during periods when production is suspended or upon resuming
production. The Contractor will be notified in writing in all cases when production may
resume or shall remain suspended.
10. Aggregate Moisture Content. An aggregate moisture content sample from the first 100
cubic yards of concrete shall be tested; then one test per 750 cubic yards shall be
performed. The frequency shall be a minimum of one per day if production is less than
750 cubic yards per day. The moisture content sample maybe the same sample used
for gradation PC testing. Moisture content of each aggregate shall be tested per CP
33. As they become available, results shall be immediately input into the batching
computer and reflected on batch tickets.
When Recycled Concrete Aggregate (RCA) is used, the moisture content of the RCA
shall be at or above the absorption of the RCA. When the moisture content of the RCA
is lower than the absorption of the RCA, the Contractor shall immediately suspend
production and provide a written corrective plan to the Engineer for approval before
resuming production
11. Box Test. When the Contractor is using a slipform paver, the Contractor shall perform
a Box Test in accordance with CP-63 at the beginning of each day's paving. The Box
Test shall show no more than 30 percent surface voids and an edge slump less than
1/4 inch. When the Box Test results fail to meet these requirements, the Contractor
shall immediately make corrections and notify the Engineer. After corrective actions
have been completed, the Contractor shall perform a Box Test. The Box Test shall
show no more than 30 percent surface voids and an edge slump less than 1/4 inch. If
two or more consecutive Box Test results fail to meet these requirements, the
Contractor shall immediately suspend production and provide a written corrective plan
to the Engineer for approval before resuming production.
12. Concrete Test Reports. The Contractor shall distribute electronically to the concrete
supplier all flexural -strength PC data for the concrete supplied to the project. The
Contractor shall distribute the PC flexural strength data within two business days of
the 7 -day and 28 -day compressive strength testing. The data shall include the flexural
strength and batch ticket number at a minimum.
13. Concrete Test Reports. The Contractor shall distribute electronically to the concrete
supplier all compressive -strength process control (PC) data for the concrete supplied
to the project. The Contractor shall distribute the PC compressive strength data within
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two business days of the 7 -day and 28 -day compressive strength testing. The data
shall include the compressive strength and batch ticket number at a minimum.
(b) Acceptance Testing. Acceptance testing frequencies shall be per the Schedule (Owner
Acceptance) in the CDOT Field Materials Manual. Except for flexural strength, acceptance
tests will be conducted by and at the expense of the Department. Acceptance sampling
and testing procedures will be per the CDOT Field Materials Manual with the following
exceptions and inclusions:
A split sample from an acceptance test shall not be used for a process control test. The
Engineer will designate the location where samples are to be taken. Samples shall be taken
by the Contractor per CP 61. The Engineer will be present during the sampling and take
possession of all acceptance samples. Samples transported in different containers will be
combined and mixed before molding specimens. All materials are subject to inspection and
testing at all times.
Pavement thickness acceptance will be determined by cores or magnetic pulse induction
(MPI).
Acceptance tests for thickness using MPI shall be the Contractor's process control tests.
MPI testing shall be per AASHTO T359.
Acceptance tests for flexural strength shall be the Contractor's process control tests. The
flexural strength tests shall be the average flexural strength of four test beams. The test
beams shall be prepared according to AASHTO T23. The flexural strength of each
specimen shall be measured according to AASHTO T97 with the following additional
requirements: If the flexural strength of only one specimen differs from the average by more
than 10 percent, that specimen shall be deleted, and the average strength shall be
determined using the remaining three specimens. If the flexural strength of more than one
specimen differs from the average by more than 10 percent, the test value shall be the
average of all four specimens. Each set of four beams shall be tested at 28 days after
molding. If the nominal maximum aggregate size of the mix is 3/4 inches or less, then the
Contractor shall prepare three additional test beams using the 4x4x14 inch molds. The
4x4x14 inch specimens will be tested 28 days. The results of the 4x4x14 inch specimens
will be for information only and will not be used to determine the acceptability of the
concrete. Results of the 4x4x14 inch specimens will be reported to the Engineer with the
corresponding acceptance test results. These additional specimens are being used to
evaluate the validity of using smaller test specimens for acceptance.
Acceptance flexural strength specimens shall be cast, cured, tested for flexural strength by
the Contractor's PC Manager or technician with a current ACI concrete strength certificate,
and witnessed by the Engineer or an approved Weld County Representative. Test results
not witnessed by Weld County will not be accepted.
The Contractor shall, in the presence of the Engineer, begin batch testing a minimum of 10
days prior to the start of concrete paving to develop a correlation curve per AASHTO T198
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(ASTM C496) Splitting Tensile Strength of Cylindrical Concrete Specimens. Specimens
shall be evaluated per CP65-19 method B. At least three splitting tensile strength
specimens and four flexural strength specimens will be tested at 3, 7, 14, and 28 days. The
splitting tensile strength and flexural strength specimens for each age used to develop the
correlation curve shall be cast from the same batch of concrete being placed on the project.
As stated in Subsection 105.06, Splitting Tensile Strength (AASHTO T198) sampling and
testing by Weld County is being used to determine the validity of Splitting Tensile Strength
as an acceptance criterion and not a ratio or correlation to Flexural. Weld County OA will
mold 6 — (6 in x 12 in) specimens for Splitting tensile strength to be tested (3) at 7 days and
(3) at 28 days, at a minimum of 1 set per day of concrete placement.
(c) Verification Testing. Verification testing will be used only when flexural strength criteria is
indicated and is the responsibility of the Department. The Department will determine the
locations where samples or measurements are to be taken. The location of sampling shall
be based on a stratified random procedure.
Verification sampling and testing procedures will be per Sections 105, 106, 412, the
Schedule for Minimum Materials Sampling, Testing and Inspection in the CDOT Field
Materials Manual, and CP 13. Samples for verification testing shall be taken by the
Contractor per CP 61 in the presence of the Engineer.
An analysis of test results will be performed after all test results are known using the t -test
and F -test statistical methods with an alpha value set at 0.05. If either the above t -test and
F -test analysis shows a significant difference, then the following items shall be checked:
comparison of beam fracture locations and types, computations, and flexural testing
machine outputs, curing tank temperature charts, slump and air contents, plant batch
tickets for major changes, review of sampling, molding, testing procedures, along with IAT
check tests and any other investigations that may clarify the significant differences. If after
a review of the data no reasons can be determined for the significant difference, the
Department's test data shall be used for determining Quality Levels and Incentive or
Disincentive according to the methods in this Section.
(d) Check Testing. The Contractor and the Engineer shall conduct a check testing program
(CTP) before the placement of any concrete pavement. The check testing program shall
include a conference directed by the Engineer, the Contractor's testers, and the
Department's testers concerning methods, procedures and equipment for flexural strength
testing. Check testing shall be completed before any Portland cement concrete pavement
is placed. A set of four beams will be molded by both the Contractor and the Department's
project testers from a split sample. The specimens will be sampled, molded and cured for
seven days and tested flexural strength according to the procedures of Section 106. The
Department's Independent Assurance Tester shall also mold, cure and test a set of three
cylinders or four beams, but the Independent Assurance Test results will not be entered in
the check testing analysis. If the results of the check tests do not meet the following criteria,
then the check testing will be repeated until the following criteria are met:
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(1) The average of the Contractor's test results, and the average of the Department's test
results shall be within 10 percent of the average of all test results.
(2) Each specimen test result shall be within 15 percent of the average of all test results.
During production, split samples of randomly selected acceptance tests will be compared
to the permissible ranges shown in Table 13-1 of CP 13. The minimum frequency will be
as shown in Table 106-5.
If production has been suspended and then resumed, the Engineer may order a CTP
between tests taken by process control and acceptance testing persons to assure the test
results are within the permissible ranges shown in Table 13-1 of CP 13. Check test results
shall not be included in process control testing. The Engineer shall be called upon to resolve
differences if a CTP shows unresolved differences beyond the ranges shown in Table 13-
1 of CP 13.
(e) Independent Assurance Testing. The sample for the IAT will be a split sample of the
Contractor's process control test. The Department's representative performing verification
tests shall also use a split sample of the Contractor's process control test and participate
in the IAT. The IAT for flexural strength will be the average flexural strength of four test
beams prepared according to the requirements of Section 106. IAT specimens shall be
tested at 28 days on the project's certified break machine. IAT specimens shall not be
transported offsite. If the IAT specimens are transported offsite, the transported specimens
shall be invalid. The IAT lab will be rescheduled to retest and recast the specimens for
strength at the IAT lab's expense.
(f)
Testing Schedule. All samples used to determine Incentive or Disincentive payment by
quality level formulas per Section 105, will be selected by a stratified random process.
Table 106-5 — Testing Schedule — Item 412 Portland Cement Concrete Pavement,
Flexural Strength Criteria
Element
Minimum Testing Frequency Contractor's Process
Control
Aggregate Gradation and Sand
Equivalent
(Minimum of 1/day, then 1/10,000 SY.
Slump
First three loads each day, then as needed for control.
Water Cement Ratio
First three loads each day, then 1/500 CY.
Air Content and Yield
Minimum of 1/day, then 1/2500 SY.
Flexural Strength
Minimum of 1/day, then 1/2500 SY.
Splitting Tensile Strength
Minimum of 1/day, then Y2,500 SY
Pavement Thickness
Per subsection 412.21.
'Pull Test Joints
Minimum of six transverse and six longitudinal joint
locations for the first 2500 linear feet, then three
transverse and three longitudinal joints thereafter
'Load Transfer Dowel Bar Placement
Per subsection 412.13(b)(2)
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Element
Minimum Testing Frequency Contractor's Process
Control
Average Texture Depth
1 per 528 linear feet in each lane and shoulder wider
than 8 feet.
Box Test
Minimum of 1/day when a slipform paver is used at the
beginning of each day's paving
'Aggregate Moisture Content
Per Subsection 106.06(a)(10)
106.07 Material Inspection at Plant. If the Engineer inspects the materials at the source, the
following conditions shall be met:
(1) The Engineer shall have the cooperation and assistance of the Contractor and the materials
producer.
(2) The Engineer shall have full entry to all parts of the plant necessary for the manufacture or
production of the materials being furnished.
(3) Adequate safety measures shall be provided and maintained.
The Department reserves the right to retest all materials which have been previously tested or
inspected. The retesting may be before or after incorporation of the materials into the work.
Those materials inspected and tested after delivery on the project or after incorporation into the
work, that do not meet the requirements of the Contract will be rejected or accepted with an
adjustment in price per the requirements of subsection 105.03.
106.08 Storage of Materials. Materials shall be stored to assure the preservation of their quality
and fitness for the work. Stored materials, even though conditionally approved before storage,
will be subject to inspection and testing before incorporation into the work. Stored materials shall
be located to facilitate prompt inspection. With prior approval, portions of the right of way may
be used for storage of materials and equipment, and for the Contractor's plant. Any additional
space required shall be provided at the Contractor's expense. Stored materials will be paid for
per subsection 109.07. Private property shall not be used for storage purposes without written
permission of the owner or lessee. If requested, copies of such written permission shall be
furnished to the Engineer. All storage sites shall be restored to their original condition at the
Contractor's expense.
106.09 Handling Materials. All materials shall be handled so their quality and fitness for the
work is preserved. Aggregates shall be transported to the work in vehicles constructed to prevent
loss or segregation of materials.
106.10 Department Furnished Materials. Material furnished by the Department will be made
available to the Contractor at the points specified in the Contract.
The cost of handling and placing materials after they are made available to the Contractor shall
be included in the contract price for the item.
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The Contractor will be held responsible for all material received until it is incorporated into the
work and accepted.
Demurrage charges resulting from the Contractor's failure to accept the material at the
designated time and point of delivery will be deducted from monies due the Contractor.
106.11 Buy America (BA) and Build America, Buy America (BABA) Requirements. Projects
which do not have any federal and/or CDOT funding are exempt from the requirements of this
section. Projects which have federal and/or CDOT funding shall meet the requirements of this
section. The Bid Documents shall indicate if the project is federally and/or CDOT funded.
(a) For projects containing less than $500,000 in federal aid and/or CDOT highway funding,
the following requirements shall apply:
(1) Contractual Documents. This specification shall be used in conjunction with the
applicable version of the Special Notice to Contractors Section of the CDOT Field
Materials Manual (FMM), and the requirements therein, in effect at the time of bidding.
The Special Notice to Contractors Section of the FMM, and the requirements therein,
shall be considered a contractual document when this specification is included.
(2) Glass Beads for Pavement Marking. All post -consumer and industrial glass beads for
pavement marking shall have been manufactured from North American glass waste
streams in the United States of America. The bead manufacturer shall submit a COC
in accordance with subsection 106.12 confirming that North American glass waste
streams were used in the manufacture of the glass beads.
(b)
(3)
II
For projects containing more than $500,000 in federal aid and/or CDOT highway funding,
the following requirements shall apply:
Buy America and Build America, Buy America. Buy America and Build America, Buy
America documentation for steel and iron, construction materials, and manufactured
products are not require for this project.
(1)
Contractual Documents. This specification shall be used in conjunction with the
applicable version of the Special Notice to Contractors Section of the CDOT Field
Materials Manual (FMM), and the requirements therein, in effect at the time of bidding.
The Special Notice to Contractors Section of the FMM, and the requirements therein,
shall be considered a contractual document when this specification is included.
(2) Categorization of articles, materials, and supplies
A. An article, material, or supply should only be classified into one of the following
categories:
Iron or steel products;
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ii. Manufactured products;
iii. Construction materials; or
iv. Section 70917(c) materials.
B. An article, material, or supply should not be considered to fall into multiple
categories. In some cases, an article, material, or supply may not fall under any
of the categories listed in paragraph (b)(1) of this section. The classification of
an article, material, or supply as falling into one of the categories listed in
paragraph (b)(1) must be made based on its status at the time it is brought to the
work site for incorporation into an infrastructure project. In general, the work site
is the location of the infrastructure project at which the iron, steel, manufactured
products, and construction materials will be incorporated.
C. An article, material, or supply incorporated into an infrastructure project must
meet the Buy America Preference for only the single category in which it is
classified.
Steel or Iron Products. All manufacturing processes, including the application of a
coating, for all steel or iron products permanently incorporated in the work shall have
occurred in the United States of America. All manufacturing processes include the
processes that change the raw ore or scrap metal into a finished steel or iron product.
The Contractor shall obtain and maintain on file Buy America certifications that every
process from either the original smelting or melting operation, including the application
of a coating, performed on steel or iron products either has or has not been carried
out in the United States of America. These Buy America certifications apply to every
steel and iron product that requires pre -inspection, pretesting, certified test results, or
a certificate of compliance. Shipping invoices, bar lists, and mill test reports shall
accompany the Buy America certifications. These Buy America certifications shall be
obtained from each supplier, distributor, fabricator, and manufacturer that has handled
each steel or iron product. These Buy America certifications shall create a chain of
custody trail for every supplier, distributor, fabricator, and manufacturer that handled
the steel or iron product and shall include certified mill test reports with heat numbers
from either the original smelting or melting operation. Prior to the permanent
incorporation or payment for the steel or iron products, the Contractor shall also
provide a copy of these certifications to the Project Engineer. The Contractor shall
allow the State, FHWA, and their representatives access to the Buy America
certifications including supporting documentation upon request. The lack of these
certifications will be justification for rejection of the steel or iron product.
Before the permanent incorporation into the project and before payment for steel or
iron products, the Contractor shall also provide the following for every iron or steel
product that is delivered:
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(4) Contractor Compliance Certification. The compliance certification document shall
certify in writing that the Contractor has received and reviewed the Buy America
certifications and supplied them to the Project Engineer; the certification(s) and
supporting documentation is on file and complies with the Buy America requirements;
and when requested, the Contractor has submitted the required documentation to
FHWA or other CDOT representatives.
(5)
Monthly Summary of Buy America Certifications. The Contractor shall also maintain a
document that summarizes the date and quantity of all steel and iron material
delivered to the project. This summary document shall include the pay item, quantity
of material delivered to the project, delivered cost of the pay item, and the quantity of
material installed by the monthly progress payment cutoff date. The summary
document shall reconcile the pay item for the material delivered to the project to the
Buy America certifications. The summary document shall also include the delivered
cost of all foreign steel or iron delivered and permanently incorporated into the project,
if applicable. The Contractor shall also submit a summary document for each month
that no steel or iron products are incorporated into or delivered to the project. The
Contractor shall submit the summary document to the Engineer by the monthly
progress payment cutoff date.
The Contractor shall obtain and maintain on file Buy America certifications that every
process from either the original smelting or melting operation, including the application
of a coating, performed on steel or iron products either has or has not been carried
out in the United States of America. These Buy America certifications apply to every
steel and iron product that requires pre -inspection, pretesting, certified test results, or
a certificate of compliance. Shipping invoices, bar lists, and mill test reports shall
accompany the Buy America certifications. These Buy America certifications shall be
obtained from each supplier, distributor, fabricator, and manufacturer that has handled
each steel or iron product. These Buy America certifications shall create a chain of
custody trail for every supplier, distributor, fabricator, and manufacturer that handled
the steel or iron product and shall include certified mill test reports with heat numbers
from either the original smelting or melting operation. Prior to the permanent
incorporation or payment for the steel or iron products, the Contractor shall also
provide a copy of these certifications to the Project Engineer. The Contractor shall
allow the State, FHWA, and their representatives access to the Buy America
certifications including supporting documentation upon request. The lack of these
certifications will be justification for rejection of the steel or iron product.
This requirement will not prevent a minimal use of foreign steel or iron, provided the
total cost, including delivery to the project, of all such steel and iron products does not
exceed 1/10 of one percent (i.e., 0.1`)/0) of the total contract cost or $2,500, whichever
is greater. When there is foreign steel or iron permanently incorporated into the
project, the Contractor shall provide documentation of the project delivered cost of
that foreign steel or iron to the Project Engineer.
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(6) Manufactured Products. The FHWA's 1983 Buy America Final Rule, (see
https://www.fhwa.dot.gov/programadmin/contracts/112583.cfm) waive the application
of Build America, Buy America requirements for manufactured products that do not
include steel and iron components. However, Buy America requirements apply to steel
or iron components of manufactured products (i.e., steel wire mesh or steel reinforcing
components of precast reinforced concrete products).
(7)
Glass Beads for Pavement Marking. All post -consumer and industrial glass beads for
pavement marking shall have been manufactured from North American glass waste
streams in the United States of America. The bead manufacturer shall submit a COC
in accordance with subsection 106.12 confirming that North American glass waste
streams were used in the manufacture of the glass beads.
(8) Construction Materials. Build America, Buy America (BABA) requirements apply to the
following construction materials incorporated into infrastructure projects. Each listed
construction material is followed by material -specific manufacturing process criteria
that is necessary to be considered "produced in the United States."
A. Non-ferrous metals. All manufacturing processes, from initial smelting or
melting through final shaping, coating, and assembly, occurred in the United
States;
B. Plastic and polymer -based products (including polyvinylchloride [PVC],
composite building materials, and polymers used in fiber optic cables). All
manufacturing processes, from initial combination of constituent plastic or
polymer -based inputs, or, where applicable, constituent composite
materials, until the item is in its final form, occurred in the United States;
C. Glass (including optic glass). All manufacturing processes, from initial
batching and melting of raw materials through annealing, cooling, and
cutting, occurred in the United States. See section 106.11(d) of the CDOT
Specifications for additional requirements related to glass beads for
pavement marking;
D. Fiber optic cable (including drop cable). All manufacturing processes, from
the initial ribboning (if applicable), through buffering, fiber stranding and
jacketing, occurred in the United States. All manufacturing processes also
include the standards for glass and optical fiber, but not for non-ferrous
metals, plastic and polymer -based products, or any others;
E. Optical fiber. All manufacturing processes, from the initial preform fabrication
stage through the completion of the draw, occurred in the United States;
F. Lumber. All manufacturing processes, from initial debarking through
treatment and planing, occurred in the United States;
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G. Engineered wood. All manufacturing processes from the initial combination
of constituent materials until the wood product is in its final form, occurred in
the United States; and
H. Drywall. All manufacturing processes, from initial blending of mined or
synthetic gypsum plaster and additives through cutting and drying of
sandwiched panels, occurred in the United States.
Except as specifically provided, only a single standard under paragraph (6) of this section
should be applied to a single construction material.
Before the permanent incorporation into the project and before payment for all eligible
construction materials, the Contractor shall obtain a certification from each supplier,
distributor, fabricator, and manufacturer that has handled the construction material and
submit it to the Project Engineer. This certification shall identify that every material -specific
manufacturing process as listed above either has or has not been carried out in the United
States of America and shall attest specifically to Build America, Buy America compliance.
In the case that eligible construction materials are permanently incorporated into the
project, the Contractor shall maintain and submit on a monthly basis, CDOT Form #1600,
Contractor's Certificate of Compliance summarizing the Item Description, CDOT Bid Item
Number, Manufacturer Name, Date, and Quantity Received, Date and Quantity Installed,
Bid Item Unit, and delivered cost of all eligible construction materials. The completed Form
#1600(s) shall be kept in the project files and shall be submitted as part of the material
final documentation package.
In the case that no eligible construction materials are permanently incorporated into the
project, the Contractor shall maintain and submit on a monthly basis, CDOT Form #1610,
Non -Applicable Projects: Build America, Buy America (BABA), certifying that no
construction materials subject to Build America, Buy America requirements as defined in
this section will be permanently incorporated into the project. The completed Form
#1610(s) shall be kept in the project files and shall be submitted as part of the material
final documentation package.
Form #1600 or Form #1610 does not relieve the Contractor of providing the necessary
Build America, Buy America supplier certifications prior to permanent incorporation into
the project or before payment for the material. The Contractor shall allow the State, FHWA,
and their representatives access to the Buy America and Build America, Buy America
certifications and supporting documentation upon request. The lack of these certifications
will be justification for rejection of the construction material.
(i)
This requirement will not prevent a minimal use of foreign construction materials,
provided the total cost of non -compliant materials, including delivery to the project, of
all such construction materials does not exceed $1,000,000 or five percent of the
total applicable project costs, whichever is lesser. Total applicable project costs are
defined as the cost of materials (including the cost of any manufactured products)
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used in the project that are subject to Buy America and/or Build America, Buy
America requirements. When there are foreign construction materials permanently
incorporated into the project, the Contractor shall provide documentation of the
project delivered cost of the non -compliant materials to the Project Engineer before
permanent incorporation or payment. Form #1600 shall be used to track the total
applicable project cost of all materials subject to Buy America and/or Build America,
Buy America requirements. The foreign construction material minimal use threshold
percentage of five percent shall not be exceeded in any given month.
(1) Section 70917(c) materials including cement and cementitious materials;
aggregates such as stone, sand, or gravel; and aggregate binding agents or
additives are not subject to Build America, Buy America requirements.
(2) Project Level Waivers. The Federal Highway Administration is responsible for
processing and approving all waivers, including waivers requested by recipients
and on behalf of subrecipients. More information on Buy America waivers can be
found in the Field Materials Manual Special Notice to Contractors.
If a Contractor desires to pursue a waiver they shall notify the CDOT Project Engineer in
writing who will then submit it to the CDOT Materials & Geotechnical Services Unit,
Pavement Design and Documentation Services Program. The Pavement Design and
Documentation Services Program will review it and forward it to the FHWA Division Office
for consideration.
A Contractor's decision to pursue any waivers on the project shall not waive or otherwise
nullify any provisions of the Contract. In addition, the time to obtain a waiver shall be
considered a non -excusable, non-compensable delay and Liquidated Damages (per
Subsection 108.09) will be enforced should the Contract Time (original or as amended)
expire due to the approval or non -approval of a waiver.
The Contractor will not be entitled to an extension of contract time due to the approval or
non -approval of a waiver and no such claim will be considered.
106.12 Certificates of Compliance. The Contract will designate products and assemblies that
can be incorporated in the work, if accompanied by Certificates of Compliance. The Certificate
of Compliance shall be a legible copy or an original document from the manufacturer, and shall
include, under penalty of perjury, the original or electronic signature (including corporate title) of
a person having legal authority to act for the manufacturer. It shall state that the product or
assembly to be incorporated into the project has been sampled and passed all specified tests in
conformity to the plans and specifications for the project.
The Contractor's original signature and certification shall be added to the manufacturer's
document, as directed below.
Each certificate shall include:
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(1) Manufacturer's name.
(2) Address of manufacturing facility.
(3) Laboratory name and address.
(4) Name of product or assembly.
(5) Complete description of the material.
(6) Model, catalog, stock number (if applicable).
(7) Lot, heat, or batch number identifying the material delivered.
(8) Date(s) of the laboratory testing.
(9) Listing of all applicable specifications required by the Department for this particular product
or assembly. Certificates shall reference the actual tests conducted on samples taken from
the same lot, heat, or batch, and shall include a statement that the product or assembly to
be incorporated into the project was fabricated per and meets the applicable specifications.
The Contractor shall certify and sign the manufacturer's original Certificate of Compliance as
directed below. The quantity certified by the Contractor shall be that which has been delivered
to the project at that time and is represented by that COC. For products with multiple delivery
dates, multiple Certificates of Compliance will be required. One legible copy of the fully signed
Certificate of Compliance shall be furnished to the Engineer before installation of material. The
original shall be provided to the Engineer before payment for the represented item will be made.
Both the legible copy and the fully signed Certificate of Compliance shall include the Contractor's
certification and signature. Each product or assembly delivered to the project must contain the
lot, heat, or batch number identical to that on the accompanying Certificate of Compliance.
The following certification, signed by a person having legal authority to act for the Contractor:
I hereby certify under penalty of perjury that the material listed in this
Certificateof Compliance represents (quantity
and units) of pay item (pay item
number and Description) that will be installed on project number
Contractor Date
Failure to comply with the above requirements may result in delays to the project or rejection of
the materials. Products or assemblies furnished on the basis of Certificates of Compliance may
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be sampled and tested by the Department and if determined not to meet the applicable
specifications will be rejected or accepted according to subsection 105.03.
106.13 Certified Test Report. The Contract will designate products and assemblies that can be
incorporated in the work if accompanied by Certified Test Reports. The Certified Test Report
shall be a legible copy or an original document from the manufacturer, and shall include, under
penalty of perjury, the original or electronic signature (including corporate title) of a person having
legal authority to act for the manufacturer or the independent testing laboratory. It shall state that
the test results show that the product or assembly to be incorporated into the project has been
sampled and passed all specified tests in conformity to the plans and specifications for this
project. Each report shall include:
(1) Manufacturer's name.
(2) Address of manufacturing facility.
(3) Laboratory name and address.
(4) Name of product or assembly.
(5) Complete description of the material.
(6) Model, catalog, stock number (if applicable).
(7) Lot, heat, or batch number identifying the material delivered.
(8) Date(s) of the laboratory testing.
(9) All test results are required to verify that the material furnished conforms to all applicable
Department specifications. Test results shall be from tests conducted on samples taken
from the same lot, heat, or batch.
The Contractor shall certify and sign the manufacturer's original Certified Test Report as directed
below. The quantity certified by the Contractor shall be that which has been delivered to the
project at that time and is represented by that Certified Test Report. For products with multiple
delivery dates, multiple Certified Test Reports will be required. One legible copy of the fully
signed Certified Test Report shall be furnished to the Engineer before installation of material.
The original shall be provided to the Engineer before payment for the represented item will be
made. Both the legible copy and the fully signed Certified Test Report shall include the
Contractor's certification and signature. Each product or assembly delivered to the project must
contain the lot, heat, or batch number identical to that on the accompanying Certified Test
Report.
The following certification, signed by a person having legal authority to act for the Contractor:
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I hereby certify under penalty of perjury that the material listed in this
Certified Test Report represents
(quantity and units) of pay item
(pay item number and Description) that will be installed on
project number
Contractor Date
Failure to comply may result in delays to the project or rejection of the materials. Products or
assemblies furnished on the basis of Certified Test Reports may be sampled and tested by the
Department and if determined not to meet the applicable specifications will be rejected or
accepted according to subsection 105.03.
106.14 Trade Names, Approved Equals, and Substitutes. In order to establish a basis of
quality, certain processes, types of machinery and equipment, or kinds of materials may be
specified either by description or process or by designating a manufacturer by name and
referring to that brand or product designation or by specifying a kind of material. It is not the
intent of the specifications to exclude other processes, equipment or materials of equal value,
utility, or merit.
Whenever a process is designated, or a manufacturer's name, brand or item designation is
given, or whenever a process or material covered by patent is designated or described, it shall
be understood that the words "or approved equal" follow such name, designation, or
description, whether in fact they do so or not. In order to be considered an "approved equal"
the item shall meet or exceed the specifications for the designated item specifications in all
categories.
If it is desirable to furnish items of equipment by manufacturers other than those specified
as a substitute after the Contract is executed, the Contractor shall secure approval before
placing a purchase order or furnishing the same.
If the proposal includes a list of equipment, materials, or articles for which the Contractor must
name the manufacturer at the time of submission of the bid, no substitutions therefore will be
permitted after a proposal has been accepted without the express consent of the Owner.
106.15 Method of Measurement. Process Control (PC) sampling and testing for the earthwork
items covered in Section 203 — Excavation and Embankment, Section 206 — Excavation and
Backfill for Structures, Section 304 — Aggregate Base Course, Section 306 — Reconditioning,
and Section 603 — Culverts and Sewers will be measured as the actual number of days of PC
sampling and Testing work performed. The PC tester shall be onsite for the entire time the
Contractor is engaging in earthwork related to the above -mentioned sections. The Contractor
shall utilize the PC tester to take samples and tests at the frequencies required in Subsection
106.041 as well as any other tasks needed (i.e., set rolling patterns for compactive effort, provide
written daily test results to the Engineer and Inspector, log in and out on the daily sampling and
testing results summary sheet, collecting tickets from trucks entering the site, etc.).
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Sampling and Testing report forms from the PC tester shall be provided to the Department within
twenty-four hours of the field test being completed. Laboratory tests which take longer than 24
hours to complete shall be provided to the Department no later than 24 hours after the test is
completed. It is not acceptable to provide the PC test results on a weekly basis.
Failure to provide PC sampling and testing shall result in a pay reduction of $300/sample or
$300/test to be assessed to the Contractor for each day PC testing is not performed for all items
requiring testing including but not limited to earthwork items, HMA items, concrete items, PCCP
items, etc. The continued failure of the Contractor to comply with the requirements of this
subsection shall result in the suspension of Work by the Engineer, the assessment of pay
reductions in accordance with Section 108.12, and withholding of progress payments. Contract
time shall not stop in the event of a suspension of work.
Failing Owner Acceptance (OA) tests shall result in the removal and replacement of the elements
per the specifications. In the event of a failing OA test, the Engineer will issue a Form 105 to the
Contractor documenting the failure and shall apply a $300/failing test pay reduction. The
Engineer will in their sole discretion determine if a pay reduction will be assessed.
The County shall be responsible for obtaining and paying an Independent Assurance Testing
(IAT) consultant as required for the project. If IAT has to be rescheduled for another time or has
to be redone due to the Contractor's actions, the Contractor shall be responsible for paying for
the IAT. The Contractor shall be assessed a $500/test pay reduction for each test that has to be
rescheduled or redone. The Engineer will, in their sole discretion, determine if a pay reduction
will be assessed.
106.16 Basis of Payment. Payment for Process Control Sampling and Testing shall be at the
Contract unit price for each item listed below that appears in the bid schedule.
Pay under:
Pay Item
I Pay Unit
'Process Control Testing for Items 203, 206, 304, 306, & 603
I Day
Payment for Process Control Testing for Items 203, 206, 304, and 603 shall be full compensation
for all labor, materials, and equipment necessary for the PC tester to perform all the work
described in the Specifications.
Process Control Testing for other items not listed under Items 203, 206, 304, 306, and 603 is
mandatory but will not be subject to payments and shall be incidental to the Work.
The PC tester's commute time shall not be measured and paid for separately but shall be
included in the work.
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Section 107 — Legal Relations and Responsibility to Public
107.01 Laws to be Observed. The Contractor shall keep fully informed and comply with all
Federal, State and local laws, ordinances, and regulations and all orders and decrees of bodies
or tribunals having any jurisdiction or authority, which may affect those engaged or employed on
the work or affect the conduct of the work. The Contractor shall protect and indemnify the
Department and its representatives against any claim or liability arising from or based on the
violation of any such law, ordinance, regulation, order or decree, whether by the Contractor, the
subcontractors, suppliers of materials or services, or their employees.
Failure to comply with all contractual obligations may lead to the suspension, debarment, or both
of the Contractor as stipulated in the "Rules".
107.02 Permits, Licenses, and Taxes. The Contractor shall procure all permits and licenses,
pay all charges, fees, and applicable taxes, and give all notices necessary and incidental to the
due and lawful prosecution of the Contract.
Before beginning work, the Contractor shall furnish the Engineer a written list of all permits
required for the proper completion of the Contract. The list shall clearly identify the type of permit
or permits that must be obtained before work on any particular phase or phases of work can be
started. Copies of the fully executed permits shall be furnished to the Engineer prior to the start
of construction.
Before beginning work, a Zoning Permit for a Manufactured Home (ZPMH) shall be applied for
and obtained from the Weld County Department of Planning and Zoning when there are to be
trailers or shipping containers used as field offices on the project site. A building permit shall be
obtained from the Weld County Building Department for any electrical connection to the office
trailer or shipping container regardless of the electrical connection type. All costs associated with
obtaining the required permits shall be incidental to the Work.
When the project has more than 10,000 cubic yards of material (unclassified excavation, muck,
topsoil, etc.) that is to be removed and transported out of the project limits, the Contractor shall
obtain a mining permit (111 Special Operations Permit) from the Colorado Division of
Reclamation, Mining, and Safety (DRMS) prior to the removal of any material out of the project
area. The Contractor shall provide the County with a copy of the approved permit from DRMS.
The Contractor shall be responsible for all bonds and fees required to obtain and maintain the
DRMS permit.
107.03 Patented Devices, Materials, and Processes. If the Contractor employs any design,
device, material, or process covered by letters of patent or copyright, the Contractor shall provide
for their use by suitable legal agreement with the patentee or owner. The Contractor and the
Surety shall indemnify and save harmless the Department, any affected third party, or political
sub -division from any and all claims for infringement resulting from the use of any patented
design, device, material or process, or any trademark or copyright, and shall indemnify the
Department for any costs, expenses, and damages which they may be obliged to pay by reason
of any infringement, during the prosecution or after the completion of the Contract.
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107.04 Restoration of Surfaces Opened by Permit. An individual, firm, or corporation may be
issued a permit to construct or reconstruct a utility service. The Contractor shall allow permit
holders to perform permitted work. The Contractor shall make necessary repairs resulting from
this work, as directed. The repairs will be paid for as extra work per subsection 109.04.
The repairs will be subject to the same requirements as the original work performed.
107.05 Federal Aid Provisions. When the United States Government participates in the cost
of a project, the Federal laws and the rules and regulations made pursuant to such laws must
be observed by the Contractor, and the work shall be subject to the inspection of the appropriate
Federal agency.
Such inspection shall not make the United States Government a party to the Contract and shall
not interfere with the rights of the parties to the Contract.
107.06 Safety, Health, and Sanitation Provisions. The Contractor and any subcontractor shall
not require any laborer or mechanic employed in performance of the Contract to work in
surroundings or under working conditions which are unsanitary, hazardous, or dangerous to his
health or safety, as determined under construction safety and health standards (Rules and
Regulations of the Federal Occupational Safety and Health Act of 1970 (OSHA) and as
amended).
All facilities and work conditions shall comply with the Colorado and Local Health Department
Regulations and with OSHA requirements.
(a) Project Safety Management Plan. Before the start of construction, the Contractor's Project
Safety Manager shall prepare a written Project Safety Management Plan (Plan) which shall
be specific to the project. The Plan shall include:
(1) Designation of a Project Safety Manager and an alternate, including names and
contact information, and competent persons for each construction activity as
described below.
(2) A list of all significant and/or high -risk construction activities and safety considerations
as described below, and a hazard assessment for each.
(3)
Direction as to whether engineering, administrative, personal protection measures,
training, or a combination thereof, shall be implemented to address the hazards
identified in (2) above.
(4) Provisions for field safety meetings. The Contractor shall conduct field safety meetings
(also known as Toolbox or Tailgate meetings) at the frequency specified in the Plan,
which shall be at least once per week. The Contractor shall encourage participation
by all persons working at the project site. Participants at these meetings shall discuss
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specific construction activities for that work period, results from safety inspections,
required personal protective equipment, and all other necessary safety precautions.
(5)
Provisions for project safety meetings. In the event of a safety stand -down, the
Contractor shall conduct a project safety meeting to discuss the circumstances leading
to the stand -down, and the measures that shall be taken to prevent a recurrence. The
Contractor shall notify the Engineer of the time, date, and location of these meetings,
shall require participation by all persons (including Department personnel and
consultants) working at the project site, and shall track attendance through sign-up
lists.
(6) At the Contractor's option, portions of the Plan may be prepared by the subcontractors
that will be performing that subcontracted work. The Contractor shall remain
responsible for the overall project Plan, and for incorporating portions prepared by
subcontractors. Portions of the Plan prepared by subcontractors shall be as stringent
as the Contractor's overall Plan.
(7) Procedures for assuring compliance by subcontractors, suppliers, and authorized
visitors to the project. In addition, the Plan shall specify the measures that will be taken
to discourage unauthorized personnel from entering the site.
(8) Procedures to be followed in cases where workers are suspected of drug or alcohol
impairment.
(9) Provisions for project safety inspections. The Project Safety Manager shall conduct
regular project safety inspections at the frequency specified in the Plan, at least once
per month. The Contractor shall notify the Engineer in advance of these inspections.
Documentation of the inspections shall include the date of the inspection, the
participants, the findings, and the corrective measures taken to address the findings.
Within one week after these inspections, the Contractor shall provide a copy of the
documentation to the Engineer and shall maintain a copy on the project site.
(10) Procedures to be followed to correct violations of the Plan by any personnel.
(11) The notification, investigation, and implementation procedures that the Contractor
shall follow in the case of a safety stand down. The procedures shall include
immediately reporting the reason for safety stand down and reporting the results of
the investigation and implementation procedures.
(12) The safety plan should address issues including, but not limited to the following:
Protocols for requiring symptomatic individuals to stay away from the project site.
Protocols for identifying and protecting vulnerable individuals.
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Protocols on reporting of potential and confirmed infections to project and Weld
County staff.
Cleaning and sanitizing of devices and materials brought to the site for installation.
Cleaning and sanitizing practices for equipment, workspaces, and sanitation facilities
both for everyday situations and for a situation where a worker is found to have been
infected by the pandemic virus. Provisions and protocols for washing hands or other
means of hand sanitizing.
The planned use of shift work to minimize interpersonal contact between crews.
Task specific protocols that ensure people minimize contact and maximize social
distancing while performing particular jobs. For example, rules for laborers to follow
when forced to work in close quarters like tying steel on a structure, or installing pipe
in a trench, or other similar operations.
Protocols to ensure materials testers, inspectors and other project staff can perform
their work while maintaining proper social distancing from contractor staff. This
includes the exchange of necessary documents like load tickets, COCs, payroll
information etc.
Meeting arrangements, including techniques for remote meetings, and maintaining 6
feet minimum spacing if face-to-face meetings are unavoidable, and when trying to
verbally communicate around loud machinery and operations. Protocol and plan for
enforcement on who may access Field office and Material testing trailers to ensure
social distancing is maintained. Protocols to ensure staff maintain social distancing
while taking breaks from work activities, including the use of temporary lodging on
remote jobs.
(13) Supplemental PPE to be used during the pandemic. The Contractor's certification
shall be as follows:
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By authorized signature below, (Contractor name) ,
referred to as "the Contractor," hereby certifies that this Project Safety Management Plan
(Plan) complies with and meets applicable Federal, State, and local laws, rules, regulations
and guidelines governing safety, health and sanitation, including but not limited to the
Occupational Safety and Health Act, 29 CFR 1910, 29 CFR 1926, 23 CFR 634, Mine Safety
and Health Administration (MSHA), Title 30 CFR, the "Colorado Work Zone Best Practices
Safety Guide", CFR 49, national consensus standards, and the Drug -Free Workplace Act
(Public Law 100-690 Title V, subtitle D, 41 USC 701 et seq.), and subsection 107.06 of the
Standard Specifications.
All operations and work practices of the Contractor shall comply with this Plan. The
Contractor requires that all subcontractors, suppliers, Department personnel, and
consultants comply with this Plan.
(Signature of Contractor's Project Safety Manager or alternate)
Title
Date
Before the start of construction, the Contractor shall submit the Plan to the Engineer for the
project records, and shall provide updates to the Plan as necessary, and as work conditions
or personnel change. The Contractor shall review the Plan for sufficiency and accuracy at
least once per twelve months of contract time. The Engineer will review the Plan for general
compliance with subsection 107.06 and notify the Contractor in writing that the Plan has
been received and addresses items 1 thru 13 above. An up-to-date copy of the Plan shall
be on the project site in the Contractor's possession at all times.
(b) Contractor Responsibilities. The Contractor shall ensure compliance with applicable
Federal, State, and local laws, rules, regulations, and guidelines governing safety, health
and sanitation, including but not limited to the Plan, the Occupational Safety and Health
Act, 29 CFR 1910, 29 CFR 1926, 23 CFR 634, Mine Safety and Health Administration
(MSHA), Title 30 CFR, the "Colorado Work Zone Best Practices Safety Guide", CFR 49,
national consensus standards, and the Drug -Free Workplace Act (Public Law 100-690 Title
V, subtitle D, 41 USC 701 et seq.).
The Contractor shall provide all safeguards, safety devices, and protective equipment, and
shall take all other actions necessary to protect the life, safety, and health of persons
working at or visiting the project site, and of the public and property in connection with the
performance of the work covered by the Contract. In the case of conflicting requirements,
the more stringent of the requirements shall apply. The Contractor shall require that all
operations and work practices by Contractor, subcontractor, supplier, and Department
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personnel and consultants comply with the provisions of the Plan. The Contractor shall
respond in writing to all safety issues raised by the Engineer.
All work vehicles and mobile equipment shall be equipped with one or more functioning
warning lights mounted as high as practicable, which shall be capable of displaying in all
directions one or more flashing, oscillating, or rotating lights for warning roadway traffic.
The lights shall be amber in color. The warning lights shall be activated when the work
vehicle or mobile equipment is operating within the roadway, the right of way, or both. All
supplemental lights shall be SAE Class 1 certified.
(c) Project Safety Manager. Before the start of construction, the Contractor shall designate a
Project Safety Manager and an alternate, who shall be responsible for the coordination of
safety activities, and preparation, certification, and implementation of the Plan.
(d) Competent Persons. Before the start of construction, the Contractor shall designate at least
one competent person for each of the construction activities being completed. A competent
person is an individual who, by way of training, experience, or combination thereof, is
knowledgeable of applicable standards, is capable of identifying existing and predictable
workplace hazards relating to a specific construction activity, is designated by the employer,
and has authority to take prompt, appropriate actions. Construction activities and safety
considerations that must be addressed by the Plan and by designation of a competent
person shall include, but are not limited to (if applicable to the project):
(1) Rotomilling and paving operations.
(2) Concrete paving.
(3) Concrete placement.
(4) Lead abatement.
(5) Hearing protection.
(6) Respiratory protection.
(7) Rigging.
(8) Assured grounding.
(9) Scaffolding.
(10) Fall protection.
(11) Use of cranes.
(12) Trenching and excavating.
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(13) Steel erection.
(14) Underground construction (including caissons and cofferdams).
(15) Demolition.
(16) Blasting and the use of explosives.
(17) Stairways and ladders.
(18) Asbestos.
(19) Confined space.
The appropriate competent persons shall be present on the project site at all times during
the specific construction activities that require those competent persons.
(e) Project Safety and Health Requirements. All personnel on the project site shall wear the
following personal protective equipment (PPE) at all times when in the highway right of
way, except when in their vehicles:
(1) Head protection and high visibility apparel, reflectorized for night use conforming to
ANSI/ISEA 107 — 2004, and appropriate, sturdy footwear, all of which shall comply
with the latest appropriate national consensus standards.
(2) All other PPE that is stipulated by the Plan. All PPE shall comply with the latest
appropriate national consensus standards.
(f)
(9)
Safety Stand -Down. The Engineer may immediately suspend all or part of any work in the
case of an accident (including property damage), or catastrophe (one or more persons
hospitalized in a single incident), or other situation presenting an imminent danger to life or
health, such as a near miss, violation of the Plan, or presence of a hazardous situation. In
the case of a worksite fatality directly related to the Contractor's or any subcontractor's work
operations, the safety stand -down shall be mandatory. In the case of a traffic fatality
unrelated to a work -zone incident in the opinion of the Engineer, the safety stand -down will
not be mandatory. During any mandatory safety stand -down due to a fatality, all work on
the project shall cease, except that work deemed immediately necessary by the Engineer
to make the project safe. The Contractor will be allowed to resume operations only after
providing written documentation, certified by the Project Safety Manager or alternate,
regarding the corrective actions taken to prevent recurrence.
Regulatory Enforcement Actions. The Contractor shall provide written notifications of all
Regulatory agency actions relating to safety to the Engineer.
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(h) Failure to Comply. Failure to comply with the requirements of subsection 107.06 shall be
grounds for withholding of progress payments, project suspension, or both.
(i)
Costs. All costs associated with the preparation and implementation of the Plan and
compliance with all safety, health, and sanitation provisions and requirements will not be
measured and paid for separately but shall be included in the work.
107.07 Performance of Safety Critical Work. Consider the following work elements safety
critical work:
(1) Overhead girder erection, location, and structure number as shown on the plans.
(2) Overhead structure(s) construction or repair, repair, location, and structure number as
shown on the plans.
Removal of bridge, location, and structure number as shown on the plans.
Removal of portion of bridge(s), location, and structure number as shown on the plans.
Temporary works: falsework, shoring that exceeds 5 feet in height, cofferdams, and
temporary bridges.
(3)
(4)
(5)
(6) Work requiring the use of cranes or other heavy lifting equipment to set a girder, to make
overhead repairs; also, when construction materials are being lifted that may fall onto active
traffic lanes.
(7) Blasting
(8) Excavation and embankment adjacent to the roadway, especially if it requires shoring. The
Engineer will specify the depth or proximity of the earthwork considered safety critical work.
(9) Tunneling
(10) Work operations such as pile driving and jack hammering which may create vibration and
cause debris to fall into traffic.
(11) Rockfall mitigation
(12) Work within 50 feet of active railroad track centerline
(13) Caissons and/or direction boring in high density utility corridor. This includes open holes for
new drilled shafts within two shaft diameters of existing drilled shafts and structures.
(14) Work over or adjacent to a river, stream, irrigation ditch, or other protected waterway.
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(15) Urban work near and/or where pedestrians or bicycle pathways must be maintained during
construction.
The Contractor shall submit, for review, an initial, detailed construction plan that addresses safe
construction methods for each of the safety critical elements applicable. The Engineer's review
will be for general conformance with the plans, specifications, best management practices
regarding safety of the operation and industry standards. When the specifications already
require an erection plan, a bridge removal plan, or a removal of portion of bridge plan, it shall be
included as a part of this plan. The detailed construction plan shall be submitted two weeks
before the safety critical element conference described below.
The Contractor shall stamp and sign the construction plan "Approved for Construction". The
Engineer will review the construction plan for acceptance. Weld County's review of this
information shall not relieve the Contractor of liability. Certifications that are expired are invalid
and are not in compliance with this specification.
The Construction Plan shall include the following:
(1) Safety Critical Element for which the plan is being prepared and submitted.
(2) Contractor or subcontractor responsible for the plan preparation and the work.
(3) Schedule, procedures, equipment, and sequence of operations, that comply with the
working hour limitations.
(4) Temporary works required: falsework, bracing, shoring, etc.
(5) Underground, above grade, and overhead utilities identification and protective steps taken.
(6) Additional actions that will be taken to ensure that the work will be performed safely.
(7) Communications plan as necessary with stakeholders and the public.
(8) Names and qualifications of workers who will be in responsible charge of the work:
A. Years of experience performing similar work
B. Training taken in performing similar work.
C. Certifications earned in performing similar work.
(9) Names and qualifications of workers operating cranes or other lifting equipment
A. Years of experience performing similar work.
B. Training taken in performing similar work.
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C. Certifications earned in performing similar work .
(10) The construction plan shall address how the Contractor will handle contingencies such as:
A. Unplanned events (storms, traffic accidents, etc.)
B. Structural elements that don't fit or line up.
C. Work that cannot be completed in time for the roadway to be reopened to traffic.
D. Replacement of workers who don't perform the work safely.
E. Unexpected absence of critical management team
F. Equipment failure
G. Other potential difficulties inherent in the type of work being performed.
(11) Name and qualifications of Contractor's person designated to determine and notify the
Engineer in writing when it is safe to open a route to traffic after it has been closed for safety
critical work.
(12) Erection plan or bridge removal plan when submitted as required elsewhere by the
specifications. Submit plan requirements that overlap with above requirements only once.
The Contractor shall hold a Safety Critical Element Conference two weeks before beginning
construction on each safety critical element. The Engineer, the Contractor, the safety critical
element subcontractors, and the Contractor's Engineer shall attend the conference.
Required pre -erection conferences or bridge removal conferences may be included as a part of
this conference. Communications staff (Contractor or Weld County) shall also attend in order to
address any public/media needs.
After the safety critical element conference, and before beginning work on the safety critical
element, the Contractor shall submit a final construction plan to the Engineer for record purposes
only except for bridge removal and girder erection plans. Submit safety critical construction plans
related to bridge removal and girder erection per the corresponding standard specification, 202 -
Removal of Bridge, 509 -Structural Steel or 618 -Prestressed Concrete as appropriate. The
Contractor's Engineer shall seal temporary works, such as falsework, shoring etc., related to
construction plans for the safety critical elements, (3) Removal of Bridge, (4) Removal of Portion
of Bridge and (5) Temporary Work. The Contractor shall stamp and sign the final construction
plan "Approved for Construction" if the elements Removal of Portion of Bridge and Temporary
Works are safety critical work elements for this project.
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The Contractor shall perform safety critical work only when the Engineer or an authorized
representative is on the project site. The Contractor's Engineer shall be on site to inspect and
provide written approval of safety critical work for which they provided signed and sealed
construction details. Unless otherwise directed or approved, the Contractor's Engineer need not
be on site during the actual performance of safety critical work but shall be present to conduct
inspection for written approval of the safety critical work.
When ordered by the Engineer, the Contractor shall immediately stop safety critical work that is
being performed in an unsafe manner or will result in an unsafe situation for the traveling public.
Before stopping work, the Contractor shall make the situation safe for work stoppage. The
Contractor shall submit an acceptable plan to correct the unsafe process before the Engineer
will authorize resumption of the work.
When ordered by the Engineer, the Contractor shall remove workers from the project that are
performing the safety critical work in a manner that creates an unsafe situation for the public per
subsection 108.06.
If an unplanned event occurs or the safety critical operation deviates from the submitted plan,
the Contractor shall immediately cease operations on the safety critical element, except for
performing any work necessary to ensure worksite safety, and provide proper protection of the
work and the traveling public. If the Contractor intends to modify the submitted plan, he shall
submit a revised plan to the Engineer before resuming operations.
All costs associated with the preparation and implementation of each safety critical element
construction plan will not be measured and paid for separately but shall be included in the work.
The Contractor shall not be relieved from ultimate liability for unsafe or negligent acts or to be a
waiver of the Colorado Governmental Immunity Act on behalf of the Department.
107.08 Public Convenience and Safety. The Contractor shall conduct the work to minimize
obstruction to traffic. The safety and convenience of the general public and the residents along
the highway and the protection of persons and property shall be provided for by the Contractor
as specified under subsection 104.04.
107.09 Railroad -Highway Provisions. If the Contract requires materials to be hauled across
railroad tracks, the Department will make arrangements with the railroad company for any new
crossings required or for the use of any existing crossings. The Contractor shall make
arrangements for the use of crossings not provided in the Contract.
Work performed by the Contractor on the railroad right of way shall be performed to avoid
interference with the movement of trains or traffic on the railroad tracks. The Contractor shall
use care and precaution in order to avoid accidents, damage, or unnecessary delay or
interference with the railroad company's trains or property.
107.10 Construction Over and Adjacent to Navigable Waters. Work on navigable waters
shall be conducted to avoid interference with free navigation of the waterways and so the existing
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navigable depths will not be impaired except as allowed by permit issued by the U.S. Coast
Guard or the U.S. Army Corps of Engineers, as applicable.
107.11 Barricades and Signs. The Contractor shall provide, erect, and maintain barricades,
suitable and sufficient lights, pavement markings, signs, and other traffic control devices, and
shall protect the work and safety of the public per the Contract. Highways closed to traffic shall
be protected by barricades, and obstructions shall be illuminated during hours of darkness. Signs
shall be provided to control and direct traffic.
The Contractor shall erect signs at locations where operations may interfere with the use of the
road by traffic, and at all intermediate points where the new work crosses or coincides with an
existing road, bike path, or sidewalk. Signs shall be constructed, erected, and maintained per
the Contract.
Barricades, warning signs, lights, temporary signals, and other protective devices shall conform
with the latest revision of the "Manual on Uniform Traffic Control Devices for Streets and
Highways" published by the FHWA, and adopted by the Department, the latest revision of the
Colorado Supplement thereto, and the required traffic control plan.
107.12 Use of Explosives. When explosives are utilized in the prosecution of the work, the
Contractor shall not endanger life, property, or new work. The Contractor shall be responsible
for all damage resulting from the use of explosives.
The Contractor's explosives shall be stored in a secure manner in compliance with laws and
ordinances, and storage places shall be clearly marked. When electric blasting caps are used,
stored or moved in the vicinity of the work, warning signs prohibiting the use of radio transmitters
and mobile telephones shall be posted on all roads within 350 feet of the blasting operation.
The Contractor shall notify property owners and public utility companies having structures in the
proximity of the work of the intention to use explosives. Notice shall be given sufficiently in
advance to enable them to protect their property.
In advance of doing any blasting work involving the use of electric blasting caps within 200 feet
of any railroad's track or structures, the Contractor shall notify the proper authority of the railroad
company as to the location, date, time and approximate duration of such blasting operations.
At the conclusion of each day of blasting, all spent surface blasting components shall be
removed. At the conclusion of blasting and excavation work, the Contractor shall properly
dispose of all spent blasting components. At the completion of final grading, the Contractor shall
inspect the project and remove all exposed blasting components.
107.13 Protection and Restoration of Property and Landscape. The Contractor shall
preserve private and public property and protect it from damage. Land monuments and property
marks shall not be disturbed or moved until their location has been witnessed or referenced per
Section 629 and their removal approved.
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The Contractor shall be responsible for the damage or injury to property resulting from:
1. The Contractor's neglect, misconduct, or omission in the manner or method of execution
or non -execution of the work, or
2. The Contractor's defective work or the use of unacceptable materials.
The Contractor's responsibility shall not be released until the work has been completed in
compliance with the Contract. The Contractor shall restore damaged or injured property, at the
Contractor's expense, to a condition similar or equal to that existing before the damage or injury
occurred, by repairing, rebuilding, or restoring the property.
Existing trees, shrubs, bushes or grass, outside the designated work areas but inside project
limits that are damaged due to the Contractor's operations shall be replaced in kind at the
Contractor's expense.
107.14 Forest Protection. The Contractor shall comply with all regulations of the State
Department of Natural Resources, the National Forest Supervisor, or other authority having
jurisdiction, governing the protection of forests, and shall observe all sanitary laws and
regulations with respect to the performance of work within or adjacent to state or National
Forests. The Contractor shall keep the areas in an orderly condition, dispose of all refuse, obtain
permits for the construction and maintenance of all construction camps, stores, warehouses,
residences, latrines, cesspools, septic tanks, and other structures per the regulations and
instructions issued by the Forest Supervisor.
The Contractor shall take all reasonable precaution to prevent forest fires and shall make every
possible effort to notify a forest official at the earliest possible moment of the location and extent
of any fire seen by them. The Contractor, subcontractors, and their employees shall prevent and
suppress forest fires and provide assistance in this effort as directed by forest officials.
107.15 Interruption of Irrigation Water Flow. The Contractor shall arrange the work to avoid
interference with the flow of irrigation water. If it is impractical to install the structure during the
time the ditches are not flowing, the Contractor shall make arrangements with the ditch owners
regarding temporary interruption of flow or temporary diversion of water. This will require
construction of new ditches with appurtenant structures before old ditches or canals are altered.
The Contractor shall provide any temporary ditches, canals or structures necessary for the
uninterrupted flow of irrigation water. Temporary construction and removal shall be at the
expense of the Contractor.
107.16 Responsibility for Damage Claims, Insurance Types and Coverage Limits. The
Contractor shall indemnify and save harmless the Department, its officers, and employees, from
suits, actions, or claims of any type or character brought because of any and all injuries or
damage received or sustained by any person, persons, or property on account of the operations
of the Contractor; or failure to comply with the provisions of the Contract; or on account of or in
consequence of neglect of the Contractor in safeguarding the work; or through use of
unacceptable materials in constructing the work; or because of any act or omission, neglect, or
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misconduct of the Contractor; or because of any claims or amounts recovered from any
infringements of patent, trademark, or copyright, unless the design, device, material or process
involved is specifically required by the Contract; or from any claims or amounts arising or
recovered under the Worker's Compensation Act, or other law, ordinance, order, or decree. The
Department may retain as much of any moneys due the Contractor under any Contract as may
be determined by the Department to be in the public interest.
(a) The Contractor shall obtain, and maintain at all times during the term of this Contract,
insurance in the following kinds and amounts:
1. Workers' Compensation Insurance as required by state statute, and Employer's
Liability Insurance covering all of Contractor's employees acting within the course and
scope of their employment.
2. Commercial General Liability Insurance written on ISO Occurrence Form CG 00 01
10/93 or equivalent, covering premises operations, fire damage, independent
Contractors, products and completed operations, blanket contractual liability, personal
injury, and advertising liability with minimum limits as follows:
(1) $1,000,000 each occurrence;
(2) $2,000,000 general aggregate;
(3) $2,000,000 products and completed operations aggregate; and
(4) $50,000 any one fire.
(5) Completed Operations coverage shall be provided for a minimum period of one
year following final acceptance of work.
If any aggregate limit is reduced below $1,000,000 because of claims made or paid,
the Contractor shall immediately obtain additional insurance to restore the full
aggregate limit and furnish to Weld County a certificate or other document satisfactory
to Weld County showing compliance with this provision.
3. Automobile Liability Insurance covering any auto (including owned, hired, and non -
owned autos) with a minimum limit as follows: $1,000,000 each accident combined
single limit.
4. Professional liability insurance with minimum limits of liability of not less than
$1,000,000 Each Claim and $1,000,000 Annual Aggregate for both the Contractor and
any subcontractors when:
(1) Contract items 625, 629, or both are included in the Contract.
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(2) The Contractor's Engineer, shall seal plans, specifications and submittals,
including but not limited to:
A. Shop drawings and working drawings as described in subsection 105.02.
B. Mix Designs.
C. Contractor performed design work as required by the plans and
specifications.
D. Change Orders.
E. Approved Value Engineering Change Proposals.
(3)
The Contractor and any included subcontractor shall renew and maintain
Professional Liability Insurance as outlined above for a minimum of one year
following final acceptance of work.
5. Umbrella or Excess Liability Insurance with minimum limits of $1,000,000. This policy
shall become primary (drop down) in the event the primary Liability Policy limits are
impaired or exhausted. The Policy shall be written on an Occurrence Form and shall
be following form of the primary. The following form Excess Liability shall include Weld
County, CO, its elected officials, and its employees as an additional insured.
(b) When the project has CDOT or Federal funding, the insurance certificates shall name
"Weld County, Colorado, its officers, its employees, and CDOT" as additionally insured
parties. Depending upon the funding source, it may be necessary to include additional
insured parties. Completed operations additional insured coverage shall be on
endorsements CG 2010 11/85, CG 2037, or equivalent. Coverage required of the Contract
will be primary over any insurance or self-insurance program carried by Weld County.
When the project has no State or Federal funding, the insurance certificates shall name
"Weld County, Colorado, its officers, and its employees" as an additional insured party.
Depending upon the funding source, it may be necessary to include additional insured
parties. Completed operations additional insured coverage shall be on endorsements CG
2010 11/85, CG 2037, or equivalent. Coverage required of the Contract will be primary over
any insurance or self-insurance program carried by Weld County.
(c) Each insurance policy shall include provisions preventing cancellation or non -renewal
without at least 30 days' prior notice to Contractor. The Contractor shall forward to the
Engineer any such notice received within seven days of the Contractor's receipt of such
notice.
I (d) The Contractor shall require all insurance policies in any way related to the Contract and
secured and maintained by the Contractor to include clauses stating that each carrier will
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waive all rights of recovery, under subrogation or otherwise, against Weld County, its
agencies, institutions, organizations, officers, agents, employees and volunteers.
(e) All policies evidencing the insurance coverages required hereunder shall be issued by
insurance companies satisfactory to Weld County.
(f)
(9)
The Contractor shall provide certificates showing insurance coverage required by this
contract to Weld County before execution of the contract. No later than 15 days before the
expiration date of any such coverage, the Contractor shall deliver Weld County certificates
of insurance evidencing renewals thereof. At any time during the term of this Contract, Weld
County may request in writing, and the Contractor shall thereupon within ten days supply
to Weld County, evidence satisfactory to Weld County of compliance with the provisions of
this section.
Notwithstanding subsection 107.15(a), if the Contractor is a "public entity" within the
meaning of the Colorado Governmental Immunity Act CRS 24-10-101, et seq., as amended
("Act"), the Contractor shall at all times during the term of this Contract maintain only such
liability insurance, by commercial policy or self-insurance, as is necessary to meet its
liabilities under the Act. Upon request by Weld County, the Contractor shall show proof of
such insurance satisfactory to Weld County. Public entity Contractors are not required to
name Weld County as an Additional Insured.
(h) When the Contractor requires a subcontractor to obtain insurance coverage, the types and
minimum limits of this coverage may be different than those required, as stated above, for
the Contractor, except for the Commercial General Liability Additional Insured endorsement
and those that qualify as needing Professional Liability Insurance.
107.17 Opening Sections of Project to Traffic. Opening certain sections of the work for traffic
use shall not constitute acceptance of the work or provide a waiver of any provision of the
Contract.
The Contract will designate the sections to be opened and specify the method of compensation
for signing and traffic control. The Contractor shall maintain the roadway in a condition equal to
or better than the condition of the roadway when it was initially opened to traffic. Where
applicable, the Contract may specify the time or date on which certain portions of the work shall
be completed to provide for the accommodation of traffic.
The Engineer may order certain portions of the work opened for traffic, other than specified in
the Contract. If the Engineer has not ordered the roadway opened because of unnecessary delay
by the Contractor, and if no damage occurs other than that which can be attributed to traffic, the
Contractor will be relieved of all responsibility for maintenance of traffic control devices and
damage due to traffic. Any expense resulting from opening such sections shall be borne by the
Contractor or the Contractor will be compensated for the added expense per subsection 109.04.
If the opening causes changed working conditions or delays the completion of other items of
work on the project, compensation for the added expense and recommendations for additional
time will be set forth by a Contract Modification Order.
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If the Contractor is dilatory in completing the work, the Engineer may order all or a portion of the
project to be opened to traffic. In such event, the Contractor will not be relieved of the liability
and responsibility during the period the work is so opened before final acceptance. The
Contractor shall conduct the remainder of the construction operations to cause the least
obstruction to or interference with traffic. Damage attributed to traffic shall be paid for at the
Contractor's expense.
Damages not attributable to traffic which might occur on sections opened to traffic shall be
repaired at the Contractor's expense. The removal of slides that are not caused by the
Contractor's operations shall be done by the Contractor on a basis agreed to before the slide
removal.
107.18 Contractor's Responsibility for Work. When working in a drainageway, the Contractor
shall assess and understand the risk of working within drainageways. Such risks include but are
not limited to floods, high groundwater, and fluctuation in flows. The Contractor shall be
responsible for constructing and maintaining all temporary facilities within the drainageway such
as dewatering, cofferdams, and diversion of channel flows. Such work shall be subsidiary to
other items of work.
The Contractor shall be responsible for and protect the contract work against injury or damage
from all causes whether arising from the execution or nonexecution of the work, including but
not limited to action of the elements, traffic, fire, theft, vandalism, or third party negligence, until
final written acceptance of the project by the Engineer. The Contractor shall rebuild, repair,
restore, or replace all contract work that is injured or damaged before final written acceptance
at no cost to the Department.
The Engineer may, in writing, relieve the Contractor of expenses for damage to certain portions
of the contract work caused by traffic or the action of the elements. The following conditions
must be met before the Engineer will consider any relief:
(1) All work on the portion of contract work being considered must be complete under terms of
the Contract except for seeding, mulching, landscape items, final clean-up, and bridge
painting or structural coating.
(2) Traffic shall be in its final configuration and location.
Portions of contract work that may be considered are described below:
(1) A minimum of 0.5 mile of roadway, or a minimum of 0.5 mile of one direction of a divided
highway.
(2) A complete bridge. This includes all approach roadway safety features that protect traffic
from such items as: bridge railing and median barrier ends, piers, and abutments.
A complete intersection traffic signal system.
(3)
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(4) A complete highway lighting system.
Loss, injury, or damage to the work due to unforeseeable causes beyond the control of and
without fault or negligence of the Contractor, including but not restricted to acts of God, such as
flood, earthquake, tornado, or other cataclysmic phenomenon or nature shall be restored by the
Contractor at no cost to Weld County.
During periods that work is suspended, the Contractor shall be responsible for the work under
the Contract and shall prevent damage to the project, provide for drainage, and shall erect
necessary temporary structures, signs, or other facilities required to maintain the project. During
the suspension period, the Contractor shall maintain in a growing condition all newly established
plantings, seedings, and soddings furnished under the Contract, and shall protect new tree
growth and other vegetative growth against injury.
107.19 (unused).
107.20 Furnishing Right of Way. The Department will be responsible for the securing of all
necessary rights of way in advance of construction. Any exceptions will be indicated in the
Contract.
The Contractor shall be required to obtain permission to conduct any work, store materials or
stockpiles, or park any construction equipment or vehicles on private property. The Contractor
shall conduct their work within the right-of-way and easement boundaries shown on the Contract
Drawings. If working in the County right-of-way, the Contractor shall obtain a right-of-way permit
from the Weld County Department of Public Works Right -of -Way Permitting Technician, 970-
304-6496.
107.21 Personal Liability of Public Employees. The Engineer or authorized representatives
are acting solely as agents and representatives of the Department when carrying out and
exercising the power or authority granted to them under the Contract. There shall not be any
liability on them either personally or as employees of the Department.
107.22 No Waiver of Legal Rights. Upon completion of the Contract, the Department will make
final inspection and notify the Contractor of acceptance. Final acceptance shall not preclude the
Department from correcting any measurement, estimate, or certificate made before or after
completion of the Contract, nor from recovering from the Contractor or surety or both,
overpayments sustained because the Contractor failed to fulfill the obligations under the
Contract. A waiver on the part of the Department of any breach of any part of the Contract shall
not be held to be a waiver of any other or subsequent breach.
The Contractor without prejudice to the terms of the Contract, shall be liable to the Department,
for latent defects, fraud, or such gross mistakes as may amount to fraud, or as regards the
Department's rights under any warranty or guaranty.
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107.23 Third Party Beneficiary. It is specifically agreed between the parties executing this
Contract that it is not intended by any of the provisions of any part of the Contract to create in
the public or any member thereof a third party beneficiary hereunder, or to authorize any one
not a party to this Contract to maintain a suit for personal injuries or property damage pursuant
to the terms or provisions of this Contract. The duties, obligations and responsibilities of the
parties to this Contract with respect to third parties shall remain as imposed by law.
107.24 Archaeological and Paleontological Discoveries. When the Contractor's operations,
including materials pits and quarries, encounter plant or animal fossils, remains of prehistoric or
historic structures, prehistoric or historic artifacts (bottle dumps, charcoal from subsurface
hearths, old pottery, potsherds, stone tools, arrowheads, etc.), the Contractor's affected
operations shall immediately cease. The Contractor shall immediately notify the Engineer, or
other appropriate agency for contractor source pits or quarries, of the discovery of these
materials. When ordered to proceed, the Contractor shall conduct affected operations as
directed. Additional work, except that in contractor source materials pits or quarries under
subsection 106.02(b), will be paid for by the Department as provided in subsection 104.02 when
contract unit prices exist, or as extra work as provided in subsection 104.03 when no unit prices
exist. Delays to the Contractor, not associated with work in contractor sources, because of the
materials encountered may be cause for extension of contract time per subsection 108.08. If
fossils, prehistoric or historic structures, or prehistoric or historic artifacts are encountered in a
contractor source materials pit or quarry, all costs and time delays shall be the responsibility of
the Contractor.
107.25 Air Quality Control. The Contractor shall comply with the "Colorado Air Quality Control
Act," Title 25, Article 7, CRS and regulations promulgated thereunder.
107.26 Water Quality Control. The requirements of this subsection shall be strictly enforced.
The project work shall be performed using practices that minimize water pollution during
construction. All the practices listed in (b) below shall be followed to minimize the pollution of
any State waters, including wetlands.
(a) Definitions.
1. Areas of Disturbance (AD). Locations where any activity has altered the existing soil
cover or topography, including vegetative and non -vegetative activities during
construction.
2. Construction Site Boundary/Limits of Construction (LOC). The project area defined by
the Colorado Discharge Permit System Stormwater Construction Permit (CDPS-
SCP). The LOC is typically the same as the construction site boundary or project limits.
3. Discharge of Pollutants. One or more pollutants leaving the LOC or entering State
waters or other conveyances.
4. Limits of Disturbed Area (LDA). Proposed limits of ground disturbance as shown on
the Plans.
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5. Pollutant. Dredged spoil, dirt, slurry, solid waste, incinerator residue, sewage, sewage
sludge, garbage, trash, chemical waste, biological nutrient, biological material,
radioactive material, heat, wrecked or discarded equipment, rock, sand, or any
industrial, municipal, or agricultural waste, as defined in the Colorado Code of
Regulations (CCR) [5 CCR 1002-61, 2(76)].
6. Pollution. Man-made, man -induced, or natural alteration of the physical, chemical,
biological, and radiological integrity of water. [25-8-103 (16), CRS].
7. State waters. Defined in section 101.
8. Owner. The party that has overall control of the activities and that has funded the
implementation of the construction plans and specifications. This is the party with
ownership of, a long term lease of, or easements on the property on which the
construction activity is occurring (e.g., Weld County).
9. Operator. The party that has operational control over day-to-day activities at a project
site which are necessary to ensure compliance with the permit. This party is
authorized to direct individuals at a site to carry out activities required by the CDPS-
SCP (Contractor).
10. Construction Activities Associated with Water Quality. Per the CDPS-SCP,
construction activities are defined as ground surface disturbing and associated
activities (land disturbance), which include, but are not limited to, clearing, grading,
excavation, demolition, installation of new or improved haul roads and access roads,
staging areas, stockpiling of fill materials, and borrow areas.
(b) Construction Requirements.
1. The Contractor shall comply with the "Colorado Water Quality Control Act" (Title 25,
article 8, CRS), the "Protection of Fishing Streams" (Title 33, Article 5, CRS), the
"Clean Water Act" (33 USC 1344), regulations promulgated, certifications or permits
issued, and to the requirements listed below. In the event of conflicts between these
requirements and water quality control laws, rules, or regulations of other Federal, or
State agencies, the more restrictive laws, rules, or regulations shall apply.
2. If the Contractor determines construction of the project will result in a change to the
permitted activities or LDA, the Contractor shall detail the changes in a written report
to the Engineer. Within five days after receipt of the report, the Engineer will approve
or reject in writing the request for change or detail a course of action including revision
of existing permits or obtaining new permits.
3. If construction activities result in noncompliance of any permit requirement, the project
will be suspended and the permitting agency notified, if required. The project will
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remain suspended until the Engineer receives written approval by the permitting
agency.
The Contractor is legally required to obtain all permits associated with specific
activities within, or off the right of way, such as borrow pits, concrete or asphalt plant
sites, waste disposal sites, or other facilities. It is the Contractor's responsibility to
obtain these permits. The Contractor shall consult with the Engineer and contact the
Colorado Department of Public Health and Environment (CDPHE-WQCD) or other
appropriate federal, state, or local agency to determine the need for any permit.
4. The Contractor shall conduct the work in a manner that prevents pollution of any
adjacent State waters. Erosion control work shall be performed per Section 208, this
subsection, and all other applicable parts of the Contract.
5. Before the Environmental Pre -construction Conference, the SWMP Administrator,
identified in subsection 208.03(c), shall identify and describe all potential pollutant
sources, including materials and activities, and evaluate them for the potential to
contribute pollutants to stormwater discharges associated with construction activities.
The list of potential pollutants shall be continuously updated during construction. At a
minimum, each of the following shall be evaluated for the potential for contributing
pollutants to stormwater discharges and identified in the SWMP, if found to have such
potential:
(1) All exposed and stored soils.
(2) Vehicle tracking of sediments.
(3) Management of contaminated soils.
(4) Vehicle and equipment maintenance and fueling.
(5) Outdoor storage activities (building materials, fertilizers, chemicals, etc.).
(6) Significant dust or particle generating processes.
(7) Routine maintenance involving fertilizers, pesticides, detergents, fuels, solvents,
oils, etc.
(8) On -site waste management practices (waste piles, dumpsters, etc.).
(9) Dedicated asphalt and concrete batch plants.
(10) Concrete and masonry equipment wash water, including byproducts from the
concrete truck chute and associated fixtures and equipment.
(11) Concrete placement and finishing tool cleaning.
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II
(12) Non -industrial waste sources that may be significant, such as worker trash and
portable toilets.
(13) Loading and unloading operations.
(14) Reclaimed and potable water used in construction activities, including water used
as a dust palliative.
(15) Other areas or procedures where spills could occur.
The SWMP Administrator shall record the location of potential pollutants on the site
map. Descriptions of the potential pollutants shall be added to the SWMP.
At or before the Environmental Pre -construction Conference, the Contractor shall
submit a Spill Response Plan for any petroleum products, chemicals, solvents, or
other hazardous materials in use, or in storage, at the work site. See subsection
208.06(c) for Spill Response Plan requirements. Work shall not be started until the
plan has been submitted to and approved by the Engineer.
On -site above ground bulk storage containers with a cumulative storage shell capacity
greater than 1,320 U.S. gallons, or storage containers having a "reasonable
expectation of an oil discharge" to State waters, are subject to the Spill Prevention,
Control and Countermeasure Plan (SPCC) Rule. Oil of any type and in any form is
covered, including, but not limited to: petroleum; fuel oil; sludge; oil refuse; oil mixed
with wastes other than dredged spoil. EPA Region 8 is responsible for administering
and enforcing the SPCC plan requirements in Colorado. Before start of work, the
Contractor shall submit a SPCC Form which has been approved by the EPA for the
project.
6. The Contractor shall obtain a Construction Dewatering (CDW) permit from CDPHE
anytime uncontaminated groundwater, including groundwater that is commingled with
stormwater or surface water, is encountered during construction activities and the
groundwater or commingled water needs to be discharged to State waters. If
contaminated groundwater is encountered, a Remediation permit may be needed from
CDPHE per Section 250.
7. Water from dewatering operations shall not be directly discharged into any State
waters, unless allowed by a permit. Water from dewatering shall not be discharged
into a ditch unless:
(1) Written permission is obtained from the owner of the ditch.
(2) It is covered in the approved CDW or Remediation Permit that allows the
discharge.
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(3) A copy of this approval is submitted to the Engineer. A copy of the Permit shall
be submitted to the Engineer before dewatering operations commencing.
Construction Dewatering may be discharged to the ground on projects where
CDPHE's Low Risk Guidance Document for Discharges of Uncontaminated
Groundwater to Land are met. The conditions of this guidance are:
(1) The source of the discharge is solely uncontaminated groundwater or
uncontaminated groundwater combined with stormwater and does not contain
pollutants in concentrations that exceed water quality standards for groundwater
referenced above.
(2) Discharges from vaults or similar structures shall not be contaminated. Potential
sources of contamination include process materials used, stored, or conveyed in
the structures, or introduced surface water runoff from outside environments that
may contain oil, grease, and corrosives.
(3)
The groundwater discharge does not leave the LOC where construction is
occurring.
(4) Land application is conducted at a rate and location that does not allow for any
runoff into State waters or other drainage conveyance systems, including but not
limited to streets, curb and gutter, inlets, borrow ditches, open channels, etc.
(5)
Land application is conducted at a rate that does not allow for any ponding of the
groundwater on the surface, unless the ponding is a result of implementing
control measures that are designed to reduce velocity flow. If the control
measures used result in ponding, the land application shall be done in an area
with a constructed containment, such as an excavation or berm area with no
outfall. The constructed containment shall prevent the discharge of the ponding
water offsite as runoff.
(6) A visible sheen is not evident in the discharge.
(7) Control measures are implemented to prevent any sediment deposited during
land application from being transported by stormwater runoff to surface waters
or other conveyances.
(8) All control measures used shall be selected, installed, implemented, and
maintained according to good engineering, hydrologic, and pollution control
practices. The selected control measures shall provide control for all potential
pollutant sources associated with the discharge of uncontaminated groundwater
to land. The discharge shall be routed in such a way that it will not cause erosion
to land surface. Energy dissipation devices designed to protect downstream
areas from erosion by reducing the velocity of flow (such as hose attachments,
sediment and erosion controls) shall be used when necessary to prevent erosion.
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All dewatering operations shall be recorded in the SWMP as follows:
(1) The source is identified in the SWMP and updated by the SWMP Administrator.
(2) The SWMP describes and locates the practices implemented at the site to control
stormwater pollution from the dewatering of groundwater or stormwater.
(3)
The SWMP describes and locates the practices to be used that will ensure that
no groundwater from construction dewatering is discharged from the LOC as
surface runoff or to surface waters or storm sewers.
(4) Groundwater and groundwater combined with stormwater do not contain
pollutants in concentrations exceeding the State groundwater standards in
Regulations 5 CCR 1002-41 and 42.
If surface waters are diverted around a construction area and no pollutants are
introduced during the diversion, a CDW Permit is not required. If the diverted
water enters the construction area and contacts pollutant sources (e.g., disturbed
soil, concrete washout, etc.), the Contractor shall obtain a CDW permit for the
discharge of this water to State waters or to the ground.
8. At least 15 days before commencing dredging or fill operations in a watercourse, the
Contractor shall provide written notification to owners or operators of domestic or
public water supply intakes or diversion facilities if these facilities are within 20 miles
downstream from the dredging or fill operations. Notification shall also be given to
Owners or operators of other intakes or diversions that are located within five miles
downstream from the site of the project. Identities of downstream owners and
operators can be obtained from Colorado Division of Water Resources, Office of the
State Engineer.
9. Temporary fill into wetlands or streams will not be allowed, except as specified in the
Contract and permits. If such work is allowed, upon completion of the work all
temporary fills shall be removed in their entirety and disposed of in an upland location
outside of floodplains unless otherwise specified in the Contract.
10. Construction operations in waters of the United States as defined in 33 CFR Part
328.3, including wetlands, shall be restricted to areas and activities authorized by the
U.S. Army Corps of Engineers as shown in the Contract. Fording waters will be
allowed only as authorized by the U.S. Army Corps of Engineers 404 Permit.
11. Wetland areas outside of the permitted limits of disturbance shall not be used for
storage, parking, waste disposal, access, borrow material, or any other construction
support activity.
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12. Pollutant byproducts of highway construction, such as concrete, asphalt, solids,
sludges, pollutants removed in the course of treatment of wastewater, excavation or
excess fill material, and material from sediment traps shall be handled, stockpiled, and
disposed of in a manner that prevents entry into State waters, including wetlands.
Removal of concrete waste and washout water from mixer trucks, concrete finishing
tools, concrete saw, and all concrete material removed in the course of construction
operations or cleaning shall be performed in a manner that prevents waste material
from entering State waters and shall not leave the site as surface runoff. A minimum
of 10 days before the start of the construction activity, the Contractor shall submit in
writing a Method Statement for Containing Pollutant Byproducts to the Engineer for
approval.
13. The use of chemicals such as soil stabilizers, dust palliatives, herbicides, growth
inhibitors, fertilizers, deicing salts, etc., shall be per the manufacturer's recommended
application rates, frequency, and instructions.
All materials stored on -site shall be stored in a neat, orderly manner, in their original
containers, with the original manufacturer's label. Materials shall not be stored in a
location where they may be carried into State waters at any time.
14. Spill prevention and containment measures conforming to subsection 208.06 shall be
used at storage, and equipment fueling and servicing areas to prevent the pollution of
any State waters, including wetlands. All spills shall be cleaned up immediately after
discovery or contained until appropriate cleanup methods can be employed.
Manufacturer's recommended methods for spill cleanup shall be followed, along with
proper disposal methods. When required by the Colorado Water Quality Control Act,
Regulation 5 CCR 1002-61, spills shall be reported to the Engineer and CDPHE in
writing.
15. The Contractor shall prevent construction activities from causing grass or brush fires.
16. The construction activities shall not impair Indian tribal rights, including, but not limited
to, water rights, and treaty fishing and hunting rights.
17. Before start of work, the Contractor shall certify in writing to the Engineer that
construction equipment has been cleaned before initial site arrival. Vehicles and
equipment shall be free of soil and debris capable of transporting noxious weed seeds
or invasive species onto the site. Additional equipment required for construction shall
also be certified before being brought onto the project site.
18. Vehicles which have been certified by the Contractor as having been cleaned before
arrival on site may be cleaned on site at an approved area where wash water can be
properly contained. Vehicles leaving and reentering the project site shall be recertified.
19. At the end of each day, the Contractor shall collect all trash and dispose of it in
appropriate containers.
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20. Construction waste that is considered a pollutant or contaminant shall be collected
and disposed of in appropriate containers. This material may be stockpiled on the
project when it is contained or protected by an appropriate control measure.
21. If the project area is covered by a CDPS-SCP, permittees are authorized to discharge
stormwater associated with construction activity and specified non-stormwater
associated with construction activity to State waters.
A. Allowable Stormwater Discharges:
(1) Stormwater discharges associated with construction activity.
(2) Stormwater discharges associated with producing earthen materials, such
as soils, sand, and gravel dedicated to providing material to a single
contiguous site, or within '/4 mile of a construction site (i.e., borrow or fill
areas).
(3)
Stormwater discharges associated with dedicated asphalt, concrete batch
plants and masonry mixing stations. (Coverage under the CDPS-SCP is not
required if alternative coverage has been obtained.)
B. Allowable Non-Stormwater Discharges if identified in the SWMP with appropriate
control measures:
(1) Discharges from uncontaminated springs that do not originate from an area
of land disturbance.
(2) Discharges to the ground of concrete and masonry washout water
associated with the washing of concrete and masonry tools and concrete
mixer chutes. Discharges of concrete and masonry washout water shall not
leave the site as surface runoff or reach receiving waters.
(3) Discharges of landscape irrigation return flow.
(4) Discharges to the ground of water used to wash vehicles, equipment, and
external buildings. Wash waters with added soaps, solvents, and
detergents shall be contained and disposed of properly.
(5)
Discharges resulting from emergency firefighting activities.
Discharges authorized by the CDPS-SCP shall not cause, have the reasonable
potential to cause, or measurably contribute to an exceedance of any applicable
water quality standard, including narrative standards for water quality.
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All construction site wastes shall be properly managed to prevent potential
pollution of State waters. The CDPS-SCP does not authorize on -site waste
disposal.
The Contractor shall reclaim pollutants that discharge outside of the LOC. If
discharging outside CDOT ROW, the Contractor shall coordinate access with the
Project Engineer.
(c) Stormwater Construction Permit. If the area of disturbance is greater than one acre, the
Colorado Discharge Permit System Stormwater Construction Permit (CDPS-SCP) shall be
obtained by the Contractor. The Contractor and Weld County will be co-permittees. The
Contractor shall coordinate with Weld County to become the Operator permittee of the
respective CDPS-SCP upon award of the Contract. The Contractor shall provide a copy of
the CDPS-SCP certification as the Operator to the Engineer before or at the Environmental
Pre -construction Conference. No work shall begin until the CDPS-SCP permit with Owner
and Operator has been approved by CDPHE. A copy of the CDPS-SCP shall be placed in
the project SWMP.
The Contractor shall be responsible for complying with the applicable requirements of the
CDPS-SCP. After the Contractor has completed the construction but before the final
acceptance is issued by the County, arrangements shall be made to transfer the permit
from the Contractor to the County. Before the transfer of the permit to the County, the
Contractor shall ensure that the SWMP is complete and up to date.
CDPHE-WQCD may require sampling and testing, on a case -by case basis. If CDPHE-
WQCD requires sampling and testing, the CDPHE-WQCD will send a notification to the
permittee. Reporting procedures for any monitoring data collected will be included in the
CDPHE-WQCD's notification. If monitoring is required, the following applies:
1. The thirty (30) day average must be determined by the arithmetic mean of all samples
collected during a 30 day consecutive period; and
2. A grab sample, for monitoring requirements, is a single "dip and take" sample.
The Contractor shall provide a SWMP Administrator for this project.
The Contractor is legally required to obtain all other permits associated with specific
activities within or outside of the right of way, such as borrow pits, concrete or asphalt plant
sites, waste disposal sites, or other facilities. Staging areas within a quarter mile, but not
within Weld County right of way shall be considered a common plan of development and
permits for these facilities require permitting in the Contractor's name as Owner and
Operator. These permits include local agency, federal, or other stormwater permits. The
Contractor shall consult with the Engineer and contact the CDPHE-WQCD or other
appropriate federal, state, or local agency to determine the need for any permit.
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When a Utility Company has obtained a CDPS-SCP within a Weld County project area,
before the Contractor being on -site, the Contractor shall coordinate with the Engineer and
the Utility Company to transfer or reassign the permit area within the project's Limits of
Construction to the Contractor and Weld County before work commencing. The Contractor
shall not commence construction until CDPHE-WQCD issues a new CDPS-SCP identifying
the Contractor as the Operator, and the permit is put in the SWMP.
To initiate acceptance of the stormwater construction work (including seeding and planting
required for erosion control), the Contractor shall request in writing a Stormwater
Completion Walkthrough. The Engineer will set up the walkthrough. It will include the
Engineer or designated representative, Superintendent or designated representative, and
Stormwater Management Plan (SWMP) Administrator. Unsatisfactory and incomplete
stormwater and sediment/erosion control work will be identified in this walkthrough and will
be summarized by the Engineer in a punch list.
The completed action items associated with the corrective work will be shown as completed
on the punch list. Upon completion of all items shown, the Contractor shall notify the
Engineer. Upon written agreement that the punch list is completed from the Engineer, the
Contractor shall submit the appropriate form to the CDPHE-WQCD such that Weld County
becomes the Operator permittee of the CDPS-SCP.
Until the transfer of the CDPS-SCP has been approved by the CDPHE-WQCD, the
Contractor shall continue to adhere to all CDPS-SCP requirements. Requirements shall
include erosion control inspections, control measure installation, control measure
maintenance, control measure repair including seeded areas, and temporary control
measure removal. All documentation shall be submitted to the Engineer and placed in the
SWMP.
All costs associated with the Contractor applying for, holding, and transferring the CDPS-
SCP permit between parties will not be measured and paid for separately, but shall be
included in the work per subsection 107.02.
(a) Measurement and Payment.
1. All the work listed in (b) above, including but not limited to dewatering, erosion control
for dewatering, and disposal of water resulting from dewatering operations, including
all costs for CDPHE-WQCD concurrences and permits, will not be measured and paid
for separately, but shall be included in the work.
2. The Contractor shall be liable for any penalty (including monetary fines) applied to the
Department caused by the Contractor's noncompliance with any water quality permit
or certification. Monetary fines shall be deducted from any money due to the
Contractor. If the monetary fine is in excess of all the money due to the Contractor,
then the Contractor shall pay to the Department the amount of such excess. If
monetary fines or penalties are applied to the Department while under stewardship of
the Contractor but the exact amount is not known, the project retainage will be held
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by Weld County until the fines or penalties are resolved. If the monetary fine is in
excess of all the money due to the Contractor, then the Contractor shall pay to the
Department the amount of such excess.
3. The Contractor will not receive additional compensation, or time extensions, for any
disruption of work or loss of time caused by any actions brought against the Contractor
for failure to comply with good Engineering, hydrologic and pollution control practices.
4. If a spill occurs as a direct result of the Contractor's actions or negligence, the cleanup
of such spill shall be performed by the Contractor at the Contractor's expense.
5. Areas exposed to erosion by fire resulting from the Contractor's operations shall be
stabilized per Section 208 by the Contractor and at the Contractor's expense.
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Section 108 — Prosecution and Progress
108.01 Subletting of Contract. The Contractor shall not sublet, sell, transfer, assign, or dispose
of the Contract or Contracts, or any portion thereof without written permission of the Engineer.
Before beginning any work by the subcontractor, the Contractor shall request permission from
the Engineer by submitting a completed Sublet Permit Application, CDOT Form No. 205 via the
B2GNow software system. The subcontracted work shall not begin until the Contractor has
received the Engineer's written permission. The Contractor shall make all project -related written
subcontracts, agreements, and purchase orders available to the Engineer for viewing, upon
request, and at a location convenient to the Engineer. When the project does not have CDOT
funding, the B2GNow software system will not be used and the Contractor shall submit a
hardcopy of the CDOT Form No. 205 to the Engineer for review and acceptance.
The Contractor will be permitted to sublet a portion of the Contract. However, the Contractor's
organization shall perform work amounting to 30 percent or more of the total original contract
amount. Any items designated in the Contract as "specialty items" may be performed by
subcontract. The cost of "specialty items" so performed by subcontract may be deducted from
the total original contract amount before computing the amount of work required to be performed
by the Contractor's own organization. The original contract amount includes the cost of material
and manufactured products which are to be purchased or produced by the Contractor and the
actual agreement amounts between the Contractor and a subcontractor. The proportional value
of a subcontracted partial contract item will be verified by the Engineer. When a firm both sells
material to a prime contractor and performs the work of incorporating the materials into the
project, these two phases shall be considered in combination and as constituting a single
subcontract.
The calculation of the percentage of subcontracted work shall be based on subcontract unit
prices.
Subcontracts or transfer of Contract shall not release the Contractor of liability under the Contract
and Bond.
Failure to comply with all contractual obligations may lead to the suspension, debarment, or both
of the subcontractor, and if necessary, the Contractor as stipulated in the "Rules".
When the project has CDOT funding, all firms to which the contractor will be subletting a portion
of the contract shall have an account created in the B2GNow software system. If the firm does
not have an account created approval of the form 205 may be withheld.
When the project has CDOT Funding, Form FHWA 1273 titled Required Contract Provisions
Federal -Aid Construction Contracts shall be attached to all subcontracts. As described in Section
I. General, the provisions of Form FHWA 1273 apply to all work performed under the Contract
and are to be included in all subcontracts with the following modification:
1. The Contractor and all subcontractors who are subject to Davis -Bacon Related Acts
(DBRA) requirements, shall submit all payrolls and Contractor Fringe Benefit Statements
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electronically via LCPTracker, utilizing the following web link:
https://prod.lcptracker.net/WebForms/login.aspx
2. The Contractor and subcontractors shall submit a Contractor Fringe Benefit Statement,
either for each individual, or for groups of people, for all employees who perform work on
the project and whose wages are covered by the Davis -Bacon Related Acts. Other
approved deductions shall be noted within the LCPTracker system and supporting
documentation shall be attached. If for any reason the fringe benefits are altered during the
life of the contract, the Contractor, subcontractor, or both shall submit a revised Contractor
Fringe Benefit Statement to accurately reflect the changes.
3. Each construction subcontractor shall submit their payrolls directly into LCPTracker for
approval by the Contractor. In the event that the Contractor or the sub -contractors do not
submit properly completed payrolls to LCPTracker, Weld County shall withhold any pay
applications until all payrolls have been properly submitted and accepted.
4. The Contractor shall submit and approve their own payrolls in LCPTracker. The Contractor
is responsible for ensuring all of the subcontractors submit and approve their own payrolls
in LCPTracker. The Contractor shall be responsible for providing all technical support to all
of the subcontractors. In the event, the Contractor cannot provide the technical support to
all subcontractors, the Contractor shall coordinate directly with LCPTracker for the required
technical support. Weld County will not provide technical support to the Contractor or
subcontractors.
5. The Engineer will approve or reject weekly payrolls for the Contractor.
108.02 Notice to Proceed. The Contractor shall not commence work before the issuance of a
Notice to Proceed. The Notice to Proceed will stipulate the date on which contract time
commences. When the Contractor proceeds with work before that date, contract time will
commence on the date work actually begins. The Contractor shall commence work under the
Contract on or before the 10th day following the issuance of the Notice to Procced.
108.03 Project Schedule.
(a) Definitions.
Activity (Task). A portion of the project that requires time and/or resources to complete. An
activity has a description, start date, finish date, duration, and one or more logic ties. A
critical activity is an activity on the critical path.
Activity ID. A unique, alphanumeric, identification code assigned to an activity that remains
constant throughout the project.
Baseline Schedule. The original, approved project schedule before the project begins with
no progress.
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Calendar. Defined work periods and no work periods that determine when project activities
can occur. Multiple calendars may be used.
Constraint. A restriction imposed in a schedule, which fixes a value that would otherwise
be calculated within the schedule. Examples of values that can be fixed by a constraint
include start date, end date, and completion date.
Critical Path Method (CPM) Scheduling. CPM Scheduling is a logic -based planning
technique using activity durations and relationships between activities to calculate a
schedule determining the minimum total project duration and the interdependencies of all
activities.
Critical Path. The longest logical path through the CPM network driven by calendars,
constraints, and activity logic. It consists of activities that determine the shortest time for
project completion and the sequence of activities such that a delay to any of the activities
on the critical path will prolong contractual project milestones, such as project completion.
Data Date. The starting point from which to schedule all remaining work. It can also be
considered the cut-off date where all work before this date has actual starts, actual finishes,
or both.
Duration. The estimated amount of time needed to complete an activity.
Free Float (Free Slack). The amount of time an activity can be delayed without delaying
the Early Start or Early Finish of its successor activity or activities.
Gantt Chart. A time -scaled graphical display of the project's schedule.
Lag. A time -value assigned to a relationship.
Logic. Relationships between activities defining the sequence of work (See also
predecessor activity and successor activity).
Milestone. An activity, with zero duration used to represent an event.
Near Critical Activity. An activity with a total float of five days or fewer, or as defined by the
Engineer.
Open -Ended Activity. An activity that does not have a predecessor activity and a successor
activity, or only has a start- to -start as a predecessor or finish -to -finish as a successor.
Planned Completion Date. The date on which the schedule shows work is planned to be
completed. Predecessor Activity. An activity that is defined by schedule logic to precede
another activity.
Relationship. The interdependence between activities.
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Successor Activity. An activity that is defined by schedule logic to follow another activity.
Time -Scaled Logic Diagram. Gantt chart that illustrates logic links depicting both schedule
logic and the time at which activities are performed.
Total Float (Total Slack). The amount of time between the earliest date an activity can start
and the latest date when an activity must start, or the earliest date an activity can finish and
latest date when an activity can finish before the activity causes a delay to the time specified
in the Commencement and Completion of Work special provision.
(b) Project Schedule — General
The Contractor shall use Microsoft Project Scheduling software to develop and manage a
CPM Project Schedule to plan, schedule, and report the progress of the work. Before, or at
the Pre -construction Conference, the Contractor shall notify the Engineer in writing, which
scheduling software the Contractor shall use to manage the project. The Contractor's
selection and use of particular scheduling software cannot be changed after the first
schedule submittal.
The Contractor shall submit schedules for approval by the Engineer. The Contractor's
schedule shall be an accurate plan to complete the work so that the Department can use
the schedule to evaluate progress, schedule Weld County resources, inform the project
stakeholders, and evaluate the effect of changes to the schedule. A schedule review
meeting shall be held to discuss each schedule submittal. The Initial Schedule shall be
submitted at least 10 working days before the start of the work. Work shall not begin until
the Schedule is accepted in writing, unless otherwise approved by the Engineer.
The Contractor shall submit a monthly update as either a Project Schedule Update or
Revised Schedule as determined by the Engineer. When the project has a maintenance or
landscape establishment period, the Engineer may waive the monthly update requirement
during that period. The Contractor shall submit a final update that shows all work through
the final acceptance date.
The Engineer will not issue a monthly progress payment if the Engineer has not received
an update. The Engineer may not make monthly progress payments for the months
following the update submission until the Engineer either approves or approves -as -noted
the Project Schedule Update or Revised Schedule.
The Contractor shall use activity descriptions that ensure the work is easily identifiable.
Activity description shall start with an action verb when practicable to clearly communicate
what is being performed. The Contractor shall show the no -workdays in the schedule
calendars. The contract completion date shall be included as an activity.
The Contractor shall use durations for individual construction activities that do not exceed
15 days of work unless approved by the Engineer. The Contractor may group a series of
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activities with an aggregate duration of five workdays or less into a single activity. Non -
construction activities may have durations exceeding 15 days of work, as approved by the
Engineer.
The Contractor may include summary bars in the schedule as long as the detailed activities
to complete the work are displayed.
The Contractor shall not use the following unless approved by the Engineer:
(1) Negative lags.
(2) Lags in excess of 10 workdays.
(3) Start -to -finish relationships.
(4) Open-ended activities.
(5) Constraints.
The Project Schedule shall show all activities required by all parties to complete the work.
The Contractor, its subcontractors, suppliers, and engineers, at any tier, shall perform the
work according to the approved Project Schedule.
Float within the Baseline Schedule or any other Project Schedule is not for the exclusive
use or benefit of either party but is a project resource available to both parties as needed
until it is depleted.
The Engineer's review of the schedule will not exceed 10 days. The Engineer will provide
the Contractor with one of the following responses within 10 days after receipt of the Project
Schedule:
(1) Approved, no exceptions taken;
(2) Approved -as -Noted; or
(3) Revise and Resubmit within 10 days.
Approval of the Project Schedule shall not relieve the Contractor of any contract
requirement including the requirement to complete all work within the Contract Time.
Contractual requirements shall not change by submission or approval of a schedule, unless
specifically amended by a Change Order.
(c) Schedule Submittals. The Contractor shall include a time -scaled logic diagram with all
schedule submittals that:
(1) Is plotted on a horizontal time -scale per with the project calendar.
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(2) Uses color to clearly identify the critical path.
(3) Is based on early start and early finish dates of activities.
(4) For Project Schedule Updates and Revised Schedules, shows actual completion
dates up to but not including the data date.
(5)
Clearly shows the sequence and relationships of all activities necessary to complete
the contract work.
(6) Includes an activity block for each activity with the following information:
Table 108-1 — Details of an Activity Block
Activity ID
Activity Description
Original Duration
Total Float
Early start date
Early finish date
Late start date *
Late finish date *
Actual Start date ^
Actual Finish date ^
Calendar used on the activity
Activity Responsibility#
Remaining Duration ^
Duration Percent Complete ^
Gantt chart
Table Notes:
* Required with the Preliminary and Baseline Schedule.
^ Required with the Project Schedule Update and Revised Schedule.
# Specify subcontractors, vendors, and all stakeholders.
The Contractor shall include the following with all schedule submittals:
A. A Job Progress Narrative Report that includes the following:
(1) Baseline, Preliminary, and Revised Schedules:
(i)
A narrative of the critical and near critical work activities. This narrative
shall include real or perceived risks and assumptions, including
production rates. Particular emphasis shall be made on activities which
are the Contractor's and Department's responsibilities, third party
activities, or long lead procurement items.
(ii) A narrative, including attachments if appropriate, of all of the project's
calendars. This narrative shall explain work and non -work periods as
well as special weather dependent calendars. A list of the calendars
used in the schedule, a description of each calendar's work and non -
workdays, a list of the activities using each calendar, and an
explanation of how the calendar applies to that work.
(iii) A narrative of planned work on night shifts or planned work that will
require approval from the Department or other agencies.
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(iv) A list of all added and deleted activities along with a brief explanation
for the change.
(v) All logic and duration changes to any activity along with an explanation
for changes to any critical and near critical activities.
(vi) A description of site mobilization (such as dates of expected material
shipments, planned dates for equipment arrivals, office setup, material
laboratory arrival and setup, and anticipated portable crusher or batch
plant setup).
(vii) A list of the fabrication and delivery of key and long -lead procurement
activities.
(2) Project Schedule Update:
(i) A description of the work performed since the previous month's
schedule update.
(ii) A description of changes to any items in the baseline, preliminary, and
revised schedules.
(iii) A description of problems encountered or anticipated since the
previous month's schedule submission.
(iv) A description of unusual labor, shift, equipment, or material conditions
or restrictions encountered or anticipated.
(v) The status of all pending items that could affect the schedule.
(vi) Explanations for milestones forecasted to occur late.
(vii) Scheduled completion date status and any change from the previous
month's submission.
(viii) An explanation for a scheduled completion date forecasted to occur
before or after the contract completion date or contract time.
(ix) Schedule Delays:
(a) A description of current and anticipated delays including
identification of the delayed activity or activities by Activity ID(s)
and description(s).
(b) Effect of the delay on other activities, milestones, and completion
dates.
(c) Identification of the actions needed to avoid a potential or mitigate
an actual delay.
(d) A description of the critical path impact and effect on the
scheduled completion date in the previous month's schedule
update.
(x) An explanation of any critical and near critical work that is not
progressing as planned.
(xi) A list of all added and deleted activities along with a brief explanation
for the change.
(xii) Any logic and duration changes to a critical or near critical activity
along with an explanation for the change.
(xiii) For working day contracts, a list of planned non -working days with
actual work.
B. A Predecessor Activity and Successor Activity report that defines all schedule
logic and clearly indicates all logical relationships and constraints.
C. An Early Start report listing all activities, sorted by actual start/early start date.
D. A Float report listing all activities sorted in ascending order of available float.
E. A Critical Path report listing all activities not yet complete with the percent
complete, sorted by float and then by early start.
F. A listing of all non -workdays.
For all required schedule submittals, the Contractor shall submit two USB flash drives
or other media as directed by the Engineer with electronic copies of the schedule
submittals. Electronic copies of the CPM schedules shall be submitted both in the
native file format and in Portable Document Format (PDF).
Each schedule submittal shall be appropriately labeled as a Preliminary Schedule,
Baseline Schedule, Project Schedule Update, or Revised Schedule. The title bar shall
include the Weld County project number, subaccount, project name, Contractor name,
and schedule data date. If an originally submitted schedule is revised during review,
the title bar shall also include a revision number (REV1, REV2, etc.) revision date, and
submission date.
(d) (Unused).
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(e) Baseline Schedule. Within 14 days of Award of the Contract, the Contractor shall submit a
Baseline Schedule showing all planned activities from the Notice to Proceed through the
end of the project. The Contractor shall use all information known by the Contractor at the
time of submittal to develop the Baseline Schedule. The Baseline Schedule shall not show
any progress and shall be approved in writing by the Engineer prior to the start of any work
commencing. When approved by the Engineer, the Baseline Schedule shall become the
Project Schedule.
(f)
(9)
Project Schedule Update. The Contractor shall submit a monthly update of the Project
Schedule updated through the cut-off date for the monthly progress pay estimate, and a
projection for completing all remaining activities. A schedule update may show a completion
date that is different than the Contract completion date. Approval of this schedule shall not
relieve the Contractor of its obligation to complete the work within the Contract Time. When
approved, the Project Schedule Update will become the Project Schedule.
Weekly Planning Schedule. The Contractor shall submit, in writing, a Weekly Planning
Schedule that shows the Contractor's and all Subcontractor's planned activities for a
minimum of two weeks immediately following the date of submittal and actual days worked
versus planned for the week before the date of submittal. This schedule shall include the
description, duration and sequence of work activities and anticipated lane closures for the
upcoming two weeks. The Weekly Planning Schedule shall be based on the Project
Schedule and may be a time -scaled logic diagram or other standard format as approved
by the Engineer. Schedule Submittal requirements for reports do not apply to the Weekly
Planning Schedule.
(h) Revised Schedule. A Revised Schedule is required in the event of any major change to the
work. Examples of major changes are:
(1) Significant changes in logic or methods of construction or changes to the critical path;
(2) Addition, deletion, or revision of activities required by contract modification order;
(3) Approval of a Contractor submitted Value Engineering Change Proposal;
(4) Delays in milestones or project completion;
(5) Phasing revisions;
(6) When the Engineer determines that the schedule has a fatal flaw; or
(7) When the work cannot be constructed as scheduled.
The Contractor shall provide a Revised Schedule within 10 days of the Engineer's written
notification and shall include the diagrams and reports as described in subsections
108.03(b) and 108.03(c). Once approved, the Revised Schedule becomes the Project
Schedule.
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(i)
(U )
Payment. All costs relating to the requirements of this subsection will not be paid for
separately but shall be included in the work.
Method Statements. A Method Statement shall be prepared for the controlling activities in
the CPM, salient features listed in the Commencement and Completion of Work special
provision, or as directed by the Engineer. The Method Statement shall include any
additional activity or feature that the Engineer considers to be a controlling factor for timely
completion. The Method Statement shall be a detailed narrative describing each activity or
feature and all work necessary to complete it. The Contractor shall include the following
information in the Methods Statement:
1. Feature name;
2. Who is responsibility for the feature work (Contractor, subcontractor, supplier, utility,
etc.);
3. Detailed description of the planned work procedures. The procedures to be used shall
include information such as forming, excavation, pouring, heating and curing, backfill
and embankment, trenching, protecting the work, etc. When separate or different
procedures are to be employed due to seasonal or project phasing requirements, such
differing procedures shall be described in the statement;
4. The planned quantity of work per day for each feature using the same units of measure
as the applicable pay item;
5. The anticipated labor force required by labor type;
6. The number, types, and capacities of equipment planned for the work; and
7. The planned time for the work including the number of workdays per week, number of
shifts per day, and the number of hours per shift.
At the Engineer's discretion, the Contractor shall update the Method Statement or any part
thereof and resubmit it to the Engineer for review and approval.
108.04 Payment Schedule. The Contractor shall prepare a payment schedule which shall show
the dollar amount of work the Contractor expects to complete, including Force Accounts,
retainage and expected incentive payments, by the progress estimate date each month for the
duration of construction. The payment schedule shall be signed by the Contractor's authorized
agent. The payment schedule shall show the dollar amount of work the Contractor expects to
complete for every month on the Contract from commencement of work to Project Acceptance.
The fiscal year (January 1 to December 31) totals shall also be shown on the payment schedule.
The payment schedule may be prepared using standard spreadsheet software such as MS Excel
and submitted in electronic format.
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(a) Initial Payment Schedule. The Contractor shall submit the certified initial payment schedule
within 15 days of the award of the Contract.
(b) Payment Schedule Updates. Once each month the Contractor shall submit an update to
the Engineer. The update shall be in the same format as the initial payment schedule and
shall be submitted to the Engineer by the first day of each month. In each update, estimated
monthly dollar amounts shall be revised to show the dollar amount for actual work
accomplished which includes actual progress payments made to the Contractor to date and
work accomplished but not paid. Each update shall show corrected dollar amounts of work
to be completed each month through the Specified Completion Date as shown on the
Contractor's Project Schedule Update.
If the update has any Weld County Fiscal Year (January 1 to December 31) payment in
excess of the encumbrance amount, the Department may, in its sole discretion, approve
the update. If the Department does not approve the update the Contractor shall either revise
the payment schedule or proceed at his own risk. The risk is either not being paid in a timely
manner, or not being paid at all for any amounts over the encumbrance amount. If the
Contractor proceeds at his own risk, then payment for the at -risk work will be dependent
upon ratification of this work by the Weld County Controller.
If the update exceeds the encumbrance amount because of additional compensable work,
and the Department does not approve this update, any delay to critical path work related to
this additional compensable work will be considered excusable and compensable per with
subsection 108.08(c) if the Contractor does not proceed at his own risk.
If the update exceeds the encumbrance amount because of the Contractor's accelerated
schedule, and the Department does not approve the update, the delay for not performing
the work associated with the Contractor's accelerated schedule in the scheduled Fiscal
Year will be non-compensable per with subsection 108.08(c) if the Contractor does not
proceed at his own risk.
(c) Failure to Submit Payment Schedule. If the Contractor fails to submit the initial payment
schedule, the Contract will not be executed. If a payment schedule update is not submitted
by the required date, the Engineer will withhold progress payments until such time as the
Contractor has submitted a current payment schedule.
108.05 Limitation of Operations. The Contractor shall conduct the work in a manner and
sequence to assure the least interference with traffic. The Contractor shall not open up work to
the prejudice or detriment of work already started. The Engineer may require the Contractor to
finish a section of work before starting any additional sections if the opening of a section is
essential to public convenience.
108.06 Character of Workers; Methods and Equipment. The Contractor shall employ
resources for completing work to full completion in the manner and time required by the Contract.
All workers shall have skill and experience to perform the work assigned to them.
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Any person employed by the Contractor or by any subcontractor who does not perform the work
in a proper and skillful manner shall, at the written request of the Engineer, be removed by the
Contractor or subcontractor and shall not be employed on the project without the approval of the
Engineer.
Should the Contractor fail to remove this person or persons or fail to furnish skilled and
experienced personnel for the proper prosecution of the work, the Engineer may, at their sole
discretion, suspend the work by written notice until compliance is achieved.
All equipment used on the project shall be of size and mechanical condition to meet requirements
of the work and to produce a satisfactory quality of work. Equipment used shall not cause injury
to the roadway, adjacent property, or other highways.
When the methods and equipment to be used are not prescribed in the Contract, the Contractor
shall use any methods or equipment that will accomplish the contract work in conformity with the
contract requirements.
When the methods and equipment to be used are specified in the Contract, other methods and
equipment shall not be used in the performance of the work unless the Contractor receives
written authorization from the Engineer.
If the Contractor desires to use a method or equipment other than specified in the Contract, the
Contractor may request approval from the Engineer. The request shall include a full description
of the methods and equipment proposed to be used and the Contractor's explanation for the
proposed change. The Contractor will be fully responsible for producing work in conformity with
contract requirements. If the substituted methods or equipment do not produce results
conforming to contract requirements, the Contractor shall complete the remaining construction
with the originally specified methods and equipment. Deficient work shall be removed, repaired,
or replaced to conform with the specified quality by and at the Contractor's expense. No increase
will be made in the basis of payment for the construction items involved nor in contract time
when a change in methods or equipment is authorized.
108.07 Workplace Violence. If a representative or employee of the Contractor, or a
subcontractor, commits an act of workplace violence on the project, he shall be sanctioned as
provided by the Contractor's employment policies and, where appropriate, shall be reported to
law enforcement authorities. At the request of either the Contractor or the Engineer, the Engineer
and the Contractor shall meet to discuss appropriate actions to be taken against the
representative or employee. Appropriate action may include removing the representative or
employee from the project. If removal is warranted and the Contractor fails to remove the
representative or employee, the Engineer may suspend the work by written notice until
compliance is achieved.
108.08 Determination and Extension of Contract Time. The contract time is stated in the
Commencement and Completion of Work special provision. The contract time will be used to
determine the contract completion date.
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The Contractor may work between sunrise and '/2 hour before sunset, Monday through Friday
excluding holidays, without written consent from the Engineer. If the Contractor wishes to work
outside of these hours of operation, they may request to do so by providing the Engineer with a
written request outlining the reasons for the request. The Engineer is under no obligation to
approve hours of operation outside of the hours listed above.
The Contractor shall not carry on construction operations on Saturdays, Sundays, or holidays
unless previously arranged and approved by the Project Manager and Inspector Supervisor. The
Contractor shall not perform construction operations on any three or four -day holiday weekend
without prior written approval.
Requests for weekend construction operations shall be presented in writing to the Engineer and
Inspector Supervisor no later than Wednesday at 5 p.m. before the weekend in which the work
will be performed. Written requests received after the deadline will be reviewed on a case by
case basis. The Engineer and Inspector Supervisor are not required to provide written approval
for weekend inspectable construction operations requests.
In the event, the weekend construction operations involve inspectable work (operations requiring
a construction inspector), the Contractor shall provide a credit on the next pay application to the
County. The amount credited shall be $400.00 for the first four hours (four hour minimum) and
$100.00 per hour per day thereafter for each Inspector or Engineer required to perform
inspections on the inspectable work.
Construction operations shall stop at 5 p.m. the day before the start of the holiday weekend.
Construction operations may resume after the holiday weekend has passed. The Contractor
shall only make emergency repairs and provide proper protection of the work and the traveling
public on the holiday weekend days.
(a) Time Count Contract. When the contract time is on a working day or calendar day basis,
the Engineer will furnish the Contractor a weekly statement showing the number of days
assessed for the preceding week and the number of days remaining for completion of the
Contract. If the Contractor is in disagreement with the current weekly statement, the
Contractor shall submit a request for review of the current weekly statement. Such request
shall be made within 30 calendar days of the receipt of the statement and shall detail the
reasons the statement is believed to be incorrect.
When final acceptance has been made by the Engineer as prescribed in subsection 105.21,
the daily time charges will cease on working day and calendar day projects.
1. Working Day Contract. When the work is on a working day basis, one whole day of
contract time will be assessed for each working day on which the work can be
effectively prosecuted during six hours or more of the day. One-half day will be
assessed for each working day on which the work can be effectively prosecuted for at
least two hours but less than six hours of the day. Contract time will not be assessed
when the work can be effectively prosecuted for less than two hours. Saturdays,
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Sundays, and holidays will be assessed as workdays when the Contractor utilizes
such days for prosecuting the work.
2. Calendar Day Contract. When the work is on a calendar day basis, one calendar day
of contract time will be assessed for each calendar day from the date that Contract
time starts including Saturdays, Sundays, and holidays. Calendar Day Contracts have
been adjusted before bid advertisement to account for no work on Saturdays,
Sundays, and holidays by increasing the calendar days by the appropriate number of
days. As stated in subsection 108.08, no inspectable construction operations shall
occur on Saturdays, Sundays, and holidays unless prior written approval has been
granted by the Engineer. No weather days or less than full time charges days will be
granted in this contract.
(b) Completion Date Contract. When the Contract specifies a completion date, all work under
the Contract shall be completed on or before the date specified. Completion Date Contracts
have been adjusted before bid advertisement to account for Saturdays, Sundays, and
holidays by adjusting the completion date by the appropriate number of days. As stated in
subsection 108.08, no inspectable construction operations shall occur on Saturdays,
Sundays, and holidays unless prior written approval has been granted by the Engineer. No
extension of the completion date will be allowed for inclement weather, foreseeable causes,
or conditions under the control of the Contractor.
If all work under the Contract is not completed on or before the specified completion date,
contract time will be assessed for each additional calendar day per with subsection
108.8(a)(2) and liquidated damages will be assessed to the Contractor per day, per
Table108-2 until the completion of the project.
(c) Delay. Any event, action or factor that extends the performance period of the Contract.
1. Excusable Delay: A delay that was beyond the Contractor's control and was not due
to the Contractor's fault or negligence. The Department may grant a contract time
extension for an excusable delay.
A. Compensable Delay: A delay that the Department, not the Contractor, is
responsible for entitling the Contractor to a time extension and monetary
compensation. Monetary compensation for compensable delays will be made per
subsection 109.10.
B. Non-compensable Delay: An excusable delay that neither the Contractor nor the
Department is responsible for that may entitle the Contractor to a contract time
extension but no additional monetary compensation. Contract time allowed for
the performance of the work may be extended for delays due to force majeure
(i.e., acts of God, acts of the public enemy, terrorist acts, fires, floods, area wide
strikes, embargoes, or unusually severe weather).
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2. Non -excusable Delay: A delay that was reasonably foreseeable or within the control
of the Contractor for which the Department will not grant monetary compensation or a
contract time extension.
3. Concurrent Delay. Independent delays to critical activities occurring at the same time.
A. The Department will not grant a time extension or additional compensation for
the period of time that a non -excusable delay is concurrent with an excusable
delay.
B. The Department may grant time but no compensation for the period of time that
a non-compensable delay is concurrent with a compensable delay.
Delays in delivery of materials or fabrication scheduling resulting from late
ordering, financial considerations, or other causes that could have been foreseen
or prevented will be considered non -excusable delays. However, delays caused
by fuel shortage or delay in delivery of materials to the Contractor due to some
unusual market condition caused by industry -wide strike, national disaster,
area -wide shortage, or other reasons beyond the control of the Contractor which
prevent procurement of materials or fuel within the allowable contract time limits
will be considered excusable delays.
(d) Extension of Contract Time. The Contractor shall orally notify the Engineer as soon as the
Contractor recognizes a potential project delay. The Contractor or Engineer shall document
the discussion in writing. This discussion and documentation are not considered an official
notice of a delay.
The Contractor shall provide a written notice of delay within seven days of determining the
need for additional contract time. The notice of delay shall describe the nature and specific
cause of the delay. Failure to submit the written notice of delay within seven days
constitutes a waiver of entitlement to additional time or compensation.
The Contractor shall submit the time extension request and supporting analysis within 30
days of the written delay notice. The request shall include a schedule analysis with all
information needed to support the time extension request pursuant to one of the following
methods including an explanation for selecting that method:
(1) Time Impact Analysis (TIA) for all forward -looking analyses of time impacts following
the guideline AACE® International Recommended Practice No. 52R-06 Prospective
Time Impact Analysis — As Applied in Construction.
(2) Forensic Schedule Analysis for all time impacts absorbed into the schedule following
the AACE® International Recommended Practice 29R-03 Forensic Schedule
Analysis.
(3)
Other acceptable method of schedule analysis, as approved by the Engineer.
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The analyses shall show a delay to the critical path in order to obtain a contract time
extension. The Contractor shall demonstrate that efforts were made to avoid the delay by
resequencing the work or by using other reasonable alternatives. Failure to submit the
documentation to support the time extension request within 30 days of the Contractor's
written notice of delay constitutes a waiver of entitlement to additional time or
compensation. The Engineer's review of the time extension request shall not exceed 15
days.
The schedule included in the request shall be per subsection 108.03(c). The Engineer will
base a determination of an allowable contract time extension on the current "Approved, no
exceptions taken" or "Approved -as- Noted" Project Schedule which shall have a data date
within 30 days before the alleged delay, the supporting documentation and schedule
analysis submitted by the Contractor, and any additional relevant information available.
The Contractor's assertion that insufficient contract time was specified is not a valid reason
for an extension of contract time. Adding activities to or changing logic on a Project
Schedule Update shall not constitute supporting documentation of a delay request
justification. The Contractor shall submit a justification for determination of a contract time
extension separately from the Project Schedule Update. Approval of a Project Schedule
Update or Revised Schedule will not constitute approval of a contract time extension. When
the Engineer grants a contract time extension, the revised Contract Completion date will
be in effect as though it were the original contract date. The Contractor's failure to have an
"Approved" or "Approved -as -Noted" current project schedule in place will preclude the
Department from approving a contractor's time extension request.
108.09 Failure to Complete Work on Time. A daily charge will be made against the Contractor
for each calendar day, including free time, that any work remains uncompleted after the elapse
of contract time. This daily charge will be deducted from any money due the Contractor. This
deduction will not be considered a penalty, but as liquidated damages.
Upon issuance of the Notice of Final Acceptance, the Contractor shall submit all required
paperwork required to close out the project within 20 days. Failure to provide the required
paperwork will result in the assessment of liquidated damages as outlined in Table 108-2.
The schedule of liquidated damages set forth below is an amount, agreed to by the Contractor
and the Department, as reasonably representing additional construction engineering costs
incurred by the Department if the Contractor fails to complete performance within the contract
time.
Due account shall be taken of any adjustment of the contract time for completion of the work
granted under the provisions of subsection 108.08.
Permitting the Contractor to continue and finish the work or any part thereof after elapse of
contract time will not operate as a waiver on the part of the Department of any of its rights under
the Contract.
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Deductions assessed as liquidated damages under this subsection shall not relieve the
Contractor from liability for any damages or costs resulting from delays to other contractors on
the project or other projects caused by a failure of the assessed Contractor to complete the work
according to contract times.
Table 108-2 — Liquidated Damages Based on Original Contract Amount
From More
Than
To and
Including
I Liquidated Damages per Calendar Day ($)
0
1,000,000
1,400
1,000,000
2,000,000
2,500
2,000,000
6,000,000
4,500
6,000,000
9,000,000
8,000
9,000,000
15,000,000
8,800
15,000,000
12,500 plus 1,400 Per Each Additional 1,000,000 Contract
Amount or Part Thereof Over 15,000,000
108.10 Default of Contract.
(a) The Engineer may send a written notice of intent to find the Contractor in default to the
Contractor and the Surety by certified mail for any of the reasons listed below. The notice
will describe the conditions causing the impending default, advise them of the actions
required for remedy, and state that if the conditions have not been corrected within ten days
of receipt of the notice, Weld County will find the Contractor in default.
The Department may send a written notice of intent under this part (a) if the Contractor:
(1) Fails to begin the Contract work within the time specified to begin work, or
(2) Fails to perform the Contract work with sufficient resources to assure its timely
completion, or
(3) Discontinues the Contract work, or
(4) Fails to resume discontinued Contract work, or
(5) Becomes insolvent, is declared bankrupt, commits an act of bankruptcy or insolvency,
allows a final judgment to remain unsatisfied for a period of ten calendar days, makes
an assignment for the benefit of creditors, or
(6) Fails to comply with the Contract regarding minimum wage payments, DBE
requirements, or EEO requirements, or
(7)
Is a party to fraud.
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If the Contractor fails to correct the conditions identified in the notice of intent to find
the Contractor in default within ten calendar days of receipt, the Department may
serve the Contractor with an immediate notice of default and take prosecution of the
work from the Contractor. Copies of the default notice will also be sent, by certified
mail, to the Contractor and the Surety.
(b) The Engineer may send a written notice of intent to find the Contractor in default to the
Contractor and the Surety by certified mail for the reason listed below. The notice will
include a suspension of work which will require the Contractor to cease work on the
Contract Items that are unacceptable. The notice will describe the conditions causing the
impending default, advise the Contractor of the actions required for remedy and state that
if the conditions have not been corrected within ten days of receipt of the notice, Weld
County will find the Contractor in default.
The Department may send a written notice of intent under this part (b) if the Contractor fails
to perform the work to Contract requirements or neglects or refuses to correct or remove
and replace rejected materials or unacceptable work.
The Contractor shall not resume work on the unacceptable Contract Items until the
following conditions have been met:
(1) The Contractor shall submit a written proposal to the Engineer outlining the
procedures which will be followed by the Contractor to correct the unacceptable
conditions, and;
(2) The Engineer and the Contractor shall meet to discuss the written proposal, and;
(3) The Engineer will issue written permission for the Contractor to commence work.
If the Contractor fails to meet these three conditions within ten calendar days of receipt of
the notice of intent to find the Contractor in default, or if at any time after the Contractor
resumes work, the work does not meet Contract requirements or the Contractor again
neglects or refuses to correct or remove and replace rejected materials or unacceptable
work, the Department may serve the Contractor with an immediate notice of default and
take prosecution of the work from the Contractor. Copies of the default notice will also be
sent, by certified mail, to the Contractor and the Surety.
(c) In the case of default under either subsection 108.10(a) or 108.10(b):
(1) The Department will revoke the Contractor's Prequalification. If the Department
chooses to rebid the remaining Contract work on this project, the Contractor will not
be allowed to submit a bid for this work.
(2) The Department may appropriate or use materials at the project site and contract with
others to complete the remaining Contract work.
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(3) The Department will determine the methods used for completion of the Contract.
(4) Resulting costs and charges incurred by the Department will be deducted from
payments owed the Contractor. If such costs exceed the payment owed the
Contractor, the Contractor and Surety shall reimburse the Department for these costs.
These costs and charges may include but are not limited to: cost of Contract
completion, including designing, advertising, bidding and awarding the remaining work
and liquidated damages or disincentives.
(d) If the notice of default is determined to be in error, the rights and obligations of the parties
shall be the same as if the Contract had been terminated per subsection 108.10. Damages
for improper notice of default may be awarded accordingly.
108.11 Termination of Contract.
(a) Termination Notice. The Department may terminate work under the Contract in whole or in
part if the Engineer determines that termination is in the Department's best interest.
Contract termination will be initiated by the Engineer's written Contract Termination Notice
to the Contractor. The notice will specify the effective date.
(b) Canceled Commitments. The Contractor, after receiving the Contract Termination Notice,
shall cancel any outstanding commitments for procurement of materials, supplies,
equipment, and miscellaneous items. In addition, the Contractor shall use reasonable effort
to cancel or divert any outstanding subcontract commitments to the extent they relate to
any work terminated. With respect to such canceled commitments the Contractor shall:
(1) Settle all outstanding liabilities and all claims arising out of these canceled
commitments. Such settlements will be approved by the Engineer and shall be final;
and
(2) Assign to the Department all of the rights, title and interest of the Contractor under the
terminated orders and subcontracts, as directed. The Department will then have the
right to settle or pay any or all claims arising out of the termination of these
commitments.
(c) Termination Claim. The Contractor shall submit the termination claim to the Engineer within
90 days after the termination notice effective date. During the 90 -day period, the Contractor
may make a written request for a time extension in preparing the claim. Any time extension
must be approved by the Engineer. If the Contractor fails to submit the termination claim
within the time allowed, the Engineer may determine the amount due the Contractor by
reason of the termination.
(d) Payment. Subject to subsection 108.11(c) above, the Contractor and Engineer may agree
upon the whole or any part of the amount to be paid to the Contractor because of the
termination. The amount may include reasonable cancellation charges incurred by the
Contractor. The amount may also include any reasonable loss upon outstanding
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commitments for subcontracts which the Contractor is unable to cancel, provided the
Contractor has made reasonable effort to divert the commitments to other activities. The
amount agreed upon shall be embodied in a Contract Modification Order and the Contractor
shall be paid that amount.
Payments claimed and agreed to pursuant to termination shall be based on the Contract
unit prices. Payment for partially completed lump sum items may be made in the proportion
that the partially completed work is to the total lump sum item. Where work performed is of
a nature that it is impossible to separate the costs of uncompleted work from completed
units, the Contractor will be paid the actual cost incurred for the necessary preparatory work
and other work accomplished.
The Department may from time to time, under terms and conditions it may prescribe, make
partial payments against costs incurred by the Contractor in connection with the contract
termination. The total of such payments shall not exceed the amount, as determined by the
Engineer, the Contractor will be entitled to hereunder.
(e) Disposition of Work and Inventory. The Contractor shall transfer title and deliver to the
Department, as directed, such items which, if the Contract had been completed, would have
been furnished to the Department including:
(1) Completed and partially completed work; and
(2) Materials or equipment produced or in process or acquired in connection with the
performance of the work terminated by the notice.
Other than the above, any termination inventory resulting from the contract termination
may, with written approval of the Engineer, be sold or acquired by the Contractor under the
conditions prescribed by and at prices approved by the Engineer. The proceeds of any such
disposition shall be applied to reduce any payments to the Contractor under the Contract
or shall otherwise be credited to the cost of work covered by the Contract or paid in a
manner as directed. Until final disposition, the Contractor shall protect and preserve all the
material related to the Contract which is in the Contractor's possession and in which the
Department has or may acquire an interest.
(f)
Cost Records. The Contractor agrees to make cost records available to the extent
necessary to determine the validity and amount of each item claimed.
(g) Contractual Responsibilities. Termination of a Contract or portion thereof shall not relieve
the Contractor of contractual responsibilities for the work completed, nor shall it relieve the
Surety of its obligation for and concerning any just claim arising out of the work performed.
108.12. Pay Reductions. A pay reduction will be made against the Contractor for each calendar
day, including free time, that the Contractor is out of compliance with the Specifications. This
daily charge will be deducted from any money due to the Contractor.
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The pay reduction amounts are generally defined in the applicable sections of the Specifications.
Where pay reductions are not defined in the specifications, the pay reduction amount shall follow
Table 108-2 of these specifications.
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Section 109 — Measurement and Payment
109.01 Measurement of Quantities. All work completed under the Contract will be measured
by the Engineer according to United States standard measure (English units).
A station when used as a definition or term of measurement will be 100 linear feet.
The method of measurement and computations to be used in determination of quantities of
material furnished and of work performed under the Contract will be those methods generally
recognized as conforming to good engineering practice.
Unless otherwise specified, longitudinal measurements for area computations will be made
horizontally, and deductions will not be made for individual structures having an area of 9 square
feet or less. Unless otherwise specified, transverse measurements for area computations will be
the neat dimensions shown on the plans or as ordered in writing by the Engineer.
Structures will be measured according to neat lines shown on the plans or as altered to fit field
conditions.
Items which are measured by linear foot, such as pipe culverts, guardrail, underdrains, etc., will
be measured parallel to the base or foundation upon which the structures are placed, unless
otherwise shown on the plans.
In computing volumes of excavation and embankment, the average end area method or the
method incorporated into the Department's computer earthwork program will be used.
The term "gauge," when used in connection with the measurement of plates, will mean the U.S.
Standard Gage.
When the term "gauge" refers to the measurement of wire, it will mean the wire gage specified
in ASTM A510.
The term "ton" will mean the short ton consisting of 2,000 pounds avoirdupois.
Materials measured or proportioned by weight shall be weighed on accurate scales. Scales shall
be accurate within the allowable tolerances as prescribed by State law. The scales shall be
tested for accuracy by the Colorado Department of Agriculture or an approved Colorado
Department of Agriculture vendor (https://www.colorado.gov/pacific/aginspection/scale-
companies ) at least once each year, each time the scales are relocated, and as often as the
Engineer may deem necessary. Scales shall be furnished by the Contractor, or the Contractor
may utilize commercial scales.
Scales shall be operated according to the Colorado Department of Agriculture's regulations.
Weighers, scales, scale tickets, scale house, and verification of the scales' accuracy will not be
measured and paid for separately but shall be included in the work.
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The Contractor may use either certified hopper scales or certified platform scales.
When platform scales are used to weigh vehicles carrying material paid for by weight, a certified
weigher shall weigh each vehicle. Hopper scales used to directly measure material paid for by
weight shall be operated by certified weighers and provide an accurate net weight.
The operator of each vehicle carrying material measured and paid for by weight shall obtain a
scale ticket (certificate of correct weight) from the certified weigher and deliver the ticket to the
Engineer at the point of delivery of the material.
The scale ticket shall include the following information:
(1) Project Number.
(2) Date.
(3) Ticket Number.
(4) Haul Unit Number.
(5) Form 43 Number and Mix Type (HMA and SMA Only)
(6) Plant Location
(7) Gross Weight.
(8) Tare Weight.
(9) Net Weight.
(10) Material Type.
(11) Certified Weigher's Name.
Vehicles used to haul material being paid for by weight shall bear a plainly legible identification
mark. Each of these vehicles shall be weighed empty daily at times directed by the Engineer.
The Contractor shall furnish to the Engineer, in writing, a vehicle identification sheet that lists the
following for each delivery vehicle to be used on the project:
(1) Identification mark.
(2) Vehicle length.
(3) Tare weight.
(4) Number of axles.
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(5) The distance between extreme axles.
(6) Information related to legal weight, including the Permit Number and permitted weight of
each vehicle for which the State has issued an overweight permit.
This information shall be furnished before time of delivery of the material and at any subsequent
time the Contractor changes vehicles, combination vehicles, axle length relationships, or
overweight permitting of vehicles.
All materials (304 - Class 6 Base Course, 403 HMA, etc.) delivered to the project site that have
been weighed by a certified scale, shall be issued tickets by the source certified weigh master.
These tickets will be collected and compiled by a representative of the Contractor at the project's
placement site. Tickets will be made available for inspection during placement to the Engineer
or Inspector at all times. The Contractor will submit, in an envelope, within 48 hours of material
placement, the following:
(1) Truck Tare List
(2) Original Scale Tickets
(3) Weld County Materials Quantity Reconciliation Sheet, signed by Contractor's
representative.
Material quantity discrepancies, such as waste or rejected loads will be tracked on the
reconciliation sheet submitted by the Contractor. Contractor will be made aware of any
discrepancy immediately by the inspector.
Ticket package will be submitted to the inspector or engineer within 48 hours of placement. For
material quantity submittals beyond these 48 hours, a price reduction on the material in question
will occur as follows:
• less than 24 hours = 2%
• 25 - 48 hours = 5%
• 48 hours to 72 hours = 25%
• Greater than 72 hours = 100%
Weighers using hopper scales solely for batching materials not measured and paid for by weight
need not be certified.
The Engineer will randomly verify the accuracy of the certified weigher on every project where
the weights are manually entered on the scale ticket. This verification will consist of at least one
comparison check on the project. Additional verification checks may be required as determined
by the Engineer. The Engineer will randomly select a loaded truck after the truck has been issued
a scale ticket by the certified weigher. The loaded truck will then be reweighed, in the presence
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of the Engineer, on the same scale and the weight compared with the weight on the scale ticket.
Reweighed loads shall be within the tolerance of 200 pounds plus or minus.
The Engineer will also verify the accuracy of computerized scales. Computerized scales are
scales that automatically print weights on the scale ticket. This verification will consist of at least
one comparison check when the project requires more than 2,500 tons of material to be weighed.
This comparison check shall be made by reweighing a loaded vehicle. The Contractor shall
either provide a second certified scale or select a second certified scale in the vicinity to be used
for the comparison check. Comparison checks shall be performed using the following
procedures:
(1) Hopper Scale. A loaded truck will be randomly selected by the Engineer. The loaded truck
shall be weighed on a certified platform scale to record the gross weight. The truck shall be
unloaded and weighed again on the same scale to record the tare weight. The tare weight
shall be subtracted from the gross weight and compared against the net weight recorded
on the scale ticket.
(2) Platform Scales. The Engineer will randomly select a loaded truck. The loaded truck shall
be reweighed on a second certified scale and the gross weight shall be compared against
the gross weight on the first scale ticket.
Should a comparison check reveal a weight difference of more than one percent, a second
comparison check shall be performed immediately. If the weight differences of both comparison
checks exceed the one percent limit, the Contractor shall immediately stop weighing and the
scale shall be recertified and resealed at the Contractor's expense. The necessary adjustments
as indicated by the recertification will be made to all scale tickets issued since the last
certification or on the entire project, whichever occurred later, unless the Contractor
demonstrates to the satisfaction of the Engineer that the defect in the scale was present for a
lesser period of time.
If it is necessary to recertify a scale, and more than 2,500 tons of material remain to be weighed,
another scale comparison check shall be made.
All comparison checks shall be made at the Contractor's expense.
Materials to be measured by volume in the hauling vehicle shall be hauled in approved vehicles
and measured at the point of delivery. Vehicles for this purpose may be of any size or type,
provided the body is shaped so the actual contents may be readily and accurately determined.
All vehicles shall be loaded to their water level capacity and all loads shall be leveled when the
vehicles arrive at the point of delivery.
Water used in the work will be measured by the M Gallon or 1,000 U.S. Gallons. The weight of
inherent moisture in the material will not be deducted. Water added for the Contractor's
convenience will not be paid for.
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Water may be measured by either volume or weight. Water meters shall be accurate within a
range of plus or minus 3 percent. When water is metered, the Contractor shall use an approved
metering device and shall furnish the Engineer a certificate showing the meter has been
accurately calibrated within the time allowed in the following schedule:
• 2 inch meter has to be recalibrated at a minimum of every 4 years
• 4 inch to 6 inch meter has to be recalibrated at a minimum of every 2 years
• 8 inch to 10 inch meter has to be recalibrated at a minimum of every 1 year
Water meters shall be calibrated when the Engineer determines there is reason to believe the
meters are not accurate within the allowable tolerance. If water meter accuracy is found
acceptable, the cost involved in checking the water meter shall be at the Department's expense.
If the water meter accuracy is found unsatisfactory, the cost involved in checking the water meter
shall be at the Contractor's expense.
For those materials specified to be measured by the cubic yard, an acceptable method of
computing volumes of excavation is to determine a weight to volume factor and convert weight
to volumes by means of the factor. Colorado Procedure 80 as described in the CDOT Field
Materials Manual shall determine the weight to volume factor. The number of tests used to
determine the material weight to volume factor will be determined by the Engineer. The locations
where the tests are taken shall be at those locations specified in the "Method of Measurement"
for the particular bid item; i.e., Unclassified Excavation - in its original position: Embankment
Material - in its final compacted position, etc.
Asphalt materials will be measured by the gallon or ton. Volumes will be measured at 60°F or
will be corrected to the volume at 60°F using ASTM D1250 for asphalts or ASTM D633 for tars.
Net certified scale weight or weight based on certified volumes in the case of rail shipments will
be used as a basis of measurement, subject to correction when asphalt material has been lost
from the car or the distributor, wasted, or otherwise not incorporated in the work. When asphalt
materials are shipped by truck or transport, net certified weight or volume subject to correction
for loss or foaming will be used for computing quantities.
Cement will be measured by the ton.
Timber will be measured by the number of thousand feet board measure or MFBM actually
incorporated in the structure. Measurement will be based on nominal commercial widths and
thicknesses.
The term "lump sum" when used as an item of payment will mean complete payment for the
work described in the Contract.
When a complete structure or structural unit (in effect, "lump sum" work) is specified as the unit
of measurement, the unit will include all necessary fittings and accessories.
Rental of equipment will be measured in hours of actual working time and necessary traveling
time of the equipment within the limits of the project. If special equipment has been ordered by
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the Engineer in connection with force account work, travel time and transportation to the project
will be measured. If equipment has been ordered held on the job on a standby basis by the
Engineer, and is not otherwise utilized by the Contractor, standby rental rates for the equipment
will be paid at the rates specified in subsection 109.04.
When standard manufactured items are specified such as fence, wire, plates, rolled shapes, and
pipe conduit, and these items are identified by gage, unit weight, and section dimensions, the
identification will be considered to be nominal weight or dimensions. Unless more stringently
controlled by tolerances in cited specifications, manufacturing tolerances established by the
industries involved will be accepted.
The following work will not be measured and paid for separately but shall be included in
applicable unit prices for which the work is required. The list below is not all-inclusive and there
may be other items which are considered incidental to the project:
(1) Earthwork requiring more than one handling.
(2) New materials (if required) for resetting fences.
(3) Fine grading
(4) Soil conditioner unless otherwise identified in the Contract.
(5) Fertilizer unless otherwise identified in the Contract.
(6) Staging areas
(7) Additional temporary construction easements if desired by the Contractor
(8) Coordination with utility companies
(9) All water
109.02 Scope of Payment. The Contractor shall receive and accept compensation provided for
in the Contract as full payment for furnishing all materials and for performing all work under the
Contract in a complete and acceptable manner and for all risk, loss, damage, or expense of
whatever character arising out of the nature of the work or the prosecution thereof, subject to
the provisions of subsection 107.21.
Work or materials for which there are pay items and which are to be paid for separately will be
included in the appropriate pay item in the Summary of Approximate Quantities on the plans.
Work or materials that are essential to the project but for which there are no pay items, will not
be measured and paid for separately but shall be included in the project.
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Payment for any pay item listed in the Summary of Approximate Quantities on the plans, having
additional items shown within parentheses, shall be full compensation for all work necessary to
complete the item as designated.
109.03 Compensation for Altered Quantities. When the accepted quantities of work vary from
the quantities in the Contract the Contractor shall accept as payment in full, payment at the
original contract unit prices for the accepted quantities of work done. Allowance will not be made
except as provided in subsections 104.02 and 108.11, for any increased expense, loss of
expected reimbursement, or loss of anticipated profits suffered or claimed by the Contractor
resulting either directly from such alterations or indirectly from unbalanced allocation of overhead
expense among the contract items or from any other cause.
If any such alteration directly causes the loss of any work or materials already furnished by the
Contractor under the terms of the original Contract, reimbursement for such work or of salvaging
such materials will be at actual cost. Any such materials may, at the option of the Department,
be purchased at the actual cost to the Contractor, as evidenced by certified invoices.
109.04 Compensation for Changes and Force Account Work. Differing site conditions,
changes, and extra work performed under Section 104 will be paid for as stipulated in the order
authorizing the work. Compensation will be at unit prices or lump sum, or the Department may
require the Contractor to do the work on a force account basis to be compensated in the following
manner:
(a) Labor. For all labor and foremen in direct charge of the specific operations, the Contractor
will receive the actual rate of wage normally paid for each and every hour that the labor and
foremen are actually engaged in the work, as documented by certified payrolls.
The Contractor will receive the actual costs paid to, or on behalf of, workers by reason of
subsistence and travel allowances, health and welfare benefits, pension fund benefits, or
other benefits, when the amounts are required by a collective bargaining agreement or
other employment contract or generally applicable to the classes of labor employed on the
work.
An amount equal to 67 percent of the actual wages and fringe benefits paid directly to the
employees will also be paid to the Contractor. This 67 percent will not be applied to
subsistence, travel allowance, or to fringe benefits paid to a third party or a trustee.
(b) Materials. For materials accepted by the Engineer and incorporated in the work, the
Contractor shall receive the actual cost of such materials, including transportation charges
paid (exclusive of equipment rentals as set forth), to which 15 percent will be added.
(c) Owned or Leased Equipment. For the use of any machinery or equipment, approved by the
Engineer, which is owned or leased directly by the Contractor or subcontractors, or by
entities that are divisions, affiliates, subsidiaries or in any other way related to the
Contractor or subcontractors or their parent companies, the Contractor will be paid in the
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manner specified. Rental rates will be from the current edition of the Rental Rate Blue Book
of Rental Rates for Construction Equipment and will be used as follows:
1. Determination of the rental rate to be used will be as follows:
Hourly rate: RR = (ADJ BB/176)(RF)+EOC
Standby rate: SR = (ADJ BB/176)(RF)(0.5)
Where:
RR = Hourly rental rate
SR = Standby rate
ADJ BB = Blue Book Monthly Rate adjusted for year of manufacture
RF =Regional Factor of 1.06
EOC = Estimated Hourly Operating Costs from Blue Book
2. The number of hours to be paid for will be the number of hours that the equipment is
actually used on a specific force account activity.
3. Overtime shall be compensated at the same rate indicated in subsection 109.04(c)(1)
above.
4. The EOC will be used for each hour that the equipment is in operation on the force
account work. Such costs do not apply to idle time regardless of the cause.
5. Idle time for equipment will not be paid for, except where the equipment has been held
on the Project site on a standby basis at the direction of the Engineer. Such payment
will be made at the standby rate established in subsection 109.04(c)1 above. The
Engineer must approve the payment of standby rates for equipment before the costs
are incurred. Payment for standby time will not be made on any day the equipment
operates for eight or more hours. For equipment accumulating less than eight hours
operating time on any normal workday, standby payment will be limited to only that
number of hours that, when added to the operating time for that day, equals eight
hours. Additionally, payment for standby time will not be made in any consecutive 30 -
day period that the equipment operates for 176 or more hours. For equipment
accumulating less than 176 hours operating time in any consecutive 30 -day period,
standby payment will be limited to only that number of hours that, when added to the
operating time for that consecutive 30 -day period, equals 176 hours. Standby payment
will not be made in any case on days not normally a workday.
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6. The rates established above include the cost of fuel, oil, lubrication, supplies, incidental
tools valued at less than $500, necessary attachments, repairs, overhaul and
maintenance of any kind, depreciation, storage, overhead, profit, insurance, all costs
(including labor and equipment) of moving equipment onto and away from the site, and
all incidentals, except as allowed in subsection 109.04(c)8.
7. The rental rate for small tools shall be $2 per hour. Small tools are defined as any tool
which would be valued between $500 and $2,000 if purchased new.
8. Transportation charges for each piece of equipment to and from the site of the work will
be paid provided:
(1) The equipment is obtained from the nearest source,
(2) Charges are restricted to those units of equipment not already available or
required on the Project, and
(3) The equipment is used solely for the force account work.
9. Fast use expendable parts not included in the Rental Rate Blue Book will be paid at
certified invoice cost plus 10%. Such parts not totally expended on the force account
work will be prorated based on actual use.
10. Payable time periods will not include:
(1) Time elapsed while equipment is broken down;
(2) Time spent in repairing equipment; or
(3) Time elapsed after the equipment is no longer needed.
If a piece of equipment that is not in the Blue Book is needed, rates shall be agreed
to in writing before the equipment is used.
(d) Rental Equipment. Use of rental equipment not owned or leased by the Contractor or
subcontractors will be paid for by certified invoice cost. The EOC will also be paid if not
included in the rental rate. The use of and rates for rental equipment shall be approved by
the Engineer before use. Proration of rental rates to an hourly rate for equipment not used
solely for the force account shall be based on 176 hours per month, 40 hours per week or
8 hours per day as applicable. The cost of moving the rental equipment onto and away from
the job will also be paid when the equipment is used solely for the force account work. An
amount equal to ten percent of the total due to the Contractor for rental equipment cost will
be added to compensate the Contractor for related overhead costs.
(e) Administrative Compensation. Administrative compensation will be paid to the Contractor
for work performed on a force account basis by a subcontractor, utility, railroad, waste
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disposal company, or specialty firm. The compensation will be a percentage of the value of
the force account work performed per the following:
To $1,000
10%
Over $1,000 to $10,000
$100 plus 5% of excess over $1,000
Over $10,000
$550 plus 3% of excess over $10,000
The percentages will be calculated after certified invoices are furnished by the Contractor.
Compensation for administrative loading expenses will be applied to each individual billing
for each force account, not to exceed one administrative loading per billing nor one billing
per force account per month.
(f)
Records. The Contractor's representative and the Engineer shall, on a daily basis, agree
in writing on the quantities of labor, equipment and materials used for work completed on
a force account basis.
(g) Statements. Payment will not be made for work performed on a force account basis until
the Contractor has furnished the Engineer with triplicate itemized statements of the cost of
the force account work, detailed as follows:
(1) Labor classification, hours, rate, and extension for each labor class or pay rate within
a class.
(2) Equipment type, hours, rate and extension for each unit of equipment.
(3) Quantities of materials, prices, extensions and transportation charges.
(4) Administrative compensation when applicable.
Statements shall be accompanied and supported by certified invoices for all materials and
rental equipment including transportation charges. If materials used on the force account
work are not specifically purchased for the work, but are taken from the Contractor's stock,
the Contractor shall furnish a written statement certifying that the materials were taken from
stock, that the quantity claimed was actually used, and that the price and transportation
claimed represent the actual cost to the Contractor.
(h) Alternative Method of Documenting Force Account Work. The following method of
documenting the amount of force account work done may be used in lieu of the method
described in subsections 109.04(f) and (g) above, when agreed to by both the Engineer
and the Contractor.
The Engineer will keep a daily record of the labor, equipment and material used on
approved force account work. The Contractor's representative shall review and initial the
record each day to ensure that the record is accurate and complete, and that the costs
were actually incurred.
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The Contractor shall furnish certified copies of invoices for the cost of all materials used
including transportation charges. If materials used on force account work are not
specifically purchased for the work, but are taken from the Contractor's stock, the
Contractor shall furnish a written statement certifying that the quantity claimed was actually
used, and that the price and transportation charges claimed represent the actual cost to
the Contractor.
The Engineer will calculate the cost of the force account work each month and include
payment on the monthly progress estimate.
(i)
The additional percentages stated in (a) through (h) above constitute full compensation for
all items of expense not specifically designated, including general superintendence, use of
incidental tools, field and office overhead and profit. The total payment made as provided
above shall constitute full compensation for such work.
109.05 Eliminated Items. Should any items contained in the Contract be found unnecessary for
the proper completion of the work, the Engineer will notify the Contractor in writing, to eliminate
the item. Such action will not invalidate the Contract. The Contractor, by Contract Modification
Order, will be reimbursed for actual work done and all costs incurred, including mobilization of
materials and equipment before the elimination of the items.
109.06 Partial Payments. Partial payments will be made once each month as the work
progresses when the Contractor is performing satisfactorily under the Contract. Payments will
be based upon progress estimates prepared by the Engineer, of the value of work performed,
materials placed per the Contract, and the value of the materials on hand per subsection 109.07.
The amount of the progress estimate paid to the Contractor will be subject to the following:
(a) Standard Amount Retained. The Department will make a deduction from the progress
estimate in the amount considered necessary to protect the interests of the County,
pursuant to Section 24-91-103, CRS. The amount retained will be 5% of the value of the
completed work, to a maximum of 5% of the contract amount. No retainage shall be
released before Final Acceptance. No retainage shall be released if there are CDPHE fines
for stormwater items while under the stewardship of the Contractor until the fines are
resolved. No further amount will be retained if the Contractor makes satisfactory progress
in the contract work. The amount retained will be in effect until such time as final payment
is made, with the following exception which requires the Contractor's written request and
consent of the Surety: Upon completion and acceptance of the project, after the project
quantities are finalized, and the Contractor has submitted the necessary forms, the
Engineer may make reduction in the amount retained.
The Contractor shall request release of retainage on work that has been partially accepted
per subsection 105.21(a). The Contractor shall provide a certified invoice to the Engineer
stating the percentage of the original contract amount constituted by the partially accepted
work. The calculated percentage will be multiplied by the maximum retainage amount
allowed to determine the retainage to be released.
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(b) Securities in Lieu of Standard Amount Retained. When the original contract amount
exceeds $150,000, the Contractor may withdraw all or any portion of the standard amount
retained if acceptable securities are assigned to the Department, and deposited as set forth
in Section 24-91-105, CRS and the implementing regulations. The securities shall at all
times have a market value at least equal in value to the sums withdrawn. If at any time the
Department determines that the market value of the securities has fallen below the sums
withdrawn, the Contractor, shall deposit additional acceptable securities in an amount
sufficient to reestablish a total deposit of securities equal in value to the sums withdrawn.
This security substitution shall not apply if a part of the contract price is paid from federal,
or other sources, and the federal or other source has requirements which are inconsistent
with this subsection.
(c) Subcontractor and Supplier Claims. In addition to a standard amount retained, the
Department will withhold funds for all claims against the Contractor filed by subcontractors
and suppliers, pursuant to Sections 38-26-107 and 24-91-103, CRS.
(d) No Payment. A partial payment will not be made when the total value of the work done
since the last estimate amounts to less than $500.
(e) Prompt Payment. The Contractor shall pay subcontractors and suppliers for all work that
has been satisfactorily completed within seven calendar days after receiving payment for
work from the Department. For the purpose of this section only, work shall be considered
satisfactorily complete when the Department has made payment for the work. The
Contractor's subcontracts shall include a prompt payment provision, requiring prompt
payment for all subcontractors and suppliers. The Contractor shall ensure that all
subcontractors and suppliers at every tier are promptly paid. If the Contractor or its
subcontractors fail to comply with this provision, the Engineer will not authorize further
progress payment for work performed directly by the Contractor or the noncompliant
subcontractor/supplier until making the required payments and providing the reporting
documentation required in subsection 109.06(h).
(f)
Retainage by the Contractor. The Contractor may withhold retainage of each progress
estimate on work performed by subcontractors. If during the prosecution of the project, a
subcontractor satisfactorily completes all work described on CDOT Form 205, as amended
by changes directed by the Engineer, the following procedure will apply:
1. The subcontractor may make a written request to the Contractor for the release of the
subcontractor's retainage.
2. Within ten workdays of the request, the Contractor shall determine if all work described
on Form 205 has been satisfactorily completed and shall inform the subcontractor in
writing of the Contractor's determination.
3. If the Contractor determines that the subcontractor has not achieved satisfactory
completion of all work described on Form 205, the Contractor shall provide the
subcontractor with written notice, stating specifically why the subcontract work is not
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satisfactorily completed and what has to be done to achieve completion. A copy of this
written notice shall be provided to the Engineer.
4. If the Contractor determines that the subcontractor has achieved satisfactory
completion of all work described on Form 205, the Contractor shall release the
subcontractor's retainage within seven calendar days.
5. In determining whether satisfactory completion has been achieved, the Contractor
may require the subcontractor to provide documentation such as certifications and
releases, showing that all laborers, lower -tiered subcontractors, suppliers of material
and equipment, and others involved in the subcontractor's work have been paid in full.
The Contractor may also require any documentation from the subcontractor that is
required by the subcontract or by the Contract between the Contractor and the
Department or by law such as affidavits of wages paid, material acceptance
certifications and releases from applicable governmental agencies to the extent that
they relate to the subcontractor's work.
6. Within 14 calendar days after receiving the Contractor's request, the Engineer will
make inspection of all work described on Form 205. The Engineer will measure and
furnish the final quantities to the Contractor of the items completed by the
subcontractor. Agreement on these final quantities by the Contractor will not constitute
the acceptance of the work described on Form 205 by the Engineer.
7. If the subcontractor performs only a portion of an item of work, the Contractor shall
release retainage per the procedures stated above and when the subcontractor has
completed all of the work included in the subcontract, however, final measurement of
quantities will not be made until the item of work and all of the work on the associated
Form 205 has been completed.
8. If additional quantities of a particular item of work are required at a later date after final
measurement has been made, the Contractor shall perform this work per Contract
requirements and at unit bid prices.
For this subsection only, satisfactory completion of all work described on CDOT Form
No. 205 is when all tasks called for in the subcontract as amended by changes
directed by the Engineer have been accomplished and documented as required by
the Department.
The requirements stated above do not apply to retainage withheld by the Department
from monies earned by the Contractor. The Department will continue to process the
release of that retainage based upon the completion date of the project as defined in
the Commencement and Completion of Work special provision.
9. If during the prosecution of the project a portion of the work is partially accepted per
subsection 105.21(a), the Contractor shall release all subcontractors' retainage on the
portion of the partially accepted work performed by subcontractors. Before the
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Department releasing the Contractor's retainage on work that has been partially
accepted per subsection 105.21(a), the Contractor shall submit to the Engineer a
certified statement for each subcontractor that has participated in the partially
accepted work. The statement shall certify that the subcontractor has been paid in full
for its portion of the partially accepted work including release of the subcontractor's
retainage. The statement shall include the signature of a legally responsible official for
the Contractor, and the signature of a legally responsible official for the subcontractor.
10. The Contractor shall be solely responsible for all additional costs involved in paying
retainage to the subcontractors before total project completion.
(g)
Good Cause Exception. If the Contractor has "good cause" to delay or withhold a
subcontractor's progress payment, the Contractor shall notify the Department and the
subcontractor in writing within seven calendar days after receiving payment from the
Department. The notification shall specify the amount being withheld and provide adequate
justification for withholding the payment. The notice shall also clearly state what conditions
the subcontractor must meet to receive payment. "Good cause" shall include but not be
limited to the failure of the subcontractor to make timely submission of required paperwork.
(h) Monthly Reporting. The flow chart below provides information regarding the process for
prompt payment on both non-CDOT and CDOT funded projects.
(1) For Weld County Projects not funded by CDOT, the Contractor shall submit the Form
1418, Monthly Payment Report, along with the project schedule updates, per
subsections 108.03(b) or 108.03(c)(3). Failure to submit a complete and accurate
Form 1418 shall be grounds for Weld County to withhold subsequent payments or
retainage to the Contractor. If the Contractor has good cause for delay as described
in subsection 109.06(g), the Contractor shall include the justification in its monthly
report. The subcontractor or supplier shall have fifteen (15) days from the receipt of
the Contractor's payment to confirm payment or report an issue on a Form 1418. If
the subcontractor or supplier does not report a prompt payment issue within fifteen
(15) days from the Contractor's monthly reporting, the subcontractor waives Weld
County's assistance in resolving the prompt payment issue and the monthly audit will
be closed. This provision should not be construed to limit the subcontractor's or
supplier's contractual remedies. Failure to submit complete and accurate data on the
Form 1418 shall be grounds for Weld County to withhold subsequent payments or
retainage from the Contractor.
If a subcontractor or supplier is also a payor, the subcontractor or supplier shall also
report all prompt payments to its lower tier subcontractors or suppliers within seven
(7) days of receiving the Contractor's payment on a Form 1418. The lower tier
subcontractors or suppliers shall have fifteen (15) days from the receipt of the
subcontractor's or supplier's payment to confirm payment or report an issue on a Form
1418. If the subcontractor or supplier does not report a prompt payment issue within
fifteen (15) days from the Contractor's monthly reporting, the lower tier subcontractor
or supplier waives Weld County's assistance in resolving the prompt payment issue
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and the monthly audit will be closed. This provision should not be construed to limit
the lower tier subcontractor's or supplier's contractual remedies. Failure to submit
complete and accurate data on the Form 1418 shall be grounds for Weld County to
withhold subsequent payments or retainage from the Contractor.
(2) For Weld County projects with CDOT funding, the Contractor shall record all payments
to subcontractors and suppliers by completing an audit in the B2GNow System within
fifteen (15) days of paying the subcontractors or suppliers. If the Contractor has good
cause for delay as described in subsection 109.06(g), the Contractor shall include the
justification in its monthly audit. Once the Contractor enters a payment to a
subcontractor or supplier, the subcontractor or supplier will receive a notice to confirm
payment. The subcontractor or supplier shall notify the Contractor and the Engineer
in writing if there is an issue with the prompt payment. The subcontractor or supplier
shall have fifteen (15) days from the notice to confirm payment or report an issue. If
the subcontractor or supplier does not report a prompt payment issue within fifteen
(15) days from the Contractor's monthly reporting, the subcontractor waives Weld
County's and CDOT's assistance in resolving the prompt payment issue and the
monthly audit will be closed. This provision should not be construed to limit the lower
tier subcontractor's or supplier's contractual remedies. Failure to submit complete and
accurate data in the B2GNow System shall be grounds for Weld County to withhold
subsequent payments or retainage from the Contractor.
If a subcontractor or supplier is also a payor, the subcontractor or supplier shall also
report all prompt payment to its lower tier subcontractors and suppliers within seven
(7) days of receiving the Contractor's payment. The lower tier subcontractor or
supplier shall notify the Contractor, subcontractor/supplier, and Weld County in writing
if there is an issue with prompt payment. If the lower tier subcontractor or supplier
does not report a prompt payment issue within fifteen (15) days from the Contractor's
monthly reporting, the subcontractor waives Weld County's and CDOT's assistance
in resolving the prompt payment issue and the monthly audit will be closed. This
provision should not be construed to limit the lower tier subcontractor's or contractor's
contractual remedies. Failure to submit complete and accurate data in the B2GNow
System shall be grounds for Weld County to withhold subsequent payments or
retainage from the Contractor.
Fuel Cost Adjustments. Contract cost adjustments will be made to reflect increases or
decreases in the monthly average prices of gasoline, diesel and other fuels from the
average price for the month preceding the month in which bids were received for the
Contract. These cost adjustments are not changes to the Contract unit prices bid. When
bidding, the Contractor shall specify on the Form 85 whether the cost adjustment will apply
to the Contract. After bids are submitted, the Contractor will not be given any other
opportunity to accept or reject this adjustment. If the Contractor fails to indicate a choice on
the Form 85, the cost adjustment will not apply to the Contract. If the fuel cost adjustment
is accepted by the Contractor, the adjustment will be made per the following criteria:
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Prompt Payment Flowchart
(To Be Completed Monthly By The Contractor, Subcontractors, and Suppliers)
Contractor receives payment from Weld
County
i
Contractor pays subcontractors and suppliers
within 7 days of receipt of payment. (All
subcontractors shall have an approved Form
205 on file with Weld County. All suppliers
shall have an approved Form 1425 on file with
Weld County.)
Payments made by the Contractor shall be
reported on the Form 1418 to Weld County or
in B2GNow (if applicable).
Form 1418 or B2GNow entries shall be
submitted to Weld County within 15 days of
making payment to subcontractors or
suppliers.
1
Subcontractors and Suppliers shall make
payments to lower tier subcontractors and
suppliers within 7 days of receipt of payment
from the Contractor.
Payments made by the Subcontractors or
Suppliers shall be reported on the Form 1418
to Weld County or in B2GNow (if applicable).
Subcontractors and Suppliers shall confirm
receipt of payment with Weld County and in
B2GNow Of applicable) within 15 days of
payment from the Contractor.
i _
Is a discrepancy identified between the
Subcontractor/Supplier and the Contractor?
If a discrepancy is identified, the Supplier/
Subcontractor shall report it to Weld County
within 15 days. If not reported within 15 days,
per Section 109.06(h) the Supplier/
Subcontractor waives assistance in resolving
the prompt payment issue.
No
Yes
III, Subcontractor/Supplier shall attempt to
resolve the issue with the Contractor.
Is discrepancy resolved
between Contractor and
Subcontractor/Supplier?
No
Yes
Contact Weld County Engineer for assistance
in resolving the discrepancy.
If the Engineer cannot resolve the
discrepancy, the Engineer will involve CDOT
Civil Rights or Weld County attorneys as
applicable.
Weld County will make no further payments to
the Contractor until the discrepancy is
resolved.
l
Once all discrepancies have been resolved
and the Contractor, Subcontractors, and
Suppliers have provided the required monthly
reporting information including the Form
1418s or updates to B2GNow (if applicable),
Weld County will review the monthly reporting
and resume making monthly payments to the
Contractor. (See subsection 109.06(h) of the
Specifications.
Once the Contractor, Subcontractors, and
Suppliers have provided the required monthly
reporting information including the Form 1418s
or updates to B2GNow (if applicable), Weld
County will review the monthly reporting and
resume making monthly payments to the
Contractor. (See subsection 109.06(h) of the
Specifications.
This process repeats monthly until the project is
completed and all parties have been paid for the
work performed on the project.
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1. Cost adjustments will be based on the fuel price index established by CDOT and
calculated as shown in subsection 109.06(i)(2)(D) below. The index will be the monthly
average of the rates posted by the Oil Price Information Service (OPTS) for Denver
No. 2 Diesel. The rate used will be the OPTS Average taken from the OPIS Standard
Rack table for Ultra -Low Sulfur w/Lubricity Gross Prices (ULS column), expressed in
dollars per gallon and rounded to two decimal places.
2. Cost adjustments will be made on a monthly basis subject to the following conditions:
A. Adjustment will be based on the pay quantities on the monthly partial pay
estimate for each of the pay items listed in the table below for which fuel factors
have been established. Adjustment will be made only when the pay item is
measured by the pay unit specified in the table:
Table 109-1 — Fuel Cost Adiustment Table
Item
Pay Unit
Fuel Factor (FF)
202 -Removal of Asphalt Mat (Planing)
SY
0.006 Gal/SY/Inch depth
203 -Excavation (muck, unclassified)
Embankment, Borrow
CY
0.29 Gal/CY
203 -Rock Excavation
CY
0.39 Gal/CY
206 -Structure Excavation and Backfill [applies
only to quantities paid for by separate bid item; no
adjustment will be made for pay items that include
structure excavation and backfill, such as
RCP(CIP)]
CY
0.29 Gal/CY
304 -Aggregate Base Course (Class )
CY
0.85 Gal/CY
304 -Aggregate Base Course (Class )
Ton
0.47 Gal./Ton
307 -Processing Lime Treated Subgrade
SY
0.12 Gal/SY
310 -Full Depth Reclamation
SY
0.06 Gal/SY
403 -Hot Mix Asphalt (HMA)(Grading )*
Ton
2.47 Gal/Ton
403 -Stone Matrix Asphalt (Grading )
Ton
2.47 Gal/Ton
405 -Heating and Scarifying Treatment
SY
0.44 Gal/SY
405 -Heating and Repaving Treatment
SY
0.44 Gal/SY
405 -Heating and Remixing Treatment
SY
0.44 Gal/SY
406 -Cold Bituminous Pavement (Recycle)
SY
0.01 Gal/SY/Inch depth
412- Concrete Pavement (_Inch)
SY
0.03 Gal/SY/Inch thickness
412 -Place Concrete Pavement**
SY
0.03 Gal/SY/Inch thickness
Table Notes:
*Hot Mix Asphalt (Patching) is not subject to fuel cost adjustment.
**Use the thickness shown on the plans
B. A fuel cost adjustment will be made only when the current fuel price index varies
by more than 5 percent from the price index at the time of bid, and only for that
portion of the variance in excess of 5 percent. Fuel cost adjustments may be
either positive or negative dollar amounts.
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C. Fuel cost adjustments will not be made for any partial estimate falling wholly after
the expiration of contract time.
D. Adjustment formula:
EP greater than BP:
FA = (EP — 1.05 BP)(Q)(FF)
EP less than BP:
FA = (EP — 0.95 BP)(Q)(FF)
Where:
BP = Average fuel price index for the calendar month before the calendar month
in which bids are opened.
EP = Average fuel price index for the calendar month before the calendar month
in which the partial estimate pay period ends
FA = Adjustment for fuel costs in dollars
FF = Fuel usage factor for the pay item
Q = Pay quantity for the pay item on the monthly partial pay estimate
Note: When the pay item is based on area, and the rate of fuel use varies with
thickness, Q should be determined by multiplying the area by the thickness. For
example: for 1,000 square yards of 8 -in concrete pavement Q should be 8000.
Example: Bids are opened on July 16. The BP will be the average of the daily
postings for June 1 through June 30. For an estimate cut-off date selected by the
Contractor at the Pre -construction Conference of the 20th of the month a
February estimate will include HMA quantities (Q) measured from the 21St of
January through the 20th of February, the FF will be 2.47 Gal/Ton, and the EP
index used to calculate FA will be the average of the daily postings for January
1 through January 31 as established by CDOT.
E. Fuel cost adjustment will not be made for the quantity of any item that is left in
place at no pay.
F. Fuel cost adjustments will not be made to items of work added to the Contract
by Change Order after the award of the Contract.
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The fuel cost adjustment will be the sum of the individual adjustments for each of the pay
items shown. No adjustment will be made for fuel costs on items other than those shown.
The factors shown are aggregate adjustments for all types of fuels used, including but not
limited to gasoline, diesel, propane, and burner fuel. No additional adjustments will be made
for any other type of fuel.
Fuel cost adjustments resulting in an increased payment to the Contractor will be paid for
under the planned force account item: Fuel Cost Adjustment. Fuel cost adjustments
resulting in a decreased payment to the Contractor will be deducted from monies owed the
Contractor.
Asphalt Cement Cost Adjustments. Contract cost adjustments will be made to reflect
increases or decreases in the monthly average price of asphalt cement from the average
price for the month preceding the month in which bids were received for the Contract. These
cost adjustments are not a change to the contract unit prices bid. When bidding, the
Contractor shall specify on the Form 85 whether the cost adjustment will apply to the
Contract. After bids are submitted, the Contractor will not be given the opportunity to accept
or reject this adjustment. If the Contractor fails to indicate a choice on the Form 85, the cost
adjustment will not apply to the Contract. If the asphalt cement cost adjustment is accepted
by the Contractor, the adjustment will be made in accordance with the following criteria:
Abbreviations and Terms
(1) Estimate Price for asphalt (EP) — Average Asphalt Cement price index for the calendar
month before the calendar month in which the partial estimate pay period ends.
A. On the first Monday of each month, CDOT determines the EP using price values
from the most recent Poten and Partners Asphalt Weekly and the Argus
Americas Asphalt Report. CDOT averages values for the following, eliminating
the single highest and single lowest values, before averaging.
The high reported selling price (per ton) of typical non -modified paving grades of
asphalt from the Poten and Partners Asphalt Weekly Monitor.
Colorado
Colorado Springs Area
Montana
Eastern markets
Western markets
Nebraska
Western markets
New Mexico
Northern
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Southern
Utah
Salt Lake City area
Wyoming
Northern markets
Southern markets
The high reported selling price (per ton) of typical non -modified paving grades of
asphalt from the Argus Americas Asphalt Report.
Denver
Kansas City
Omaha
Salt Lake City
Wyoming
This average value is then averaged with values obtained in the same manner
for the previous three weekly reports to establish the EP.
B. The EP remains in effect until the first Monday of the following month and is used
for regular partial estimates closed before the first Monday of the following month.
1. Base Price for asphalt (BP) — Average Asphalt Cement price index for the
calendar month before the calendar month in which bids are opened.
2. Asphalt cost adjustment (ACCA) — Asphalt Cement Cost Adjustment.
https://www.codot.gov/business/designsupport/cdot-construction-
specifications/2023-construction-specifications/acca
(2) Cost adjustments will be made on a monthly basis subject to the following conditions:
A. Adjustment will be based on the pay quantities on the monthly partial pay estimate
for the following two pay items when measured by the ton and asphalt cement is
included in the pay items:
Item No.
Item
Pay Unit
403*
Hot Mix Asphalt (Grading )(Asphalt)
Ton
403
Stone Matrix Asphalt (Grading _)(Asphalt)
Ton
Table Notes:
* Hot Mix Asphalt (Patching) is not subject to asphalt cement cost adjustment.
B. A cost adjustment will be made only when the EP asphalt cement price index varies
by more than 10 percent from the BP asphalt cement price index, and only for that
227
portion of the variance in excess of 10 percent. Cost adjustments may be either
positive or negative dollar amounts.
C. The maximum allowable monthly and final price adjustment to the Contractor or
rebate to the Department is limited to a (EP/BP) ratio of 1.6 and 0.4, respectively.
D. Asphalt cement cost adjustments will not be made for any partial estimate falling
wholly after the expiration of contract time.
E. Adjustment formula:
EP greater than BP:
ACCA = (EP — 1.10 BP) (PA) (Q)
EP less than BP:
ACCA = (EP — 0.90 BP) (PA) (Q)
Where:
BP = Average Asphalt Cement price index for the calendar month before the
calendar month in which bids are opened
EP = Average Asphalt Cement price index for the calendar month before the
calendar month in which the partial estimate pay period ends
ACCA = Asphalt Cement Cost Adjustment
PA = Percent of the paving mixture that is asphalt cement. Asphalt Cement
content will be determined by the weighted average of all asphalt cement
content percentages obtained from the field acceptance tests for that item
(Use decimal in formula, e.g.: 0.053). If Reclaimed Asphalt Pavement (RAP),
Reclaimed Asphalt Shingles (RAS), or both is used, the percent of Virgin
Asphalt Cement added to the mix will be determined by subtracting the
percent of asphalt cement in the RAP, RAS, or both from the percent of
asphalt cement in the mix as calculated from Revision of Section 401,
Reclaimed Asphalt Pavement and Revision of Section 401 Reclaimed
Asphalt Shingles.
Q = Pay quantity for all 403 items shown above on the monthly partial pay
estimate in Tons
Example: Bids are opened on July 16. The BP will be the average of the
weekly postings for June 1 through June 30. For an estimate cut-off date
selected by the Contractor at the Pre -construction Conference of the 20th of
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the month a February estimate will include HMA quantities measured from
the 21St of January through the 20th of February, and the EP index used to
calculate ACCA will be the average of the weekly prices for January 1 through
January 31 as established by CDOT.
F. Cost adjustment will not be made for the quantity of any item that is left in place at
no pay or for material removed and replaced at the Contractor's expense.
G. Cost adjustments will not be made to items of work added to the Contract by
Change Order after the award of the Contract.
H. The asphalt cement cost adjustment will be the sum of the individual adjustments
for each of the pay items shown above. No adjustment will be made for asphalt
cement costs on items other than those shown above.
I. Asphalt cement cost adjustments resulting in an increased payment to the
Contractor will be paid for under the planned force account item: Asphalt Cement
Cost Adjustment. Asphalt cement cost adjustments resulting in a decreased
payment to the Contractor will be deducted from monies owed the Contractor.
109.07 Payment for Material on Hand (Stockpiled Material). Partial monthly payments to the
Contractor for completed work will include payment only for materials actually incorporated in
the work unless otherwise approved by the Engineer.
In the event the Engineer agrees to pay for stockpiled materials, payments may be made to the
Contractor for materials to be incorporated into the work as evidenced by invoices or cost
analyses of material produced on the project subject to the following:
1. The material has been fabricated or processed and is ready for installation into the project
and conforms to the requirements of the Contract. The Contractor shall provide the
Engineer with a monthly accounting of all materials stockpiled on the project for which
stockpiled payment is being requested and certification of compliance that the materials
conform to the requirements of the Contract. This monthly accounting shall include the
specific location of materials, the amounts of materials stockpiled, the amounts of materials
incorporated into the work, and the net amounts of materials for which stockpile material
payment is being requested.
Payment for stockpiled structural steel (unfabricated milled plate) may be made subject to
the following additional conditions:
A. The plan quantity of structural steel shall exceed one million pounds.
B. The structural steel shall have been delivered to the Contractor's fabrication plant.
C. The material conforms to the requirements of the Contract.
229
D. Payment shall not exceed 60 percent of the certified invoice cost of the structural steel.
2. The material is stored on the project, on Weld County owned property, or at an acceptable
secured location within Weld County. In the latter case, the Contractor shall provide a
document signed by the owner and lessee of the property establishing that the Department
has a vested interest in, and the right of access to and possession of the material. The
material shall be clearly identified for the Weld County project.
If the material is structural steel (either completely fabricated or unfabricated milled plate),
it is stored on the project, stored on Weld County owned property, or identified and stored
separately from all other lots of similar material in acceptable storage places. In the latter
case, the Contractor shall provide a document signed by the owner and lessee of the
property establishing that the Department has vested interest in, and the right of access to
and possession of the structural steel. When the structural steel is stockpiled outside Weld
County, the Contractor shall reimburse the Department for all costs incurred to verify the
quantity of the material, conformance to contract requirements, and proper storage.
3. The Contractor provides the Engineer with a written cost analysis which confirms that the
balance of funds in the corresponding items is sufficient to complete the installation. Partial
payments will not exceed 85 percent of the contract unit price for the item or 100 percent
of the certified invoice cost of the stockpiled material, whichever is less.
4. The Contractor shall provide the Engineer with a certified invoice.
Payment for stockpiled materials will not relieve the Contractor of responsibility for loss or
damage to the material.
Payment for living plant materials, perishable materials, or materials which will not become
an integral part of the finished project will not be made under this subsection.
109.08 Reserved.
109.09 Acceptance and Final Payment. When the project has been accepted as provided in
subsection 105.21, the Engineer will prepare the final estimate of the quantities of the various
classes of work performed. After approval of the final estimate by the Contractor, payment of the
entire sum found to be due after deducting all previous payments and all amounts to be retained
or deducted under the provisions of the Contract will be made.
All prior estimates and payments, except for those made per subsection 109.06(f)(6) will be
subject to correction in the final estimate and payment.
109.10 Compensation for Compensable Delays. If the Engineer determines that a delay is
compensable per either subsection 105.22, 105.23, 105.24, or 108.08, monetary compensation
will be determined per this subsection.
230
(a) These categories represent the only costs that are recoverable by the Contractor. All other
costs or categories of costs are not recoverable:
1. Actual wages and benefits, including FICA, paid for additional labor not otherwise
included in (5) below;
2. Costs for additional bond, insurance and tax;
3. Increased costs for materials;
4. Equipment costs calculated per subsection 109.04(c) for Contractor owned equipment
and based on invoice costs for rented equipment;
5. Costs of extended job site overhead;
6. Costs of salaried employees not otherwise included in (1) or (5) above incurred as a
direct result of the delay;
7. Claims from subcontractors and suppliers at any level (the same level of detail as
specified is required for all such claims);
8. An additional 16 percent will be added to the total of items (1) through (7) as
compensation for items for which no specific allowance is provided, including profit
and home office overhead.
(b) In adjustment for costs as allowed above, the Department will have no liability for the
following items of damages or expense:
1. Profit in excess of that provided in (a) above;
2. Loss of profit;
3. Additional cost of labor inefficiencies in excess of that provided in (a) above;
4. Home office overhead in excess of that provided in (a) above;
5. Consequential damages, including but not limited to loss of bonding capacity, loss of
bidding opportunities, and insolvency;
6. Indirect costs or expenses of any nature in excess of that provided in (a) above;
7. Attorney fees, claim preparation fees, and expert fees.
All costs claimed must be documented and accompanied by a claim certification form
obtained from the Department.
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Section 110 — Weld County Approved Products List
110.01 Approved Products. The Weld County Approved Products List (APL) is intended to
provide the Contractor with a list of pre -approved products for use on the Project. Items on this
list will automatically be approved for incorporation into the Project upon a receipt of a submittal
from the Contractor.
The submittal shall include a cover sheet on the Contractor's letterhead, name of the project,
specification section to which the submittal applies, and the manufacturer's specification sheet
and cut sheet for the product being submitted.
Category
Manufacturer Name
Product Name
Asphalt Paving Grid — Overlays
Mirafi
PGM-G
Asphalt Reinforcement
Tensar
GlasGrid 8511 TF
Soil Conditioner (Hydraulic Growth
Medium)
ECB Verdyol
I Biotic Earth Black
Geotextile (Drainage)
Mirafi
FW-300
Geotextile (Separator)
Mirafi
RS -580i
Geogrid (Reinforcement)
Tensar
InterAx NX-650
TRM — Class 3
Propex
Pyramat-75
Joint Sealant
DOW Chemical
DOWSIL 888
Joint Sealant — Self Leveling
DOW Chemical
DOWSIL 890 -SL
Concrete Roadway Curing Compound
Right Pointe
White Water Linseed Oil
Dowel Bars/Dowel Bar Baskets
Simplex
Time Capsule
Flexible Delineator
SHUR-TITE
Products
Shur -Flex Drivable
Delineator
I Flashing Stop Signs
I TAPCO
Blinkersign Flashing LED
Stop Sign (R1-1)
(36"x36")(Solar)(Red)
2" x 2" Signpost
I Telespar
Telescoping Square Tubing
2-1/4" x 2-1/4" Signpost Base for 2" x 2"
Signpost
ITelespar
Square Signpost Base/Soil
Anchor
2-1/4" x 2-1/4" Signpost
ITelespar
Telescoping Square Tubing
2-1/2" x 2-1/2" Signpost Base for 2 1/4" x
2 1/4" Signpost
ITelespar
Square Signpost Base/Soil
Anchor
2-1/2" x 2-1/2" Signpost
Telespar
Telescoping Square Tubing
Dust Palliative
EnviroTech Services
Durablend
Dust Palliative
EnviroTech Services
BaseBind-M
Dust Palliative
EnviroTech Services
Mag-Chloride 70/30
232
Division 200 — Earthwork
Section 201 — Clearing and Grubbing
Description
201.01. This work consists of clearing, grubbing, removing, and disposing of vegetation and
debris within the limits of the right of way, easement areas, borrow pits, and other areas shown
in the Contract or required by the work. Vegetation and objects designated to remain shall be
preserved free from injury or defacement.
Construction Requirements
201.02. The Engineer will designate all trees, shrubs, plants, and other objects to remain. Every
object that is designated to remain and is damaged shall be repaired or replaced as directed at
the Contractor's expense.
This work shall include removal and disposal of tree stumps, bushes, roots, sod, and any other
vegetation or organics that interferes with the work.
This work shall include removal and disposal of all minor items for which there is no specific
"removal bid item", including but not limited to wooden posts, metal posts, fence posts, concrete,
and metal drainage items. Also included in this bid item is the removal of the following items:
1. All trash, glass, cans, barrels, construction materials, and any other non -organic materials
that interferes with the work.
2. All foundations, pavements, utility poles, fences, underground utilities, and other
deleterious materials not specifically called out as removals.
3. Sediment from existing pipes.
4. Delineators (unless paid for separately).
5. Gravel from access roads, and
6. Trees smaller than 6" diameter at breast height (DBH). Trees and shrubs designated to be
removed shall include the entire root ball and all roots larger than '/2" diameter.
Clearing and grubbing shall extend to the toe of fill or the top of cut slopes, unless otherwise
designated.
All surface objects, trees, stumps, roots, and other protruding obstructions not designated to
remain shall be cleared and grubbed. In areas to be rounded at the tops of backslopes, stumps
shall be removed to at least 2 feet below the surface of the final slope line.
233
Except in areas to be excavated, all holes resulting from the removal of obstructions shall be
backfilled with suitable material and compacted per subsection 203.06.
Burning of perishable material will not be permitted without the written approval of the Engineer.
If permitted, perishable material shall be burned under the constant care of the Contractor, at
times and in a manner that will not endanger the surrounding vegetation, adjacent property, or
objects designated to remain. Burning shall be done per applicable laws and ordinances.
No material or debris shall be disposed of within the project limits without the written permission
of the Engineer. Material or debris that is disposed of within the project limits shall be buried to
a depth of at least 2 feet and the surface shall be reshaped to match the adjacent ground line.
The Contractor shall make all arrangements to obtain written permission from property owners
for disposal locations outside the limits and view of the project. Copies of this written agreement
shall be furnished to the Engineer before the disposal area is used.
All cleared merchantable timber shall be removed from the project and shall become the property
of the Contractor.
Branches on trees or shrubs shall be removed as directed. Branches of trees extending over the
roadbed shall be trimmed to give aclear height of 20 feet above the roadbed surface. All trimming
shall be done per good tree surgery practices.
The Contractor shall clear and grub the areas within the excavation or embankment grading
limits and shall include the removal from the ground of brush, roots, sod, grass, residue of
agricultural crops, sawdust, and other vegetable matter. See subsection 208.04(e) for disturbed
area limits.
Method of Measurement
201.03. Measurement will be by one of the following methods:
Area Basis. The work to be paid for will be the number of acres acceptably cleared and grubbed,
including scalping, within the limits shown on the plans or staked by the Engineer.
Lump Sum Basis. When the Contract contains a clearing and grubbing lump sum item, no
measurement will be made.
Basis of Payment
201.04. The accepted quantities of clearing and grubbing will be paid for at the contract unit
prices as follows:
Area Basis. The quantities will be paid for at the contract unit price bid per acre for each pay
item that appears in the bid schedule.
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Lump Sum Basis. When the bid schedule contains a lump sum item, the lump sum price so bid
will be paid and shall be fullcompensation for clearing and grubbing the entire project.
Clearing and grubbing beyond the limits designated under this item will be paid for as Extra Work
per subsection 104.03.
Any dump fees or other fees associated with Clearing and Grubbing shall be considered
subsidiary to this bid item.
Removal of delineators shall be included as part of the work and will not be paid for separately.
Payment will be made under:
Pay Item
Pay Unit
Clearing
Acre, Lump Sum
Grubbing
Acre, Lump Sum
Clearing and Grubbing
Acre, Lump Sum
Exclusions. When the bid schedule does not contain an estimated quantity or a lump sum item
for clearing and grubbing, the work will not be paid for separately, but shall be included in the
work.
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Section 202 - Removal of Structures and Obstructions
Description
202.01. This work consists of the removal and disposal of trees, slope and ditch protection,
abandoned utility services, curb, gutter, pipes, sidewalk, structures, bridges or parts of bridges,
railroad appurtenances, traffic control devices, impact attenuators, guardrail, fences,
foundations, detours, pavements, pavement markings, ground signs, mailboxes, miscellaneous
concrete debris, and all other obstructions that are not designated or permitted to remain. It shall
also include salvaging, stockpiling and loading salvable materials, sandblasting, plugging
structures, cleaning culverts, and sawing and cutting to facilitate controlled breaking and removal
of concrete and asphalt to a neat line. Except in areas to be excavated, the resulting trenches,
holes, and pits shall be backfilled. This work also consists of plugging and abandoning water
wells as designated in the Contract.
Materials removed and not designated in the Contract to be salvaged or incorporated into the
work shall become the property of the Contractor.
This work consists of removal of the existing bridge(s) at the locations shown in the plans. Bridge
removal shall consist of the complete removal of all superstructure and substructure elements
including caissons and piling to a depth of at least two (2) feet below finished grade unless
otherwise shown on the plans. Time limitations for the work shall be as shown in the contract
and/or plans.
This work includes saw cutting and removal of the existing asphalt mat by the methods outlined
on the Plans and in the specifications. The materials shall be hauled to the locations outlined in
the specifications. The existing asphalt mat varies in thickness as shown on the plans and in the
project geotechnical report.
Weld County will retain ownership of the amount of asphalt millings specified in the Contract
Documents. The Contractor shall take possession of all asphalt millings removed from the
existing asphalt mat which are not identified as being owned by the County. All remaining asphalt
millings, if any, may be used in the project as allowed in the Contract or as approved by the
Engineer. Asphalt millings which are not owned by the County and cannot be used on the project
shall become the property of the Contractor and shall be disposed of at his expense outside the
project limits.
The asphalt millings to be retained by Weld County shall be delivered and stockpiled at to a
location specified in the Contract Documents.
This work consists of the removal of a structure coated with paint which may contain lead, other
heavy metals, or a combination thereof. Management of paint debris waste shall be
accomplished per Section 250.
Construction Requirements
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202.02 General. The Contractor shall raze, remove, and dispose of all structures and
obstructions which are identified on the project, except utilities, structures and obstructions
removed under other contractual agreements, and salvable material designated to remain the
property of the Department.
Basements and other cavities left by structure removal shall be filled to the level of the
surrounding ground with suitable material and, if within the construction limits, shall be
compacted per subsection 203.06.
Bridges, culverts, and other drainage structures shall not be removed until satisfactory
arrangements have been made to accommodate traffic and drainage.
Blasting or other operations used to remove existing structures or obstructions, which may
damage new construction, shall be completed before placing the new work.
Where portions of structures are to be removed, the portions designated to remain shall be
prepared to fit the new constructionand shall be protected from damage. All damage to structures
designated to remain in place shall be repaired at the Contractor's expense. Method of repair
shall be approved by the Engineer.
Sawing of concrete shall be done to a true line, with a vertical face, unless otherwise specified.
The minimum depth of a saw cut in concrete shall be 2 inches or to the depth of the reinforcing
steel, whichever occurs first.
Removed concrete and asphalt material may be used to construct embankments per subsection
203.07.
Where culverts or sewers are to be left in place and plugged, the ends of concrete or masonry
culverts shall be filled with suitable material. The ends of corrugated metal pipe culverts shall be
crushed. Culvert and sewer ends are to be sufficiently filled or crushed to prevent future
settlement of embankments. Plugging of culverts shall include removal of headwalls and other
appurtenances where necessary to accommodate the work.
Procedures for abandoning water wells shall conform to the Revised and Amended Rules and
Regulations of the State of Colorado, Division of Water Resources, Board of Examiners of Water
Well Construction and Pump Installation Contractors, (Board). The State Engineer who acts for
the Board is located at 818 Centennial Bldg., 1313 Sherman St., Denver, CO 80203(Phone 303-
866-3587).
The Contractor shall properly plug and abandon the designated wells and file an abandonment
report for each. An abandonment report shall be prepared using Form GWS-9 obtained from the
Board at the above address. The report shall describe the well location and how it was plugged.
This report shall be submitted to the Board, with a copy given to the Project Engineer, within 60
days after performing the work.
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Existing guardrail shall not be removed unless the need for the guardrail has been eliminated or
the hazard has been protected or delineated. The duration and manner of protection or
delineation shall be submitted in writing for approval by the Engineer.
(a) Removal of Bridge. The removal of the existing bridge(s) shall be performed in a safe
manner and per the requirements in this Specification and Standard Specifications 107.06.
The Construction Plan requirements shown in Section 107 shall be included in the Bridge
Removal Plan.
When removal operations are located over or in proximity to a railroad or any live water
way, additional coordination including potential incident emergency/risk management
notifications with the railroad or other agency (United States Army Corps of Engineers
(USACE), US Fish and Wildlife Service, US Forest Service, etc.) shall be required.
The Contractor shall submit a bridge removal plan to the Engineer for review and
acceptance at least 2 weeks before the Pre -removal Conference. This Plan shall detail
procedures, sequences, and all features required to perform the removal in a safe and
controlled manner. The Bridge Removal Plan shall be prepared by the Contractor's
Engineer and contain the Seal of a Professional Engineer registered in the State of
Colorado. The Contractor's Engineer shall stamp and sign the Bridge Removal Plan
"Approved for Construction". The Bridge Removal Plan shall be submitted to the Engineer
of Record and the Engineer for review and concurrence with general specification
compliance, but it will not be approved. Comments from the reviewers of the Bridge
Removal Plan shall be in writing to the Contractor within seven calendar days from receipt
of the plan and before the Pre -removal Conference. Acceptance of the Bridge Removal
Plan will be contingent upon the Contractor adequately addressing all written comments to
the satisfaction of the Engineer.
The Bridge Removal Plan shall provide complete details of the bridge removal process,
including but not limited to:
(1) The removal sequence corresponding to the construction phasing, including
calculations and analysis of the Contractor's removal equipment as related to loading
capacity and any crane bearing during removal operations. The sequence of operation
shall include a detailed schedule that complies with the working hour limitations.
(2) Equipment descriptions including size, number, type, capacity, backup/standby need,
and location of equipment during removal operations.
(3)
Roles and responsibilities of all project management, construction supervision, and
critical workers during the removal activities. This section shall include instructions for
communicating and managing a "safe -all -stop" scenario if unexpected hazards are
discovered during the activity.
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(4) Shoring that exceeds 5 feet in height, all falsework and bracing. Shoring design shall
follow the AASHTO Guide Design Specifications for Bridge Temporary Works, or other
design standard as approved by the Engineer.
(5) Shoring construction, including verification and proof testing shall be per Section 206.
Shoring will not be measured and paid for separately but shall be included in the cost
of item 202 — Removal of Bridge, unless otherwise provided on the plans or as directed
by the Engineer.
(6) Details, locations and types of protective coverings to be used. The protective
covering shall prevent any materials, equipment or debris from falling onto the
property below. When removal operations are located over or in proximity to any live
waterway, railroad, or pedestrian/bicycle path, additional width of protective covering
sufficient to protect these facilities shall be required. Detailed methods for protection
of the existing roadway facilities, including measures to assure that people, property,
utilities, and improvements will not be endangered.
(7)
Detailed methods for protection of live waterways including minimization of turbidity
and sedimentation, and protection of existing wetlands.
(8) Detailed methods for mitigation of fugitive dust resulting from the demolition.
(9) Details for dismantling, removing, loading, and hauling steel elements.
(10) Locations of railroad tracks, roadways, utilities (overhead and underground),
structures, or facilities located within the area of the bridge removal operations.
(11) Detailed methods of fire suppression.
(12) Methods of Handling Traffic, including bicycles and pedestrians, in a safe and
controlled manner.
(13) Details for managing project communications during demolition.
(14) Contingency plan for unexpected weather.
(15) Details for emergency and post -incident management in a catastrophic failure or other
serious incident or worker injury.
The Contractor's Engineer shall be responsible for the stability of the existing "in service"
structure for any deviation from the bridge removal limits shown on the plans. The
Contractor shall be responsible for the protection of any portion of the structure to remain
in place for later phases, including protection from the Contractor's construction activities.
When a railroad or other agency has more stringent criteria for design guidelines for
temporary works or demolition work, the more stringent criteria shall be followed.
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The Contractor shall hold a Pre -Removal Meeting at least seven days before the beginning
of removal of the bridge. The Engineer, the Contractor, the removal subcontractor, the
Contractor's Engineer, and the Traffic Control Supervisor (TCS), and Project
Communications Staff shall attend the Pre -Removal Meeting. The Bridge Removal Plan
shall be finalized at this Meeting. The Contractor shall provide meeting minutes and the
attendance list within 3 days after this Meeting.
The Contractor's Engineer shall sign and seal items (1) and (4) listed above in the final
Bridge Removal Plan. The Contractor's Engineer shall provide calculations that adequately
demonstrate the loads and impact of the Contractor's demolition equipment do not have
detrimental effects on the stability of the structure remaining after the end of each stage of
removal before traffic is allowed to resume in its normal configuration.
The final Bridge Removal Plan shall be stamped "Approved for Construction" and signed
and sealed by the Contractor's Engineer. The Contractor shall address all written
comments from the Engineer and shall submit a final Bridge Removal Plan to the Engineer.
The Contractor shall not begin the removal operations without the Engineer's written
acceptance of the final Bridge Removal Plan.
Submittal of the final Bridge Removal Plan to the Engineer, and field inspection performed
by the Engineer, shall in no way relieve the Contractor and the Contractor's Engineer of full
responsibility for the removal plan and procedures.
Work within Railroad right-of-way shall be per Section 107. For bridge removal over
railroads, including overhead wires, tunnels and underground facilities, approval of the
bridge removal plans will be contingent upon the drawings being satisfactory to the railroad
company involved.
The Contractor's Engineer shall be onsite during safety critical removal operations
considered to have a high degree of safety risk. At or before the Pre -removal Conference,
the Contractor and the Engineer shall agree if the Bridge removal operations are of high
safety risk. The Contractor's Engineer shall inspect and provide written approval of each
phase of the removal operations corresponding to the construction phasing shown on the
plans before allowing vehicles or pedestrians on, below, or adjacent to the structure. The
Contractor's Engineer shall certify in writing that the falsework, bracing, and shoring
conform to the details of the final Bridge Removal Plan. A copy of the certification shall be
submitted to the Engineer. If any part of the adjacent structure designated to remain in
place be damaged during removal operations, the Contractor's Engineer shall perform a
full and complete engineering evaluation of the structure and submit a written report to the
Engineer. This evaluation, as well as any additional costs to stabilize the structure due to
or resulting from the Contractor's actions or inactions, shall be borne solely by the
Contractor. Further work involving the bridge shall not be permitted until the report and any
subsequent remedial stability measures are complete and satisfactory to the Engineer.
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The Contractor shall have all necessary workers, materials, and equipment at the site
before closing any lanes to traffic to accommodate bridge removal operations. While the
lanes are closed to public traffic, work shall be pursued promptly and without interruption
until the roadway is reopened to traffic.
Removal of hazardous material shall be per Section 250.
The Contractor shall take all steps to avoid contaminating state waters, per subsection
107.25.
If an unplanned event occurs, or the bridge removal operation deviates from the submitted
bridge removal plan, the bridge removal operations shall immediately cease. All work
necessary to ensure worksite safety shall be performed. The Contractor shall submit to the
Engineer, the procedure or operation proposed by the Contractor's Engineer to correct or
remedy the occurrence of this unplanned event or to revise the final Bridge Removal Plan.
The Contractor's Engineer shall submit a written report to the Engineer, within 24 hours of
the event, summarizing the details of the event and the procedure for correction. The
Engineer shall review the information submitted regarding the unplanned event and provide
written acceptance of the corrective action or remedy procedure before resuming
operations.
Before removal of the protective covering, the Contractor shall clean the protective covering
of all debris and fine material.
The Engineer may suspend bridge removal for the following reasons:
(1) Final Bridge Removal Plan has not been submitted, or written authorization has not
been provided by the Engineer to begin the removal.
(2) The Contractor is not proceeding per the final Bridge Removal Plan, procedures, or
sequence.
(3) The Contractor's Engineer is not onsite to conduct inspection for the written approval
of the work.
(4) Safety precautions are deemed to be inadequate.
(5) Existing neighboring facilities are damaged as a result of bridge removal.
Suspension of bridge removal operations shall in no way relieve the Contractor of his
responsibility under the terms of the Contract. A suspension ordered as a direct result of
(1) through (5) above, shall be considered a non -excusable delay. Bridge removal
operations shall not resume until modifications have been made to correct the conditions
that resulted in the suspension, as approved in writing by the Engineer.
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The Contractor shall notify all emergency response agencies of the proposed removal work
and any detours three days in advance of work. This shall include the Colorado State Patrol,
local Police Department, local Fire Department, all local ambulance services, and the
Sheriff's Department, as appropriate.
All required traffic control devices, nighttime flagging stations, barricades and VMS signs
shall be in place, with detours in operation, before the beginning of removal operations
each day. Night work shall conform to the requirements of the MUTCD, Parts 1, 5, and 6.
Prior to reopening the roadway to public traffic, all debris, protective pads, materials, and
devices shall be removed, and the roadways swept clean. The Contractor shall install any
restriping necessary to achieve full compliance pavement markings before reopening. All
costs related to pavement marking replacement shall be included in the work.
Explosives shall not be used for removal work without the written approval of the Engineer.
Removal shall include the superstructure, the substructure, which includes the piers, the
abutments and wingwalls, the bridge rail, and any approach slabs and sleeper slabs.
Removal of the substructure shall be taken down to at least 2 feet below the channel (at its
lowest point within the project limits), unless otherwise approved by the Engineer. Holes
resulting from substructure removal shall be backfilled with Structure Backfill (Class 2) to
the adjacent existing grades.
All other materials removed from the existing structure shall become the property of the
Contractor and shall be properly disposed of offsite at the Contractor's expense, unless
otherwise stated in the plans.
The Contractor shall not damage the existing structures, facilities, and surrounding
roadways during the removal operations. Damage that occurs shall be repaired
immediately at the Contractor's expense.
(b) Removal of Tree. This work includes the removal (less than 6 inches diameter at breast
height (DBH) and the trimming of trees as directed by the Engineer. This work includes the
preservation from injury or defacement of all vegetation and objects designated to remain.
The Engineer will establish environmental limits. All trees, shrubs, plants, grasses, and
other vegetative materials shall remain, except as designated by the Engineer.
Removal, trimming, and pruning of encroaching vegetation (as determined by the Engineer)
shall be completed before beginning any construction.
Once all directed clearing, trimming, and pruning is completed and accepted, no additional
clearing, trimming, cutting, or pruning will be allowed unless approved, in writing, by the
Engineer.
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Tree trimming for trees which are to remain shall be done by a Contractor or subcontractor
who is a qualified tree surgeon and a member of the National Arborist Association. The
firm's or individual's name and qualifications shall be submitted at the pre -construction
conference for the Engineer's approval. A list of references and other clients shall be
included with the qualifications statement. A written description of work methods and time
schedules shall be submitted and approved in writing by the Engineer before work
commencing.
Access for the removal or pruning of trees will be extremely limited. Trees shall be felled at
the risk of the Contractor. Strict limits of disturbance will be defined and shall be adhered
to.
Branches on trees or shrubs shall be removed as directed by the Engineer. All tree or shrub
pruning shall be done by skilled workmen. All work shall be done according to the following
requirements:
(1) Pruning shall be done with proper, sharp, clean tools in such a manner as to preserve
the natural character of the tree.
(2) All final cuts shall leave no projections on or off the branch and shall not be cut so
close as to eliminate the branch collar.
(3)
To avoid bark stripping, all branches 2 inches in diameter and larger shall be cut using
the 3 -cut method. These branches shall be lowered to the ground by proper ropes.
(4) Tools used on trees known or found to be diseased, shall be disinfected with alcohol
before they are used on other trees.
(5)
Structural weaknesses, decayed trunk or branches, or split crotches shall be reported
to the Engineer.
(6) When cutting back or topping trees, the Contractor shall use the drop -crotch method
and avoid cutting back to small suckers. Smaller limbs and twigs shall be removed in
such a manner so as to leave the foliage pattern evenly distributed.
(7)
When reducing size (cut back or topping) not more than one-third of the total area
shall be reduced at a single operation.
(8) Climbing spikes shall not be used on trees not scheduled for removal.
All brush, branches, limbs, and foliage smaller than 3 inches in diameter shall be chipped
into mulch and stockpiled at a designated site. The trunks and limbs 3 inches and larger
shall be cut into less than 6 -foot lengths and hauled to a designated site. Stumps shall be
removed when within the areas to be excavated. When trees being cut off are outside the
excavation limits, the stumps shall be cut so that no more than 3 inches remains above the
ground surface.
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I
202.03 Salvable Material. All salvable material designated in the Contract to remain the
property of the Department shall be removed without damage, in sections or pieces which may
be readily transported, and shall be stockpiled by the Contractor at specified locations within the
project limits. The Contractor shall safeguard salvable materials and shall be responsible for the
expense of repairing or replacing damaged or missing material until it is incorporated into the
work or is loaded onto Department equipment by the Contractor.
All brass bridge plaques shall be protected and removed before the demolition of the bridge. The
Contractor shall deliver the plaques to the Engineer.
202.04 Signs and Traffic Signals. Removal of signs shall include removal of posts, footings,
pedestals, sign panels, and brackets. Concrete adhering to salvable signposts shall be removed.
Removal of sign panel shall include removal of the panel and its attachment hardware from the
existing installation and adjusting the spacing of the remaining panels.
The removal of traffic signal items shall include poles, mast arms, signal heads, span wires,
footings, all attachment hardware, and other incidental materials. Removal of signal pole or
pedestal pole shall include pole, span wire, cable, signal heads, overhead sign support wire,
footings, and pedestrian push buttons. Removal of traffic signal controller and cabinet shall
include removal of the footing and all auxiliary equipment contained within the cabinet.
202.05 Pavement Markings. Pavement markings shall be removed from the pavement to the
maximum extent possible, by methods that do not materially alter or damage the surface or
texture of the pavement, to the satisfaction of the Engineer. The proposed method of pavement
marking removal shall be designated by the Contractor at the Pre -construction Conference and
approved by the Engineer. Operations that do not produce the desired result, damage the
pavement, or may constitute a hazard to the traveling public will not be permitted. Materials
deposited on the pavement because of removal of pavement markings shall be promptly
removed so as not to interfere with traffic or roadway drainage.
Pavement markings, designated to be removed, shall be removed before any change is made
in traffic patterns. Temporary marking tape sections longer than one foot shall be removed before
placement of the final pavement course. All tape shall be removed on sections where tape
conflicts with revised traffic lanes before opening of new lanes to traffic.
Removal of Temporary Pavement Marking on Final Alignment. Temporary pavement marking
paint on the approved final alignment shall be removed completely from the roadway surface at
locations of permanent pavement markings as shown onthe plans. The removal location shall
be clean, dry and free of laitance, oil, dirt, grease, paint, and other foreign contaminants before
application of final pavement marking.
The Contractor shall not remove more pavement marking paint than what can be replaced with
permanent pavement markingduring the same working day or working period. If a storm or other
event prevents the Contractor from completing the placement of permanent marking, the
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Contractor shall halt the removal operation and place raised flexible pavement markerswhere
temporary pavement markings have been removed but the permanent markings have not been
placed. Raised flexible pavement markers shall be installed with one marker at 40 -foot centers.
Raised flexible pavement markers shall remain in place while the pavement is drying before the
permanent marking application. Permanent marking application shall resume when the
pavement is dry and has had no moisture for a minimum of 24 hours.
Removal of Temporary Pavement Marking on Transitions. Removal of pavement marking paint
on temporary transitional alignments shall be performed by grinding or water blasting. The
removal shall result in 100 percent removal of the paint and a wide swath of ground pavement
surrounding the former location of the temporary paint. The width of the swath shall be as follows;
the center of the swath shall be the location of the paint line:
Table 202-1 — Removal of Temporary Marking — Swath Size
Width of Pavement Marking to be Removed
Width of Swath
< 8 Inches
12 Inches
> 8 Inches
15 Inches
202.06 Detours. The Contractor shall completely remove the detour and dispose of the
materials per the Contract.
202.07 Pavements, Sidewalks, Curbs. All concrete pavement, sidewalks, structures, curbs,
gutters, miscellaneous concrete debris, etc., designated for removal, shall be disposed of per
subsection 201.02. Concrete pavement to be broken and left in place shall be broken so the
largest fragment does not exceed 1 square yard in surface.
202.08 Portions of Structures. Unless otherwise directed, the substructures of existing
structures shall be removed down to a minimum of 2 feet below the natural stream bottom and
those parts outside of the stream shall be removed down 2 feet below natural ground surface.
Where such portions of existing structures lie wholly or in part within the limits of a new structure,
they shall be removed as necessary to accommodate the construction of the proposed structure.
Reinforcing steel projecting from the structure, designated to remain, shall be cleaned and
aligned to the new construction.
Required dowels shall be securely grouted with approved grout. When concrete is removed, all
exposed reinforcing steel designated to remain in place shall be cleaned by sandblasting to
sound steel free of oil, dirt, concrete fragments or laitance, loose rust scale, and other coatings
that would destroy or inhibit the bond with the new concrete.
Adequate measures shall be taken by the Contractor to protect the steel from contamination or
corrosion. Reinforcing steel, contaminated because of the Contractor's failure to provide
adequate protection, shall be re -sandblasted at the Contractor's expense with no allowance for
contract time extension.
A protective device shall be placed between the sandblasting operations and the traveling public.
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202.09 Removal of Asphalt Mat (Planing). The Contractor shall not commence planing
operations until the hot mix asphalt(HMA) Mix Design (Form 43) has been approved and signed.
The existing asphalt shall be removed in thicknesses not to exceed two (2) inches per planing
pass. The Contractor shall remove the existing asphalt layers in a manner which minimizes the
contamination of the milled asphalt with the underlying materials such as aggregate base course
(ABC) and/or subgrade materials. The millings from each planing pass shall be classified as
"clean" if there is no contamination from ABC or subgrade materials. The thickness of the last
planing pass shall not exceed a one (1) inch and may include ABC and/or subgrade material.
The millings from the last planing pass shall be classified as "dirty" millings.
The Contractor shall haul "clean" and "dirty" millings to the location(s) shown in the Contract
documents. The Contractor shall create separate stockpiles for the "clean" and "dirty" millings.
In the event the Contractor contaminates the "clean" millings with "dirty" millings, the Contractor
shall be responsible for processing the contaminated stockpiles to remove the "dirty" millings
from the "clean" millings. The Engineer in their sole discretion shall determine if the "clean"
millings stockpile has been contaminated. The Contractor shall not be entitled to any additional
compensation if the "clean" millings stockpile is contaminated.
The Contractor shall be responsible for providing a front end loader and an operator at the
stockpiling location to consolidate the truckloads of millings into the two types of milling
stockpiles. The Contractor shall be responsible for providing signage which identifies the various
stockpiles (i.e., "clean millings" and "dirty millings).
The contractor shall be responsible for coordinating with the County for access to and from the
stockpiling locations.
Before beginning planing operations, the Contractor shall submit a planing plan for approval by
the Engineer. This planing plan shall include as a minimum:
(1) The number and types of planers to be used.
(2) The width and location of each planing pass.
(3) The number and types of brooms to be used, and their locations with respect to the planers.
The Contractor shall have at least one backup broom on the project at all times in case one
of the operating brooms breaks down.
(4) The proposed method for planing and wedging around existing structures such as
manholes, valve boxes, survey monuments, and inlets.
(5) The longitudinal and transverse typical sections for tie-ins at the end of the day.
II (6) A plan sheet showing the milling passes.
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A process control plan (PCP) including as a minimum, the following:
(1) Schedule for replacing the cutting teeth.
(2) The daily preventative maintenance schedule and checklist.
(3) Proposed use of automatic grade controls.
(4) The surface testing schedule for smoothness.
(5) The process for filling distressed areas.
(6) Schedule for testing macrotexture of the milled surface.
(7) Corrective procedures to be utilized in the event the milled surface does not meet the
minimum macrotexture specification.
(8) Corrective procedures to be utilized in the event the milled surface does not meet the
minimum transverse or longitudinal surface finish when measured with a 10 -foot
straightedge.
The existing pavement shall be milled to the cross -slope as shown on the plans and shall have
a surface finish that does not vary longitudinally or transversely more than % inch from a 10 -foot
straightedge. A 10 -foot straightedge shall be supplied by the Contractor.
All planed areas shall be broomed with a pickup broom, unless otherwise specified, before
opening to traffic. A sufficient number of brooms shall be used immediately after planing to
remove all planed material remaining on the roadway.
If the Contractor fails to adequately clean the roadway, work shall cease until the Engineer has
approved the Contractor's revised written proposal to adequately clean the roadway.
The milled surfaces shall have a macrotexture equal to or less than 0.170 inches for single -lift
overlays and 0.215 inches for multiple -lift overlays as tested per CP 77. Milled surfaces that do
not meet these criteria shall require corrective action per the PCP. The Contractor shall be
responsible for testing the macrotexture of the milled surface at the location directed by the
Engineer per CP 77 at a stratified random frequency of one test per 10,000 square yards or a
minimum of once per workday.
At the completion of each day's work, longitudinal vertical edges greater than 1 inch shall be
tapered. No transverse vertical edges will be allowed. Longitudinal milled surface tie-ins to
existing pavement shall be tapered to not less than a 3:1 slope, transverse milled surface tie-ins
to existing pavement shall be tapered to not less than a 50:1 slope. Transverse tapered joints
may be tapered with the planing machine, a temporary asphalt ramp, or other methods approved
by the Engineer. No longitudinal joint between the milled and existing surfaces shall fall between
1 to 5 feet of any lane line.
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If the transverse joint is tapered with a temporary asphalt ramp, the milled surface at the joint
shall be constructed as a butt joint the full depth of the lift of asphalt to be placed on the milled
surface. The Contractor shall be responsible for maintaining this asphalt ramp until all
corresponding HMA is placed. All work associated with this joint will not be paid for separately
but shall be included in the cost of planing.
If the transverse joint is tapered with a planing machine, a butt joint shall be cut into the taper
the full depth of the lift of asphalt to be placed on the milled surface before commencement of
resurfacing. All work associated with this joint will not be paid for separately but shall be included
in the cost of planing.
Other approved transverse joint tapers shall be maintained at the expense of the Contractor,
and at a minimum shall incorporate a butt joint the full depth of the lift of asphalt to be placed on
the milled surface before commencement of resurfacing.
Distressed or irregular areas identified in the planed surface by the Engineer shall be patched.
The roadway shall be left in a safe and usable condition at the end of each workday. All required
pavement markings removed by the planing shall be restored before the roadway is opened to
traffic. The Contractor shall take appropriate measures to ensure that the milled surface does
not trap or hold water.
All planing shall be completed parallel to the travel lanes unless otherwise directed by the
Engineer.
All planing shall be completed full width before resurfacing commences.
All material generated by the planing operation shall become the property of the Contractor unless
otherwise noted in the Contract.
Each planer shall conform to the following:
The planer shall have sufficient power, traction, and stability to maintain an accurate depth of
cut. The propulsion and guidancesystem of the planer shall be maintained in such condition that
the planer may be operated to straight and true lines.
The planer shall be capable of operating with automatic grade controls (contact or non -contact)
on both sides of the machine using a 30 -foot averaging system or other approved grade control
systems. The use of such controls shall be described in the Contractor's process control plan.
Operation with broken or missing teeth will not be allowed. Worn teeth shall be replaced if the
planer does not produce a uniform surface.
The planer shall be capable of picking up the removed asphalt in a single operation. A self -
loading conveyer shall be an integral part of the planer. Windrows will not be allowed.
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All planed areas shall be broomed with a pickup broom, unless otherwise specified, before being
opened to traffic. A sufficient number of brooms shall be used immediately after planing to
remove all planed material remaining on the roadway.
If the Contractor fails to adequately clean the roadway, work shall cease until the Engineer has
approved the Contractor's revised written proposal to adequately clean the roadway.
At the completion of each day's work, vertical edges caused by planing that are greater than 1
inch in height shall be: Longitudinal — tapered to not less than a 3:1 slope, Transverse — tapered
to not less than a 50:1 slope.
The roadway shall be left in a safe and usable condition at the end of each workday. All required
pavement markings, removed by the planing, shall be restored before the roadway is opened to
traffic.
All planing shall be completed parallel to the travel lanes unless otherwise directed by the
Engineer.
All planing shall be completed full width before resurfacing commences.
202.10 Clean Culvert. Culverts designated in the Contract to be cleaned shall be cleaned by
removing all sedimentation and debris from within the culvert and all appurtenant structures.
Method of Measurement
202.11. When the Contract provides payment for removal of obstructions on a lump sum basis,
this payment will include all stipulated structures and obstructions encountered within the right
of way per this section. When the Contract provides payment for the removal of specific items
on a unit basis, measurement will be by the unit.
Removal of pavement marking will be measured in square feet, completed and accepted.
Sandblasting of pavement that is to be covered with pavement marking material will be measured
as the same area as measured for the pavement marking for which the sandblasting is required.
Removal of asphalt mat (planing) will be measured by the area in square yards, completed to
the required depth, and accepted.
Sandblasting reinforcing steel will be measured by the square yard of deck surface. Multiple
layers of reinforcing steel within common area of the deck exposed and requiring sandblasting
will not be measured separately.
Clean culvert will be measured by the number of culverts acceptably cleaned as designated on
the plans, irrespective of the kind or size involved.
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Abandon well will be measured by the actual number plugged, abandoned, and the
abandonment report submitted.
Removal of temporary pavement marking on transitions will be measured by the actual square
feet of the swath that is removed for the required width. Removal of pavement marking for the
permanent alignment will be measured as the actual in square feet of pavement marking that is
removed.
If identified as a separate pay item in the Bid Schedule, removal of delineators will be measured
by the number of delineators removed and accepted.
Removal of Concrete Median Cover will be measured by the area (square yards), removed and
accepted.
Removal of ground signs will be measured by the number of signs removed and accepted. The
entire post and base shall be removed.
Basis of Payment
202.12. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule. Payment shall be full compensation for
sawing, removing, disposal, excavation and subsequent backfill, and salvage of materials
removed, their custody, preservation, storage, and disposal as provided.
Payment will be made under:
Pay Item
Pay Unit
Removal of Bridge
Each
Removal of Structures and Obstructions
Lump Sum
Removal of Asphalt Mat (Planing)
Square Yard
Removal of Pavement Marking
Square Foot
Removal of Pavement Marking (12 Inch)
Square Foot
Removal of Pavement Marking (15 Inch)
Square Foot
Plug
Each
Clean Culvert
Each
Abandon Well
Each
Sandblasting
Square Foot
Sandblasting Reinforcing Steel
Square Yard
Removal Tree
Each
Trimming of Tree
Each
Removal of Concrete Median Cover
Square Yard
Removal of Ground Sign
Each
When the Contract does not include pay items for removal of structures and obstructions, the
removal will not be paid for separately but shall be included in the work.
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Payment for abandon well will be full compensation for all labor and materials required to
complete the work, including preparing and submitting the abandonment report.
Temporary raised flexible pavement markers used per subsection 202.05(a) will not be
measured and paid forseparately but shall be included in the work.
Unless otherwise specified in the Contract, the disposal and hauling of the asphalt millings to
other locations or its use on the project or at other locations will not be measured and paid for
separately but shall be included in the work.
Chipping, stockpiling mulch, and hauling and stockpiling trunks and limbs will not be paid for
separately but shall be included in the work.
Removal of trees less than 6 inches in diameter at breast height (DBH) will not be paid for
separately but shall be included under the clearing and grubbing pay item.
All clearing and grubbing directed by the Engineer will be paid for as identified under the clearing
and grubbing pay item.
Payment for Removal of Bridge will be full compensation for all labor and materials required to
complete the work, including, preparation and implementation of the Bridge Removal Plan,
inspection, equipment, debris handling and disposal, salvaging, handling and storage of salvable
materials, handling and disposal of all hazardous materials and disposal of non -salvable
materials. Half of the Removal of Bridge payment will be applied once the first half of the bridge
is removed.
Payment for removal of structures, or portions thereof, coated with heavy-metal based paint will
be full compensation for all work necessary to complete the item. Paint debris waste management
and disposal will be measured and paid for per Section 250.
Lighting required for nighttime operations will not be measured and paid for separately but shall
be included in the work.
Macrotexture testing, macrotexture corrective actions, planers, brooms and all other work
necessary to complete the item will not be measured and paid for separately but shall be included
in the work.
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Section 202a — Diamond Grinding Concrete Pavement
Description
202.13 Diamond Grinding Concrete Pavement. This work consists of rehabilitating existing
concrete pavement by diamond grinding to restore smoothness and texture at the locations
indicated on the plans such that the surface area has a minimum average macrotexture depth
of 0.05 inches when tested per Colorado Procedure 77B. The maximum grinding depth shall be
0.25 inches unless approved by the Engineer.
Material
202.14. A hardness of approximately 7 is anticipated for the existing concrete pavement based
on the Mohs hardness scale. For bidding purposes, the Contractor shall be responsible for
verifying the hardness of the existing concrete pavement.
Construction Requirements
202.15. Before beginning work on the project, the Contractor shall submit to the Engineer for
approval a detailed plan for accomplishing the grinding. The plan shall include a sequence for
grinding which produces the desired surface ride qualities with minimum macrotexture depth
throughout the project. Grinding shall be performed in the longitudinal direction. The entire
surface width of the driving and passing lane pavement shall be ground until the pavement
surfaces on both sides of all transversejoints and random cracks are in the same plane and
meet the smoothness requirements specified. Grinding shall begin and end at lines normal to
the pavement centerline.
The Contractor shall grind driving and passing lane pavement surfaces within designated limits
as shown on the plans. The finished grinding shall maintain the existing cross slope of the
roadway in the driving and passing lanes. A feather pass shall be ground at the edge of traveled -
way as indicated on the plans or as directed by the Engineer. No adverse drainage conditions
shall be caused by the grinding operations. The sequence of work shall not allow for ponding of
water in the travel lanes due to a weather event. Shoulders that require grinding will be
designated on the plans.
Approach slabs and bridge decks shall not be ground and textured. Grinding depth shall
transition to 0 inches before the approach slab interface.
One stratified random acceptance test for texture per 2,500 linear feet or fraction thereof in each
lane and shoulder shall be taken with a minimum of one test per day.
Smoothness for this project will be measured by the Department per subsection 105.08. The
MRI after grinding for each 0.10 -mile section or fraction thereof shall have an MRI of 95 in/mile
or less. Sections with an MRI greater than 95 in/mile shall be corrected by further diamond
grinding.
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At various locations within the driving and passing lanes, miscellaneous tie bars may be exposed
due to wearing of the pavementsurface. Removal of these tie bars will be incidental to the
grinding and texturing work.
All grinding shall be parallel to the longitudinal joints. Adjacent passes shall be overlapped by a
maximum of 2 inches.
Grinding shall be performed using diamond blades mounted on a self-propelled machine
designed for grinding and texturing concrete pavement. The equipment shall weigh a minimum
35,000 pounds including the grinding head and be of a size that will grind a strip at least 3 feet
wide in a single pass. The effective wheelbase of the machine shall be at least 12 feet. Grinding
equipment that causes raveling, aggregate fractures or disturbance to the joints shall not be
permitted. The equipment shall be maintained to ensure it is in proper working order, including
the roundness of the match and depth of control wheels. Any wheels found to be out of round
shall be immediately replaced. The Engineer may approve smaller equipment for areas that the
above equipment cannot reach.
The grinding process shall produce a pavement surface that is true to grade and uniform in
appearance. Grooves shall be evenly spaced. Ridges on the outside edge next to the shoulder,
auxiliary, or ramp lanes greater than 3/16 inch high shall be feathered outto the satisfaction of
the Engineer in a separate, feather pass operation. No adverse drainage conditions shall be
caused by the grinding operations.
The pavement surface after grinding shall have no depressions or misalignment of slope in the
longitudinal direction exceeding 1/8 inch in 10 feet when measured with a 10 -foot straightedge
placed parallel to the centerline. The grinding coverage shall be at least 95 percent of the
pavement surface area. All areas of deviation shall be reground at no additional cost.
When the texture depth is below the lower specified limit, the Contractor shall determine the
area represented by this test. The area shall be determined by taking additional tests at 15 -foot
intervals parallel to the centerline in each direction from the affected location until two
consecutive tests are found to be within the specified limits. Any surface with unacceptable
texturing exceeding 25 linear feet in any lane or shoulder shall be reground (full width). After the
Engineer approves the limits, the Contractor shall correct the deficient surface texture by
grinding full width at no additional cost to the project. The corrected surface texture will be
retested for acceptance. Correcting surface texture deficiencies shall occur before pavement
smoothness testing. Upon the second unacceptable test result, the Contractor shall notify the
Engineer, in writing, the action taken to provide an acceptable surface macrotexture. Upon the
project's third unacceptable test result from the Department, the Engineer will notify the
Contractor, in writing, and the pay estimate will be withheld until diamond grinding is taken to
provide an acceptable surface macrotexture.
The slurry and residue, including joint sealant, resulting from the grinding operation shall not be
allowed to flow across lanesoccupied by traffic and shall be continuously removed during the
grinding operation, leaving the pavement in a clean condition.
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The Contractor shall haul the grinding residue to an approved suitable location at no additional
cost. The Contractor shall obtain approval of the disposal method from the Engineer before
beginning the grinding operation.
Method of Measurement
202.16. Diamond Grinding Concrete Pavement will be measured by the square yard of
acceptable finished surface regardless of the number of passes required. The quantity of
grinding and texturing will be determined by measuring the finished area ground within the limits
indicated on the plans or as directed by the Engineer.
Basis of Payment
202.17. Diamond Grinding Concrete Pavement will be paid for at the contract unit bid price per
square yard. Payment will be considered full compensation for all labor, materials, supplies,
tools, water, equipment, and incidentals necessary for completing the work as specified.
Payment will be made under:
Pay Item
Pay Unit
Diamond Grinding Concrete Pavement
Square Yard
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Section 203 — Excavation and Embankment
Description
203.01 General. This work consists of excavation, hauling, disposal, placement, and compaction
of all material encountered within the limits of the work, including construction of dikes and
excavation for ditches and channels, necessary for the construction of the roadway per the
Contract.
Materials
203.02 Excavation Definitions. All excavation will be defined as, "unclassified excavation",
"stripping", "removal of unsuitable material", "rock excavation", "borrow", or "potholing" as
described below:
(a) Unclassified Excavation. Unclassified excavation shall consist of the excavation of all
materials of whatever character required for the work, obtained within the right of way and
temporary construction easements as shown on the plans, including surface boulders and
excavation for ditches and channels that is not removed under some other item. Any excess
soil materials generated from excavation shall become the property of the Contractor and
shall be hauled out of the project site and disposed of at a disposal site approved by the
Engineer. Unclassified Excavation shall include removal of unstable or unsuitable material
within the roadway as determined and directed by the Engineer.
(b) Unclassified Excavation (Complete in Place). Complete -in -place excavation shall consist
of the excavation of all materials of whatever character required for the work, obtained
within the right of way and temporary construction easements as shown on the plans,
including surface boulders and excavation for ditches and channels that is not removed
under some other item. Approved in -place excavation material shall be placed in
embankments per the Plans and Specifications.
(c) Stripping. Stripping shall consist of removing overburden or other specified material from
borrow pits, and the replacement of overburden or other specified material over the
disturbed area of the site or pit after the underlying material has been removed.
(d) Removal of Unsuitable Material. The removal of unsuitable material shall only be completed
as directed by the County and shall be considered muck excavation. Embankment material
containing significantly more than optimum moisture that would become stable if dried shall
not be considered unsuitable material. The replacement material for areas of unsuitable
materials (muck) excavation shall be 3" minus crushed concrete or aggregate over Triax
InterAx NX 650 geogrid or Mirafi RS580i geofabric as determined by the Engineer. If the
Engineer approves the use of an alternative backfill material, which does not include import
to the site, or does not include a material purchase price from a commercial supplier, the
Engineer shall negotiate a unit price cost reduction with the Contractor.
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(e) Rock Excavation. Rock excavation shall consist of removal of igneous, metamorphic, and
sedimentary rock which cannot be excavated without blasting or with the use of rippers,
including all boulders or other detached stones having a volume of 1/2 cubic yard or more.
Unless specified in the Contract, rock excavation is material that meets one of the following
field test criteria to be conducted by the Contractor:
1. Ripping Test: Material that cannot be broken down by one pass with a single tooth
ripper mounted on a crawler type tractor in low gear with a minimum net flywheel
power rating of 235 horsepower; or material that cannot be broken down with a 48,000
pound tracked excavator using a bucket with rock teeth.
2. Seismic Test: Material that has a seismic velocity of 6,000 feet per second or greater.
The Contractor shall submit the qualifications of the individual performing or
interpreting the seismic testing to the Engineer a minimum of 14 days before testing.
The ripping test will be used to resolve differences if seismic velocities fall below 6,000
feet per second.
3. Handling Test: Any boulder or detached stone having a volume of '/2 -cubic yard or
more that cannot be readily broken down with the excavation equipment described
above in 1.
(f)
Borrow. Borrow shall consist of approved material obtained from outside the right of way
required for the construction ofthe project.
(g) Potholing. Potholing shall consist of exposing and verifying the location of existing utilities
at locations as directed.
203.03 Embankment Material. All embankment material shall consist of material that has been
obtained from required excavation or from an approved source. Embankment material shall be
a minimum R -value of at least 40. The Contractor shall not obtain embankment material, other
than that developed from suitable materials excavated on site, without written approval of the
Engineer. Material excavated at the project site may be used if approved in writing by the
Engineer. Approval of embankment material is contingent on the material meeting the Atterberg
Limit and gradation requirements specified in the Contract. Approval of the embankment material
in the upper 2 feet ofembankment below the subgrade elevation is contingent on the material
meeting one of the following as specified in the Contract:
(1) The specified resistance value when tested by the Hveem Stabilometer or the equivalent
resilient modulus.
(2) The specified Atterberg Limit and gradation requirements.
(3) The specified resistance value when tested by the Hveem Stabilometer or equivalent
resilient modulus, and the specified Atterberg Limit and gradation requirements.
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Embankment material shall be classified into one of the material groups listed below and placed
and compacted per the appropriate methods specified in subsection 203.07. If any material does
not meet the criteria for one of the following classifications, it shall be processed on site to meet
the requirements for one of the material groups listed below or disposed of at the Contractor's
expense.
1. Soil Embankment: Soil embankment shall have all particle sizes less than 6 inches. The
material shall be classified per AASHTO M145 and placed and compacted per subsection
203.07(a).
2. Rock Embankment: Rock embankment shall meet all of the following requirements:
A. A minimum of 50 percent of the material shall be retained on the 4.75 mm (No. 4)
sieve.
B. More than 30 percent of the material shall be retained on the 19.0 mm (3/4 -inch) sieve.
C. The material shall meet the classification of an AASHTO A-1 soil type.
D. All particle sizes shall be less than 6 inches.
E Particles retained on the 4.75mm (No. 4) sieve shall not be composed of non -durable
bedrock types.
Rock embankment may be placed without moisture density control as described in
subsection 203.07(b).
3. Rock Fill: Rock fill shall meet all of the following requirements:
A. A minimum of 50 percent of the material shall be retained on a 100 mm (4 -inch) sieve.
B. The maximum dimension of any particle shall not exceed 36 inches.
C. The material shall be well -graded as determined on visual inspection.
D. The material shall contain less than 20 percent by volume of material passing the 75
µm (No. 200) sieve based onvisual inspection.
E Particles retained on the 4.75 mm (No. 4) sieve shall not be composed of non -durable
bedrock types.
Rock fill can be placed without moisture density control as described in subsection
203.07(b).
Non -durable bedrock shall be identified and classified using Colorado Procedure CP-L 3104.
Any material classified as Soil -like Non -durable (S -N) as defined in the procedure shall be
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pulverized, broken down and processed to 6 -inch maximum particle sizes before incorporation
into embankment fill. These materials shall be placed and compacted as "soil embankment" per
subsection 203.07(a). Non -durable bedrock particles in excess of 6 inches shall not be placed
into embankment fill.
If recycled concrete or asphalt are to be incorporated into embankment fill, the maximum
dimension permitted for concrete is 24 inches and the maximum dimension permitted for asphalt
is 12 inches. Embankment material imported onto the project will be tested for water soluble
sulfates using CP-L 2103 Method B. The average of three consecutive tests shall show that the
sulfate content is not greater than that corresponding to the sulfate exposure level specified in
the Contract. No single test shall have a sulfate content more than 20 percent greater than that
corresponding to the sulfate exposure level specified in the Contract. When there is a single
failing test, the remaining sample shall be split into four equal portions. Weld County shall receive
one portion, the Contractor shall receive one portion, and the remaining two portions shall be
retained for third party dispute testing. Weld County's Lab and the Contractor's Lab shall retest
the sample. If the results from the two labs are within 10 percent of each other, the results will
be averaged. The averaged result will be used for determining Contract compliance. If the results
from the labs are not within 10 percent of each other, the remaining split samples shall be sent
to an independent laboratory for testing using CP-L 2103. The independent laboratory shall be
mutually agreed upon by Weld County and the Contractor. The independent lab's test result will
be used for determining Contract compliance.
If the water soluble sulfate content is less than that corresponding to the sulfate exposure level
specified in the Contract, Weld County will bear all costs associated with the independent lab
test. If the soluble sulfate content is greater than that corresponding to the sulfate exposure level
specified in the Contract, all costs associated with independent lab testing shall be at the
Contractor's expense. Embankment represented by failing tests shall be removed from the
project and replaced at the Contractor's expense.
Imported material used for backfilling pipes shall be tested for compatibility with the selected
pipe material.
When non -Reinforced Concrete Pipe or Reinforced Concrete Pipe is used, the imported material
shall be tested for sulfates and pH to ensure that it is compatible with the selected pipe material.
When Corrugated Steel Pipe, Bituminous Coated Corrugated Steel Pipe, or Precoated
Corrugated Steel Pipe is used, the imported materials shall be tested for sulfates, chlorides, pH,
and resistivity.
When Aramid Fiber Bonded Corrugated Steel Pipe or Corrugated Aluminum Pipe is used, the
imported material shall be tested for pH and resistivity.
When Plastic Pipe is selected, the imported material does not need to be tested for sulfates,
chlorides, pH, and resistivity.
Sulfates, chlorides, pH, and resistivity shall be determined by the following procedures:
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(1) Water soluble sulfates using CP-L2103 Method B.
(2) Chlorides using CPL 2104.
(3) Resistivity using ASTM G57
(4) pH using ASTM G51.
The average of three consecutive tests shall show the imported material's sulfate, chloride, pH
and resistivity is not greater than the limits corresponding to the Pipe Class in Table 203-1 or
203-2 for the pipe class specified in the Contract. No single test shall have a result more than 20
percent greater than that corresponding to the limit in Table 203-1 or Table 203-2 for sulfates,
chlorides and resistivity. No single test shall have a result more than 5 percent outside the limit
in Table 203-1 for pH. The remaining sample material from a single failing test shall be split into
three equal portions. Weld County shall receive one portion, the Contractor shall receive one
portion and the remaining portion shall be retained by the Project. Weld County and the
Contractor's Lab shall retest the failed sample; if the results from those tests are within 10
percent of each other, the results will be averaged. The averaged result will be used for Contract
compliance. If the results from the Labs are not within 10 percent of each other, the remaining
sample portion shall be sent to an independent laboratory for testing using the testing
requirements specified above. The independent laboratory shall be mutually agreed upon by
Weld County and the Contractor. The Independent Lab's test result will be used for Contract
compliance.
If the imported material's sulfates, chlorides, and resistivity are less than the limits and the pH is
within the limits in Table 203-1 or 203-2, Weld County will bear all costs associated with the
independent lab test. If the imported material's sulfates, chlorides, and resistivity is greater than
the limits and the pH is outside the limits in Table 203-1 or 203-2, all costs associated with
independent lab testing shall be at the Contractor's expense. If the sulfates, chlorides, and/or
resistivity test results of the imported materials are outside of the limits in Table 206-1 or 206-2,
and a different pipe class is required other than those specified in the Contract, the Contractor
shall provide a compatible pipe class at no additional cost to the County.
Embankment represented by failing tests shall be removed from the project and replaced at the
Contractor's expense.
Table 203-1 — Sulfate, Chloride and pH of Imported Material
Pipe Class
Sulfate (SO4) % Max
Chloride (CI) % Max
pH
0, 7
0.05
0.05
6.0-8.5
1, 7
0.10
0.10
6.0-8.5
2, 8
0.20
0.20
6.0-8.5
3, 9
0.50
0.50
6.0-8.5
4, 9
1.00
1.00
5.0-9.0
5, 10
2.00
2.00
5.0-9.0
6, 10
>2.00
>2.00
<5 or >9
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Table 203-2 — Resistivity and pH of Imported Material
Resistivity, R (Ohm — cm)
pH
≥ 1500
5.0-9.0
≥ 250
3.0-12.0
Construction Requirements
203.04 General. The contractor shall ensure that all earthwork activities are performed with
machine control to the accuracies specified below. The excavations and embankments shall be
finished to smooth and uniform surfaces conforming to the typical sections specified. Variation
from the subgrade plan elevations specified shall not be more than 0.08 foot. Where asphalt or
concrete surfacing materials are to be placed directly on the subgrade, the subgrade plane shall
not vary more than 0.04 foot. Materials shall not be wasted without written permission of the
Engineer. Excavation operations shall be conducted so material outside of the slope limits will
not be disturbed. Before beginning grading operations, all necessaryclearing and grubbing in
that area shall have been performed per Section 201.
The Contractor shall notify the Engineer at least five workdays before beginning excavation. The
Contractor shall notexcavate beyond the dimensions and elevations shown in the Contract.
Archaeological and paleontological materials encountered during the work shall be handled per
subsection 107.23.
All excavation activities in areas where asbestos is encountered or expected to be encountered
shall conform to the Colorado Department of Public Health and Environment's Asbestos -
Contaminated Soil Guidance Document or the State of Colorado's Asbestos Contaminated Soil
Statewide Management Plan (ACS), whichever is more recent at the time of advertisement and
per subsection 250.07(d) and the Air Quality Control Commission Regulation No. 8 Part B or
Section 5.5 of the solid Waste Regulation 6 CCR 1007-2, as applicable.
203.05 Excavation. Excavation shall be one or more of the following:
(a) Rock. Unless otherwise specified, rock shall be excavated to a minimum depth of 0.5 foot
and a maximum depth of 1 foot below subgrade, within the limits of the roadbed. Rock
removed in excess of 1 foot below subgrade will not be paidfor. Backfilling of the depth in
excess of 1 foot below subgrade shall be at the Contractor's expense. Approved
embankment material shall be used to bring the rock -excavated areas to subgrade
elevations within the tolerances specified in subsection 203.04.
Undrained pockets shall not be left in the rock surface and depressions shall be drained at
the Contractor's expense. When required for rock excavation, controlled blasting shall be
conducted per the Contract.
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(b) Unclassified. Excess or unsuitable excavated material, including rock and boulders, that
cannot be used in embankments may be placed on the side slopes of the nearest fill if
approved.
Unless otherwise specified by the Engineer, intercepting ditches shall be made above the
top of cut slopes and carried to outlets near the ends of the cuts. In order to blend the
intersection of cut slopes with the slope of the adjacent natural ground surfaces in a uniform
manner, the tops of all cut slopes, except those in solid rock, shall be flattened and rounded
per typical sections and details specified. Earth overburden lying above solid rock cuts shall
be treated inthe same manner as earth cuts.
The Department reserves the right to change cut slopes during the progress of excavation.
(c) Unsuitable Material. Unsuitable materials encountered in the subgrade, roadway, or
embankment foundation that are determined to be detrimental to the roadway or
embankment shall be removed to the depth and extents directed by the Engineer. The
excavated area shall be backfilled to the finished graded section with approved material.
Materials that contain organics or that cannot be dried, or moisture conditioned, then
compacted to the required density shall be disposed of and shall not be reused as
embankment fill. Materials that do not contain organics and that can be dried, or moisture
conditioned and compacted to the required density may be reused as embankment fill as
approved by the Engineer.
(d) Borrow. If the Contractor places more borrow than is specified or approved and causes a
waste of roadway excavation, the quantity of waste will be deducted from the borrow
volume. All borrow areas shall be bladed and shaped to permit accurate measurements
after excavation is completed. The finished borrow areas shall be graded to a smooth and
uniform surface and shall be finished so water will not collect or stand, unless otherwise
specified.
(e) Stripping. Overburden shall be removed to the depth required for the production of
acceptable material, and at least 5 feet beyond area being excavated.
(f)
Potholing. All necessary potholing as determined by the Contractor and agreed to by the
Engineer shall be completed under this item with appropriate equipment as approved.
The Contractor shall acquire necessary permits, locate utilities, excavate all materials of
whatever character required to expose the utilities, survey the location of the utilities, and
backfill the excavation to existing grade lines with the excavated or other approved
materials. Backfilling shall be accomplished per subsection 206.03.
The Contractor shall use extreme caution during this work. All damage to existing utility
lines or adjacent facilities shall be repaired promptly at the Contractor's expense.
1203.06 General Embankment Construction Requirements. Contractor Process Control is
mandatory for this element. The Contractor's Process Control Representative shall be certified
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with Western Alliance for Quality Transportation Construction (WAQTC) Embankment and Base
Testing and CDOT's Excavation, Embankment, and Soil Inspection certification course.
Only approved equipment and methods proposed by the Contractor in Method Statements (see
Section 108.03(j)), shall be used in the placement of, moisture conditioning and compaction of,
and/or reconditioning of cut/fill and embankment materials.
The Contractor shall be responsible for determining the moisture conditioning, the type of
equipment, and number of passes that are needed to achieve adequate compaction; however,
compression type or vibratory rollers are required for granular materials, and sheepsfoot rollers
are required for cohesive soils.
Water trucks, haul trucks, scrapers shall not be used as compaction equipment or as interim
compactive measures, apart from shouldering materials.
The Contractor shall use approved equipment or attachments for conditioning/mixing during
embankment placement and/or cut/fill reconditioning, for soils classified as A-4 to A-7 to ensure
consistent moisture conditioning without disturbing compaction of preceding lifts. Dozer ripping
shall not be allowed unless approved in writing by Engineer.
Embankment construction shall include preparation of the areas upon which embankments are
to be placed, construction of dikes, and placing and compacting approved material within
roadway areas including holes, pits, and other depressions within the roadway area. Only
approved materials shall be used in the construction of embankments and fills.
All sod, vegetable and other organic matter, stumps, and roots shall be removed from the surface
upon which the embankment is to be placed per Section 201. Unless a thickness is otherwise
specified in the Contract, the upper 4 inches of the ground surface will be considered topsoil and
shall be removed per Section 207 before placement of embankment fill.
The cleared surface shall be completely broken up by plowing or scarifying to a minimum depth
of 8 inches or as specified in the Contract, the moisture content increased or decreased as
necessary, and compacted to the specified embankment density for the material type present.
When embankment is placed on a slope that is steeper than 4H:1 V, as measured in the steepest
direction, the existing slope shall be benched as the embankment is placed in layers. A 2 -foot
deep key shall be excavated at the base of the existing slope and backfilled with approved and
compacted material. The embankment shall be placed in layers from that key. Each horizontal
cutshall begin at the intersection of the original ground and the vertical sides of the previous
bench. Excavated material from benching may be placed and compacted with the embankment
material at the Contractor's expense.
During the course of construction, embankment side slopes shall be built a minimum of 12 inches
wider than the final grade indicated in the Contract to allow for compaction equipment to compact
the full width of the embankment. Once the specified level of compaction is achieved, the side
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slopes shall be trimmed back to final grade. Excess material placement and removal to satisfy
this requirement shall be at the Contractor's expense.
If embankment can be placed on only one side of structures such as retaining walls, abutments,
wing walls, piers, or culvert headwalls, compaction shall be accomplished without initiating
movement or deformation of the structure and without placing excessive pressure against the
structure. When noted in the Contract, the fill adjacent to the abutment of a bridge shall not be
placed higher than the bottom of the backwall until the superstructure is in place. When
embankment is placed on both sides of aconcrete wall or box type structure, the embankment
shall be brought up equally on both sides of the structure.
Where embankment is to be placed and compacted and end dumping is used, the slopes of the
original ground or embankmentshall be deeply plowed or scarified before starting end dumping.
Embankment fill other than A-1 soil types shall not be placed within standing water, unless
otherwise noted in the Contract. During the construction of the embankment, the top surface
shall be maintained so that it is well drained at all times.
Frozen materials shall not be used in construction of embankments. Frozen material will be
identified by the visual observation of ice crystals within the foundation or embankment material,
or by measuring the temperature of the ground surface.
203.07 Embankment Placement and Compaction Requirements. It is anticipated soil
excavated on this project will be placed within the roadway prism or hauled off -site. However,
the Engineer and Inspector have the authority to order certain material be placed within the
embankment side slopes. Unsuitable excavation materials produced from muck excavation and
pipe installation shall not be used for embankment and shall be hauled off the jobsite. Topsoil
which has been stripped and stockpiled shall be placed on the top of embankment slopes.
Materials incorporated into embankment fill shall be placed and compacted according to the
following requirements:
(a) Soil Embankment. All soil embankment shall be placed in horizontal layers not to exceed 8
inches in loose lift thickness. Each layer shall be compacted before the placement of
subsequent layers. Spreading equipment shall be used to obtain uniform thickness before
compaction. As the compaction progresses, continuous mixing, leveling, and manipulating
shall be done to assure uniform moisture and density. Additional work involved in drying
soil embankment to the required moisture content shall be included in the contract price
paid for excavating or furnishing the material with no additional compensation. When
conduits (i.e., culverts, pipes, etc.) are installed in embankment material, the embankment
shall first be constructed to a required height of a minimum of one foot above the top of
conduit and for a distance on each side of the conduit of at least 5 times the diameter or
span of the conduit, after which the trench shall be excavated and the conduit installed.
Before trench excavation, the embankment material shall pass the compaction
requirements for the Project.
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Soil embankment that is classified as A-1 material may be used to bridge across standing
water or swampy ground within the embankment foundation and may be placed in lift
thicknesses greater than 8 inches when used for this purpose if approved by the Engineer.
A Sheepsfoot compactor shall not be used on A-1 material containing less than 30%
retained on the %-inch sieve. Per the Western Alliance for Quality Transportation
Construction (WAQTC) inspection guidelines, the appropriate equipment to use on granular
soils such as an A-1 soil, a steel vibratory roller or pneumatic rubber -tired roller. Sheepsfoot
rollers are appropriate for materials composed of cohesive soils and clay rich non -durable
bedrock.
Soil embankment with less than or equal to 30% retained on the 3/4 -inch sieve shall be
tested for compaction using CP-80. Materials classified as AASHTO A-1, A-2-4, A-2-5, and
A-3 soils shall be compacted at +/- 2 percent of optimum moisture content (OMC) and to at
least 95 percent of maximum dry density determined per AASHTO T180, modified by CP-
23. All other soil types are compacted to 95 percent of maximum dry density determined
per AASHTO T99, modified by CP-23. Soils with 35 percent fines or less are compacted at
+/- 2 percent of OMC. Soils with more than 35 percent fines are compacted at a moisture
content equal to or above OMC to achieve stability of the compacted lift. Stability is defined
as the absence of rutting or pumping as observed by the Contractor's Process Control
representative and as approved by the Engineer. If the soils prove to be unstable when
compacted at or above optimum moisture content, the moisture content required for
compaction may be reduced below OMC as approved by the Engineer.
Compaction shall be tested using nuclear density gauges (CP-80-13) at the frequencies
specified in Table 106-1. Compaction tests shall be performed in accordance CP-80 and
shall utilize 4 one -minute readings. The use of 1 fifteen -second test shall be not acceptable
for Process Control testing.
Field rock correction tests (CP-23-13) shall be performed at the frequencies specified in
Table 106-1 done for each compaction test performed. Rock corrections shall be performed
per CP-23. The Process Control tester shall provide their own screen, scale, and hot plate
or microwave.
A field one -point moisture/density verification test (CP-25-13) shall be performed at the
frequency specified in Table 106-1 to verify the use of the correct moisture/density curve.
The test sites shall be selected randomly and shall be representative of the materials placed
in the surrounding areas. The Contractor shall provide a stable platform on which the one -
point tests can be performed.
Any time a density verification test is over 100%, a field one point moisture/density
verification test and a field rock correction test shall be performed to verify the use of the
correct proctor.
Before placing any soil embankment with greater than 30 percent retained on the 3/4 -inch
sieve, the Contractor shall construct a test strip to the dimensions specified in the Contract
or as directed by the Engineer. The test strip may be incorporated into the final
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embankment. The Contractor shall determine the moisture conditioning necessary to
achieve compaction and shall determine the equipment and number of passes necessary
to achieve adequate compaction. The Contractor shall use compression -type or vibratory
rollers on granular materials and sheepsfoot rollers on cohesive soils. Adequate
compaction shall be demonstrated by the absence of rutting, pumping, or deflection
following a proof roll of the test strip using any piece of construction equipment that exerts
a minimum 18 -kip per axle load. The proof roll will be observed and accepted by the
Engineer. Once the test strip passes a proof roll, the Contractor may resume embankment
construction using the same moisture conditioning and compaction methods that were used
to construct the test strip.
Placement, moisture conditioning, and compaction of every lift of soil embankment with
greater than 30 percent retained on the 3/4 -inch sieve shall be observed by the Contractor's
Process Control Representative and accepted by the Engineer. Adequate compaction of
each lift shall be demonstrated as the absence of rutting, pumping, or deflection as
construction equipment is routed over a lift following the compactive efforts that were used
and accepted for the respective test strip. The Engineer may request a proof roll at any
time to document the condition of a lift.
Significant changes in the material being hauled for soil embankment with greater than 30
percent retained on the 3/4 -inch sieve will require construction of a new test strip, and
demonstration of adequate compaction methods using a proofroll.
Non -durable bedrock shall be watered to promote slaking and break down and pulverized
or processed to a maximum particle size of 6 inches. These materials shall be placed and
compacted as soil embankment except they shall be compacted with a heavy tamping foot
roller weighing at least 30 tons. Each tamping foot shall protrude from the drum aminimum
of 4 inches. Each embankment layer shall receive a minimum of four passes with the
tamping foot roller.
The roller shall be operated at a uniform speed not exceeding 3 miles per hour. No
additional compensation will be made for additional roller passes to achieve specified
density requirements.
Non -durable Bedrock shall not be used to bridge over standing water or swampy ground
within an embankment foundation. Non -durable bedrock shall also not be placed within 2
feet of the final subgrade elevation.
(b) Rock Embankment and Rock Fill.
Rock embankment shall be placed in horizontal layers not to exceed 8 inches in loose lift
thickness. The lift thickness can be increased when bridging over standing water or
swampy ground in the embankment foundation as directed by the Engineer. Each layer
shall be compacted before the placement of subsequent layers. Spreading equipment shall
be used to obtain uniform thickness before compaction.
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Rock fill shall be placed in horizontal layers not to exceed a loose lift thickness equivalent
to the average particle size up to amaximum permitted lift thickness of 18 inches. Particles
with a maximum dimension of 36 inches are permitted; however, rocks larger than the lift
thickness shall be separated enough to allow compaction equipment to operate in between.
Material shall be placed to fill in voids between larger stones with finer particle sizes and to
avoid nesting. Spreading equipment shall be used to obtain uniform thickness before
compaction. If the use of leveling equipment is not practical, the Engineer may permit rock
fill material to be cast or end dumped. In such cases sufficient hand or machine work will
be required to construct a compact, stable fill and to finish the slopes to a neat and smooth
appearance. Rock fill shall not be placed within 2 feet of the final subgrade elevation. When
a rock fill is placed over any structure, the structure shall be covered with a minimum of 2
feet of compacted soil embankment or rock embankment material before the rock fill is
placed.
The Contractor shall determine the moisture conditioning necessary to achieve compaction
for rock embankment or rock fill. Vibratory or compression -type rollers shall be used to
compact these materials. At a minimum, compression -type rollers weighing 20 tons shall
complete four passes over the entire width of a lift at a speed not to exceed 3 miles per
hour.
Vibratory rollers shall exert a minimum dynamic force of 30,000 pounds of impact per
vibration and achieve a minimum 1,000 vibrations per minute. Vibratory rollers shall
complete a minimum of four passes over the entire width of a lift at a speed not to exceed
1.5 miles per hour.
Before placing rock embankment or rock fill, the Contractor shall construct a test strip to
the dimensions specified in the Contract, or as directed by the Engineer. The test strip may
be incorporated into the final embankment. Adequate compaction of the rock embankment
or rock fill test strip shall be demonstrated by the absence of rutting, pumping, or deflection
following a proof roll of the test strip using any piece of construction equipment that exerts
a minimum 18 -kip per axle load. The proof roll will be observed and accepted by the
Engineer. Once the test strip passes a proof roll, the Contractor can resume rock
embankment or rock fill construction with the same moisture conditioning and compaction
methods as the test strip was constructed. Placement, moisture conditioning, and
compaction of every lift of rock embankment and rock fill shall be observed by the
Contractor's Process Control Representative and accepted by the Engineer. Adequate
compaction of each lift shall be demonstrated as the absence of rutting, pumping, or
deflection as construction equipment is routed over a lift following the compactive efforts
that were used and accepted for the respective test strip. The Engineer may request a
proof roll at any time to document the condition of a lift.
Significant changes in the characteristics of material being hauled for rock embankment or
rock fill will require construction of a new test strip, and demonstration of adequate
compaction methods using a proof roll.
266
If the Contractor wishes to deviate from the minimum equipment and compactive efforts
specified above for rock embankment or rock fill, the Contractor must first demonstrate the
adequacy of the proposed methods with a test strip and passing proof roll. In addition, proof
rolls are required for every lift placed for the first 2,000 cubic yards of rock embankment or
rock fill placed. The proof rolls used to demonstrate adequate compaction of the first 2,000
cubic yards placed will not be measured and paid for separately but shall be performed at
the Contractor's expense.
(c) Use of Recycled Concrete and Asphalt. Recycled concrete and asphalt may be
incorporated into embankment material, and shall be processed, placed, and compacted
per subsection 203.07(a) or (b), depending on the overall classification of the embankment
material once the recycled material is incorporated. Rebar shall not extend more than one
inch beyond the edges of recycled concrete particles. Recycled concrete or asphalt shall
not be placed in the upper 2 feet ofthe final subgrade elevation or within 2 feet of the final
finished side slopes unless otherwise noted in the Contract.
203.08 Proof Rolling. Proof rolling with pneumatic tire equipment shall be performed using a
minimum axle load of 18 kips peraxle. A weigh ticket from an approved scale shall be furnished
by the Contractor to substantiate this weight. Contractor's verified proof rolling equipment,
meeting the 18 kip loading per axle, shall be available onsite during all phases of earthwork
activities and as an erosion control method for dust control mitigation. A current certified scale
ticket showing the fully loaded weight of the water truck(s) shall be submitted to the Engineer
before any proof roll is performed for acceptance. The Engineer may require a proof roll at any
elevation to verify stability.
The subgrade shall be proof rolled after the required compaction has been obtained and the
subgrade has been shaped to the required cross section.
The proof roller shall be operated in a systematic manner so that a record may be readily kept
of the area tested and the working time required for the testing. Areas that are observed to have
soft spots in the subgrade, where deflection is not uniform or is excessive as determined by the
Engineer, shall be ripped, scarified, dried or wetted as necessary, and recompacted to the
requirements for density and moisture at the Contractor's expense. After replacement and re -
compaction, these areas shall be proof rolled again and all failures again corrected at the
Contractor's expense. The repair may involve muck excavation, geogrid reinforcement,
replacement of excavated materials, or other methods as directed by the Engineer.
After the subgrade has been stabilized, the Contractor shall perform proof rolling per subsection
203.08. Final proof rolling will take place a maximum of two days (48 hours) after all mechanical
stabilization or unbound aggregate work has been completed, unless otherwise approved by the
Engineer. Final proof rolling will take place a minimum of two days after all lime or other chemical
stabilization work has been completed, unless otherwise approved by the Engineer.
The finished surface shall be smooth and uniform conforming to the typical sections. Variation
from the subgrade plan elevations shall not exceed 0.04 feet. All irregularities, depressions, or
weak spots which develop shall be corrected at the Contractor's expense. The surface shall be
267
maintained in a smooth condition, free from undulations and ruts until other work is placed
thereon or the work is accepted. No separate payment will be made for areas of unsuitable
material excavation, geogrid reinforcement, or replacement of excavated materials.
203.09 Blading. Blading shall consist of furnishing motor graders of the specified horsepower
rating, with operators, for shaping roadway, shoulders, or other areas as designated by the
Engineer.
When scarifying is specified, the motor grader shall be equipped with an independently operated
"V" type scarifier and attachments.
203.10 Dozing. Dozing shall consist of furnishing crawler -type tractors of the specified
horsepower rating, complete with operators and bulldozer blades. Rippers, if specified, will not
be measured and paid for separately, but shall be included inthe work.
Method of Measurement
203.11. Items paid for by volume be the quantities designated in the Contract. Exceptions will
be made when field changesare ordered or when it is determined that there are discrepancies
in the Contract in an amount of at least plus or minus two percent of the plan quantity.
(a) Excavation. The original cross -sections will be used for determination of volumes of
excavated material removed unless changes have been directed. These measurements
will include authorized excavation of rock, shale, or other unsuitable material. All accepted
stripping will be measured in stockpiled locations by cross -sectioning.
When the excavation conforms to the staked lines and grades, the original cross -sections
and the staked sections shall beused for the determination of volumes excavated. Volumes
will be computed from the cross -sections by the average end area or other acceptable
method.
When topsoil or wetland topsoil is included as a separate pay item and is specified, the
measured volume of excavation will be reduced by the volume of topsoil or wetland topsoil
removed from the area shown as excavation in the Contract.
The disposal of unsuitable material and replacement of embankment will not be measured
and paid for separately but shall be included in the work.
Geogrid and geotextile used in areas where unsuitable materials were removed and
replaced with backfill material will not be measured and paid for separately but shall be
incidental to the cost of the backfill material.
Measurements will include over -breakage in rock excavation from the back slopes to an
amount not to exceed, in any half station of 50 feet, 10 percent of the actual quantity
required for that half station.
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(b) Embankment. The quantities for Embankment (Complete in Place) and Unclassified
Excavation (Complete in Place) will not be measured, but will be the quantity designated in
the Contract, unless field changes are ordered. If field changes are ordered, the quantities
will be calculated using the revised dimensions and the additional volume of material shall
be approved in writing by the Engineer before beginning the work. No allowances shall be
made for shrinkage, swell, subsidence due to compaction of the existing ground or any
other losses.
The quantities for Embankment and Unclassified Excavation will not be measured, but will
be the quantity designated in the Contract, unless field changes are ordered. If field
changes are ordered, the quantities will be calculated using the revised dimensions and
the additional volume of material shall be approved in writing by the Engineer before
beginning the work. No allowances shall be made for shrinkage, swell, subsidence due to
compaction of the existing ground or any other losses. Payment for Embankment and
Unclassified Excavation shall be full compensation for all work necessary to complete the
earthwork to the lines and grades when on the Plans. This includes scarification, wetting
and drying of soils to obtain optimum moisture content, compaction, testing, and hauling
and disposal of excess or unsuitable materials off the jobsite.
The disposal of unsuitable material and replacement of embankment will not be measured
and paid for separately but shall be included in the work.
The Contractor's Process Control testing will be measured and paid for per the revision to
Section 106.041.
(c) Rock Fill. Rock fill will be measured as the volume in cubic yards in its final position, unless
otherwise specified, and shall be limited to the elevations specified.
Rock Fill (57-67)(Contingency) will be measured as the volume in cubic yards when it is
used to repair soft spots or replace unsuitable materials.
Rock Fill (3 inch minus)(Contingency) will be measured as the volume in cubic yards when
it used to repair soft spots or replace unsuitable materials.
(d) Blading and Dozing. The quantity measured for blading and dozing will be the number of
hours that each motor graderor bulldozer is actually used as ordered. A minimum of four
hours for any half shift or part thereof will be paid for unless the equipment is inoperative
due to breakdown or other causes determined to be the Contractor's responsibility. Time
involved in moving onto or off the project will not be measured and paid for.
Time will be paid for moving motor graders or bulldozers from one location on the project to
another, if directed; but time will not be allowed for moves which are made for the
convenience of the Contractor.
Payment for a minimum of four hours will not be allowed in cases where the motor grader,
bulldozer, or operator is assigned to work on other pay items connected with the project.
269
(e) Potholing. Potholing will be measured by the total number of hours that excavation and
backfilling equipment is actually used as directed. All other related work, including removal
of existing pavement, backfilling, shoring, and labor will not be measured and paid for
separately, but shall be included in the work.
(f)
Proof Rolling. Proof rolling will be measured by the actual number of hours that the
pneumatic equipment is used as a proofroller.
The time to be measured under this item will be the number of hours that each piece of
equipment is actually used as ordered.
Proof rolling will be measured and paid for only once for each test strip required during
construction; for final verification ofsubgrade before placement of subbase, base coarse,
or pavement; or for each incident where the Engineer directs it through the course of
construction. Additional proof rolling that is required due to failure of embankment fill; due
to the Contractor'sfailure to place subbase, base course, or initial pavement course within
48 hours of the initial proof roll; or due to the condition of the subgrade changing due to
weather; or additional proof rolls deemed necessary due to the Contractor's choice to
deviate from minimum equipment and compaction efforts specified, shall be at the
Contractor's expense.
Basis of Payment
203.12. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Rock Excavation
Cubic Yard
Rock Fill
Cubic Yard
Unclassified Excavation
Cubic Yard
Unclassified Excavation (Complete in Place)
Cubic Yard
Borrow
Cubic Yard
Borrow (Complete in Place)
Cubic Yard
Embankment Material (Complete in Place)
Cubic Yard
Stripping
Cubic Yard
Blading
Hour
Dozing
Hour
Potholing
Hour
Proof Rolling
Hour
'Rock Fill (57-67)(Contingency)
I Cubic Yard
'Rock Fill (3 inch minus)(Contingency)
I Cubic Yard
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Water will not be measured and paid for separately but shall be included in the work.
Compaction will not be measured and paid for separately but shall be included in the work.
Payment for replacement of unsuitable material shall be as follows: If excavated material can be
re -used as embankment fill by moisture conditioning and compaction, replacement shall be
included in the cost for Unsuitable Material. If the material cannot be re -used as embankment
fill, payment for replacement of unsuitable material shall be for the volume that is placed in the
excavated area at the respective unit price for the material that is approved by the Engineer and
used.
Payment for Unclassified Excavation (Complete in Place) or Borrow (Complete in Place) shall
be full compensation for all work necessary to complete the item including construction of
embankments, reworking of existing materials to satisfy benching requirements, unclassified
excavation, borrow, compaction, compaction of bases of cuts and fills, all work in available
materials pits, and disposal of excess excavated material.
Payment for Embankment (Complete in Place) shall be full compensation for all work necessary
to complete the earthwork to the lines and grades when on the Plans. This includes scarification,
wetting and drying of soils to obtain optimum moisture content, compaction, and hauling and
disposal of excess or unsuitable materials off the jobsite.
Rock Fill (57-67)(Contingency) and Rock Fill (3 inch minus)(Contingency) shall include
compaction for stability and all other work and materials including a geogrid or geotextile as
directed by the Engineer necessary to complete the work. Additional materials will not be
measured and paid for separately but shall be included in the work.
Excavations shall not be left open for extended periods of time. Excavations left overnight in
non -traffic areas for any reason shall be surrounded by orange plastic construction safety fence.
Safety fence used for such purpose will not be measured for payment and shall be included in
the work.
Reducing the size of the claystone particles, removing the oversized particles, and disposal of
the oversized particles will not be measured and paid for separately but shall be included in the
work.
Ripping tests or seismic tests used to evaluate whether a material meets the criteria for Rock
Excavation will not be measured and paid for separately but shall be included in the work.
Pavement replacement if required due to potholing, shall be accomplished, measured, and paid
for per appropriate sections of the specifications.
Pneumatic tire equipment and load required to achieve the desired weight of proof rolling
equipment will not be measured and paid for separately but shall be included in the work.
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Section 206 — Excavation and Backfill for Structures
Description
206.01. This work consists of the excavation and backfill, or disposal of all material required for
the construction of structures.
The excavation and disposal of excavated material for ditches and channels shall be
accomplished per Section 203.
All excavation and backfill for structures below the designed slope or subgrade line provided in
the Contract shall be included under this item. All excavations shall be done using machine
control to within a tolerance of 0.04 feet (1/2 inch) of the elevations shown on the Plans.
Unless otherwise specified, structure excavation shall include all pumping, bailing, draining, and
incidentals required for proper execution of the work.
Excavate and replace within same working day the structural excavation and structural backfill
that is located below retaining walls.
Materials
206.02 General. All structure backfill, bed course material, and filter material will be accepted
in place.
(a) Structure Backfill.
1. Structure Backfill (Class 1), (Class 2), and (Class 3). Class 1, Class 2, and Class 3
structure backfill shall be composed of non -organic mineral aggregates and soil from
excavations, borrow pits, or other sources. Material shall conform to the requirements
of subsection 703.09. Class of material shall be as specified in the Contract or as
designated.
Structure Backfill (Class 1) with mechanical reinforcement shall be used to backfill
bridge abutments, unless otherwise shown on the Plans.
Imported material used as structure backfill for pipes (storm sewer, cross culverts, side
drains, etc.) shall meet the requirements of the Class specified and the requirements
of subsection 206.02(a)(3).
The Contractor may substitute Structure Backfill (Flow fill) conforming to subsection
206.02(a)(2) for Structure Backfill (Class 1) or Structure Backfill (Class 2) to backfill
culverts and sewer pipes.
The Contractor may also substitute Structure Backfill (Class 3) as backfill for culverts
and sewer pipes.
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Structure Backfill (Flow fill). Flow fill shall be a self -leveling low strength concrete
material with the following specifications.
(1) Flow fill shall have a slump of 7 to 10 inches, when tested per ASTM C143
(2) Flow fill shall have a compressive strength f'c = between 800 and 1,000 psi at 28
days when tested per ASTM D4832.
(3)
Flash fill shall not be used in lieu of flow fill unless approved by the Engineer. If
flash fill is approved by the Engineer, it will be tested, accepted, and paid for as
Flow fill.
Materials for Structure Backfill (Flow fill) shall meet the requirements specified in the
following subsections:
Fine Aggregatet4 703.01
Coarse Aggregate2,4 703.02
Portland Cement 701.01
Fly Ash3,4 701.02
Water 712.01
Air -Entraining Admixture 711.02
Chemical Admixtures 711.03
List Notes:
1 Fine aggregate not meeting the requirements of subsection 703.01 may be used if
testing indicated acceptable results for strength and air content.
2 Coarse aggregate not meeting the requirements of subsection 703.02 may be used
if testing indicates acceptable results for strength and air content.
3 Fly ash not meeting the requirements of subsection 701.02 may be used if testing
indicates acceptable results for strength and air content.
4 For industrial by-product aggregates (foundry sand, bottom ash, etc.) and fly ash not
meeting the requirements of subsection 701.02, the Contractor shall submit a report
from the supplier documenting the results of testing per the Toxicity Characteristic
Leaching Procedure (TCLP) described in 40 CFR 261. The report shall include the
results of TCLP testing for heavy metals and other contaminants. Materials shall not
exceed the TCLP limits of 40 CFR 261.24 for heavy metals.
The Contractor shall submit a Structure Backfill (Flow fill) mix design for approval
before placement. The mix design shall include the following laboratory test data:
(1) ASTM C231, Air content.
(2) ASTM D6023, Unit Weight.
(3) ASTM C143, Slump or ASTM D6103 flow consistency.
(4) ASTM D4832 28 -day Compressive Strength.
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The Contractor shall submit a Process Control (PC) Plan with the mix design to the
Engineer. The PC Plan shall address the batching, mixing, testing, and a method
statement for the placement of Structure Backfill (Flow fill).
The Contractor's PC tester shall test Flow fill in accordance with Subsection 206.03.
3. Imported Structure Backfill for Pipes. Imported Material used as structure backfill for
pipes (storm sewer, cross culverts, side drains, etc.) shall be tested for compatibility
with the selected pipe material.
When nonreinforced concrete pipe or reinforced concrete pipe is used, the imported
material shall be tested for sulfate and pH.
When corrugated steel pipe, bituminous coated corrugated steel pipe or precoated
corrugated steel pipe is used, the imported material shall be tested for sulfates,
chlorides, pH and resistivity.
When aramid fiber bonded corrugated steel pipe or corrugated aluminum pipe is used,
the imported material shall betested for pH and resistivity.
When plastic pipe is selected, the imported material does not need to be tested for
sulfates, chlorides, pH and resistivity.
Sulfates, chlorides, pH and resistivity shall be determined by the following procedures:
(1) Water soluble sulfates using CP-L 2103 Method B.
(2) Chlorides using CPL 2104.
(3) Resistivity using ASTM G57.
(4) pH using ASTM G51.
The average of three consecutive tests shall show the imported material's sulfate,
chloride, pH and resistivity is not greater than the limits corresponding to the Pipe Class
in Table 206-1 or 206-2 for the pipe class specified on the plans.
No single test shall have a result more than 20 percent greater than that corresponding
to the limit in Table 206-1 or Table 206-2 for sulfates, chlorides and resistivity. No single
test shall have a result more than 5 percent outside the limit in Table 206-1 for pH. The
remaining sample material from a single failing test shall be split into three equal
portions. Weld County shall receive one portion, the Contractor shall receive one
portion, and the remaining portion shall be retained by the Project. Weld County's Lab
and the Contractor's Lab shall retest the failed sample; if the results from those tests
are within 10 percent of each other, the results will be averaged. The averaged result
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will be used for Contract compliance. If the results from the Labs are not within 10
percent of each other, the remaining sample portion will be sent to an independent
laboratory for testing using the testing requirements specified above. The independent
laboratory shall be mutually agreed upon by Weld County and the Contractor. The
Independent Lab's test result will be used for Contractcompliance.
If the sulfates, chlorides, and/or resistivity test results of the imported materials are
outside of the limits in Table 206-1 or 206-2, and a different pipe class is required other
than those specified in the Contract, the Contractor shall provide a compatible pipe class
at no additional cost to the County.
Table 206-1 - Sulfate, Chloride, and pH of Imported Material
Pipe Class
Sulfate (SO4) % Max
Chloride (CI) % Max
pH
0, 7
0.05
0.05
6.0-8.5
1, 7
0.10
0.10
6.0-8.5
2, 8
0.20
0.20
6.0-8.5
3, 9
0.50
0.50
6.0-8.5
4, 9
1.00
1.00
5.0-9.0
5, 10
2.00
2.00
5.0-9.0
6, 10
>2.00
>2.00
<5 or >9
Table 206-2 — Resistivity and pH of Imported Material
Resistivity, R (Ohm — cm)
pH
≥ 1500
5.0-9.0
≥250
3.0-12.0
If the imported material's sulfates, chlorides, and resistivity are less than the limits and
the pH is within the limits in Table 206-1 or 206-2, Weld County will bear all costs
associated with the independent lab test. If the imported material's sulfates, chlorides,
and resistivity is greater than the limits and the pH is outside the limits in Table 206-1 or
206-2, all costs associated with independent lab testing shall be at the Contractor's
expense.
Structure backfill represented by failing tests shall be removed from the project and
replaced at the Contractor's expense.
(b) Bed Course Material. Material shall conform to the requirements of subsection 703.07.
Upon approval, aggregate base course conforming to the requirements of subsection
703.03 may be used in lieu of bed course material.
(c) Filter Material. Class A, Class B, and Class C Filter Material shall conform to the
requirements of subsection 703.09. Class of material shall be as specified or designated.
Construction Requirements
275
206.03 Structure Excavation and Structure Backfill. Unsuitable foundation material shall be
removed and wasted in a manner acceptable to the Engineer, and the excavated material will
be paid for as structure excavation. Excavation and backfill for areas in excess of 3 feet below
designed elevation will be paid for as provided in subsections 104.03 and 109.04. Unsuitable
foundation material which is suitable for embankments and suitable surplus excavated material
shall be used in the construction of embankments. Unsuitable material removed below designed
elevation shall be replaced with approved material.
If asbestos containing material (ACM) is suspected or found, the ACM and the suspected ACM
shall be managed per the Air Quality Control Commission Regulation No. 8 Part B or Section
5.5 of the solid Waste Regulation 6CCR 1007-2, which ever applies. All work conducted on site
shall be per the Colorado Department of Public Health and Environment's Asbestos -
Contaminated Soil Guidance Document or the State of Colorado's Asbestos Contaminated Soil
Statewide Management Plan (ACS), whichever is more recent at the time of advertisement, and
per subsection 250.07(d).
Rock, hardpan, or other unyielding material encountered in trenches for culvert pipe or conduit
shall be removed below the designed grade for a minimum of 12 inches. This extra depth
excavation shall be backfilled with loose Structure Backfill (Class 1) or other approved material.
The subgrade beneath any structural element shall be scarified to the depth specified in Section
203.07 of the Specifications or as directed by the Engineer. The type of compaction shall be the
same as that required for Structure Backfill (Class 2), as specified below.
Backfill shall consist of approved materials uniformly distributed in layers brought up equally on
all sides of the structure. Each layer of backfill shall not exceed 6 inches and shall be compacted
to the required density before successive layers are placed.
Structure Backfill (Class 1) shall be compacted to a density of at least 95 percent of maximum
dry density determined per AASHTO T180 as modified by CP 23. Backfill shall be compacted at
plus or minus 2 percent of Optimum Moisture Content (OMC).
Structure Backfill (Class 2) shall be compacted to a density of at least 95 percent of maximum
dry density. The maximum dry density and OMC for A-1, A-2-4, A-2-5, and A-3 materials will be
determined per AASHTO T180 as modified by CP 23. The maximum dry density and OMC for
all other materials will be determined per AASHTO T99 as modified by CP 23. Materials shall be
compacted at plus or minus 2 percent of Optimum Moisture Content (OMC). Materials having
greater than 35 percent passing the 75 µm (No. 200) sieve shall be compacted at 0 to 3 percent
above OMC.
Pipes, culverts, sewers, and other miscellaneous structures outside the roadway prism and not
subjected to traffic loads shall be backfilled in layers as described above but shall be compacted
to the density of the surrounding earth.
The excessive use of water during backfilling operations will not be permitted.
276
Compaction equipment or methods that produce horizontal or vertical earth pressures, which
may cause excessive displacementor overturning, or may damage structures, shall not be used.
Backfill material shall not be deposited against newly constructed masonry or concrete
structures, until the concrete has developed a compressive strength of 0.8fc, except in cases
where the structures support lateral earth pressure. Concrete compressive strength for
structures supporting lateral earth pressure shall conform to subsection 601.12(0). Concrete
compressive strength shall be determined by maturity meters.
Backfill at the inside of bridge wingwalls and abutments shall be placed before curbs or sidewalks
are constructed over the backfill and before railings on the wingwalls are constructed.
Unless otherwise indicated in the Contract or directed, all sheeting and bracing used in making
structure excavation shall be removed by the Contractor before backfilling.
Structure backfill placed at bridge piers in waterways and water channels, that does not support
embankments, pavements, or slope protection, will not require compaction.
Structure Backfill (Flow fill) shall not be compacted.
The maximum layer thickness for Structure Backfill (Flow fill) shall be 3 feet unless otherwise
approved by the Engineer. The Contractor shall not place Structure Backfill (Flow fill) in layers
that are so thick that they cause damage to culverts, pipes, and other structures or that they
cause formwork or soil failures during placement. Structure Backfill (Flow fill) shall have an
indention diameter less than 3 inches and the indention shall be free of visible water when tested
per ASTM D6024 by the Contractor before placing additional layers of Structure Backfill (Flow
fill). Testing Structure Backfill (Flow fill) per ASTM D6024 will be witnessed by the Engineer.
Damage resulting from placing Structure Backfill (Flow fill) in layers that are too thick or from not
allowing sufficient time between placements of layers shall be repaired at the Contractor's
expense.
The Contractor shall secure culverts, pipes and other structures to prevent floating and
displacement of these items during the placement of the Structure Backfill (Flow fill).
When Flash Fill is used, it shall be batched with a volumetric mixing truck. Volumetric mixing
trucks used to produce Flow fill and Flash Fill shall have a computer batching system, capable
of producing the approved mix design and printing tickets. For Flash Fill, the batch weights of
cement and/or fly ash per cubic yard shall be within 2 percent of the mix design batch weights
and the batch weight of water per cubic yard shall be within 2 percent of the mix design batch
weight.
Before the placement of structure backfill (Flow fill), the Contractor shall sample the structure
backfill (Flow fill) per ASTM D5971. The Contractor shall test the structure backfill (Flow fill) unit
weight per ASTM D6023. For Flash Fill, the measured unit weight shall be within 5.0 percent or
5.0 pounds per cubic foot, whichever is larger, of the approved mix design unit weight. The
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Contractor shall test the structure backfill (Flow fill) for slump per ASTM C143 or flow consistency
according to ASTM D6103.
The Contractor shall sample and test the first three loads of Structure Backfill (Flow fill) for each
placement and then randomly once every 50 cubic yards. Sampling and testing will be witnessed
by the Engineer.
When Structure Backfill (Flow fill) is placed in areas that require future excavation, the unit weight
of the placed Structure Backfill (Flow fill) shall not exceed the unit weight of the approved mix
design by more than 2.0 pounds per cubic foot.
Structure Backfill (Flow fill) shall not be allowed to freeze during placement and until it has set
sufficiently according toASTM D6024. Frozen Structure Backfill (Flow fill) shall be removed and
replaced at the Contractor's expense.
When the Contractor substitutes Structure Backfill (Flow fill) for Structure Backfill (Class 1) or
(Class 2), the trench width may be reduced to provide a minimum 6 -inch clearance between the
outside diameter of the culvert and the trench wall.
206.04 Bed Course Material. Construction requirements for bed course material for sidewalks
and curbing shall conform to the applicable requirements of Sections 608 and 609.
206.05 Filter Material. Construction requirements for filter material for subsurface drains shall
conform to the applicable requirements of Section 605.
Filter material shall be placed behind bridge abutments, wingwalls, and retaining walls as
provided in the Contract and per the following requirements:
When provided in the Contract, wall drain outlets shall be backed with sacked filter material
conforming to the gradation requirements for coarse aggregate No. 3 or No. 4 set forth in Table
703-2.
Filter material shall be placed in horizontal layers along with and by the same methods specified
for structure backfill.
Method of Measurement
206.06. Structure excavation, structure backfill, and bed course material will not be measured
but will be the quantities designated in the Contract. When field changes are ordered or when
there are errors on the plans, quantities will be measured as follows:
(a) For bridges and irregular shaped structures, quantities will be computed to neat lines 18
inches outside and parallel to theoutline of the revised foundation plan or as shown on the
plans.
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(b) For pipes, a profile will be made along the bottom of the center line extending 18 inches
beyond the end of the structure, including end sections. Material excavated between this
profile and a profile 1 foot above the top of the pipe will not be measured for payment but
shall be included in the bid price for the pipe. In excavation sections the area above the
profile 1 foot above the top of the pipe and below the limits of roadway excavation will be
multiplied by the width shown on the plans to obtain the volume of structure excavation
measured for payment. In embankment sections the area above the profile 1 foot above
the top of the pipe and below the natural ground will be multiplied by the width shown on
the plans to obtain the volume of structure excavation measured for payment.
(c) Backfill and filter material will be the calculated volume of material lying within the prism
shown on the plans, fromwhich shall be deducted the volume occupied by the structure.
(d) Bed course material will be the calculated volume of material lying within the prism shown
on the plans.
Basis of Payment
206.07. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Structure Excavation
Cubic Yard
Structure Backfill (Class _)
Cubic Yard
Structure Backfill (Flow fill)
Cubic Yard
Bed Course Material
Cubic Yard
Filter Material (Class )
Cubic Yard
Structure excavation, structure backfill, filter material, and bedding material required for all pipes,
culverts and pipe culvert extensions, inlets, storm sewer pipes, manholes and other drainage
structures shall be included in the work.
Compaction, water, pumping, bailing, draining, de -watering, sheeting, bracing, and all other work
necessary to complete the above items will not be measured and paid for separately but shall be
included in the work.
Structure backfill, including bed course material, for pipes and end sections will not be measured
and paid for separately, but shall be included in the work. Where only end section work is
required the structure excavation quantity and the structure backfill quantity will not be measured
and paid for separately but shall be included in the work.
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When the Contractor substitutes Structure Backfill (Flow fill) for Structure Backfill (Class 1) or
(Class 2), there will be no adjustment in the price, or the quantity paid for structure excavation or
structure backfill as a result of reducing the trench width.
Pipes located in traffic areas shall be excavated and backfilled within the same working day or
covered with traffic rated steel plates during non -working hours. Steel plates shall be included in
the work.
Excavations shall not be left open for extended periods of time. Excavations left overnight in
non -traffic areas for any reason shall be surrounded by orange plastic construction safety fence.
Safety fence used for such purpose shall be included in the work.
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Section 206a — Shoring
Description
206.08. This work consists of shoring specific areas designated in the Contract.
Materials and Construction Requirements
206.09. The Contractor shall locate, size, design, and construct shoring which provides all
necessary rigidity, and supports the loads imposed to facilitate construction as shown on the
plans. Shoring used to facilitate construction is considered temporary and shall have a design
life 1-1/2 times the expected construction service life, with a maximum design life of three years.
When the height of shoring exceeds 5 feet above the base of the excavation, the Contractor
shall submit working drawings per subsection 105.02. The drawings shall be submitted to the
Engineer for information only. The drawings shall be electronically sealed by the Contractor's
Engineer. The Contractor shall design for internal and external stability of temporary shoring
such as but not limited to bearing capacity, settlement, sliding, overturning, internal compound
stability, and global stability. All proof and verification testing of the shoring elements shall be the
responsibility of the Contractor and results shall be reported to the Engineer the day after the
testing was performed.
All proof and verification testing of the shoring elements shall be the responsibility of the
Contractor. For soil nail walls, a minimum of one proof test shall be performed per the Revision
of Section 504 Soil Nail Wall, and test results shall be reported to the Engineer the day after the
testing was performed.
The Contractor shall conduct additional proof and verification testing at the Engineer's request.
Sufficient corrosion protection shall be provided in consideration of the temporary shoring design
life and is the responsibility of the Contractor. Temporary shoring shall be designed for actual
construction -related loads, such as phasing, stockpiles, and operation of large cranes or other
large equipment near the area of the shoring. These drawings shall be signed by the Contractor
and provided to the Engineer at least ten days before start of work. Shoring construction shall
conform with the shoring drawings provided to the Engineer. The Contractor shall conduct any
necessary site -specific evaluation necessary to ensure shoring design, construction and
performance.
The Contractor shall have performed and documented an independent review of their shoring
design and drawings at designated areas before submittal. The Contractor's Engineer shall
electronically seal the independent review shoring design and drawings.
The shoring plans shall detail the methods to control site drainage during the life of the shoring.
The Contractor shall actively control drainage and surface runoff during the duration of
construction to direct run off away from the shoring areas above and behind the shoring. A
shoring site drainage quality control plan shall be included as part of the Contractor's Engineer's
shoring plans and shall be part of the submittal to the Engineer. The plan shall include measures
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to prevent ponding water near the shoring area and maintenance of drainage to convey water
away from and around the shoring excavation vicinity.
If the embankment, construction, traffic, or any other surcharge is in excess of what the original
shoring was designed for and is to be placed adjacent to the shoring, the Contractor shall provide
a signed letter from the Contractor's Engineer before the load placement stating that the shoring
will support the additional load.
Shoring shall be designed and constructed per the requirements listed in this specification along
with requirements in current AASHSTO and FHWA design manuals including, but not limited to:
(1) AASHTO Construction Handbook for Bridge Temporary Works including Division I;
(2) Section 5 of the AASHTO LRFD Bridge Design Specifications for allowable stress or load
factor design, or
(3)
AASHTO LRFD Bridge Design Specifications including current interims for load and
resistance factor design.
If a shoring type is to be used that is not detailed in these three documents, the shoring type
design method will need to be submitted to the Engineer. The Contractor's Engineer shall be on -
site and perform construction inspection of the shoring during the first two days of active shoring
construction, during any shoring element verification testing, and at the completion of shoring
construction. Shoring drawings shall include the following information:
(1) The size and grade of all structural materials
(2) Design notes, including design assumptions, including loading, and construction details
(3) Detailed plans for managing and maintaining shoring surface and subsurface drainage
conditions for the project duration
(4) Where applicable, restrictions on heavy equipment placement at specific locations adjacent
to the shoring
(5) Areas determined by the Contractor's Engineer where dewatering of the shored excavation
will be required, and a description of the requirements (i.e., head added by the pump, flow
rate, minimum pump size, etc.) and methods to be used for dewatering.
(6) All other information determined by the Contractor's Engineer to be pertinent to the design
and successful construction of the shoring.
Drawings for temporary shoring that requires structural designs shall include the following
information:
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(1) Individual site -specific geotechnical properties for each shoring location based on the plan,
review of the Geotechnical Report per subsection 102.05, or from a geotechnical evaluation
performed by the Contractor at their own expense.
(2) Global stability analysis showing that the shoring will be stable under the loads placed on it
and construction conditions encountered during construction.
The Contractor's Engineer may assign an on -site representative, to perform construction field
oversight, by submitting documentation of experience to the Engineer ten days before starting
shoring construction for review and the Engineer's acceptance. Before placing construction or
traffic loads on or immediately adjacent to the supported earth, the Contractor's Engineer for the
shoring shall certify in an electronically sealed letter that shoring materials and construction have
been inspected and that all shoring, materials, and construction are in conformity with the shoring
drawings. A copy of this certification shall be submitted to the Engineer.
Method of Measurement
206.10. Shoring will not be measured but will be paid for as a single lump sum for each area
described on the plans.lncidental shoring work or shoring in locations other than those described
on the plans will be as determined by the Contractor and will not be measured and paid for
separately but shall be included in the work.
Basis of Payment
206.11. The accepted quantities of shoring measured as provided above will be paid for at the
contract unit price bid.
Payment will be made under:
Pay Item
Pay Unit
Shoring (Area_)
Lump Sum
Payment for shoring will be full compensation for all labor, materials, and equipment required to
design, construct, test, maintain, and dewatering.
Removal of the shoring shall include removal of all shoring elements. The removal area shall be
specified in the plans. Removal of shoring will not be measured and paid for separately but shall
be included in the work.
The Department will pay for additional proof and verification testing, as requested by the
Engineer, per subsection 109.04.
Other incidental shoring that is not included as a pay item will not be measured and paid for
separately but shall be included in the work.
283
Section 207 — Topsoil
Description
207.01. This work consists of salvaging topsoil from onsite locations, stockpiling, maintaining,
and preparing the subsoils for the placement of the topsoil at locations shown on the plans. It
also includes creating seeding media by amending subsoils and importing offsite topsoil when
shown on the plans.
Substitutions from this specification will not be allowed unless submitted in writing to the
Engineer and approved by the Engineer.
The topsoil material shall be generally evenly distributed throughout the project limits. Any
excess topsoil generated from this project shall become the property of the Contractor and shall
be hauled off the Project.
Materials
207.02 General. Topsoil shall be salvaged onsite, imported, or produced as shown on the plans.
Topsoil shall be free of refuse and litter along with noxious weed seed and reproductive plant
parts, as listed in current State of Colorado A and B Noxious Weed List and local agency weed
lists. Topsoil shall not include heavy clay, hard clods, toxic substances, pathogens, or other
material, which would be detrimental to growing native vegetation.
All required amendments shall be thoroughly incorporated to parent material, onsite. All
amendments shall conform to Section 212.
Topsoil and parent material shall be free of clods, sticks, stones, debris, concrete, and asphalt
in excess of 4 inches in any dimension for all material used within the designed clear zone for
the project.
Topsoil outside of the clear zone may contain rock larger than 4 inches in any dimension.
For slopes with no structures being used to protect areas from falling rocks the Contractor shall
remove or secure any rocks deemed unstable and could pose a safety hazard.
Topsoil shall be generated from one or more of the following as shown on the plans:
(a) Topsoil (Onsite). Topsoil shall consist of the upper 6 -inch layer of the A horizon, as defined
by the Soil Science Society of America, or at the depths shown on the plans, whichever is
greater. It shall consist of loose friable soil, salvaged from onsite and stockpiled or
windrowed. Litter and duff (layer of partially decomposed plant material) shall be collected
as part of the salvaging of topsoil unless specified to be removed and hauled offsite on the
plans.
284
A minimum of 60 days prior to the placement of topsoil, the Contractor shall submit a
Certified Test Report (CTR) showing a complete Soil Nutrient Analysis for the properties
listed in Table 207-2 from an independent laboratory that participates in the National
Association for Proficiency Testing (NAPT). The CTR shall be provided in accordance with
subsection 106.13. If the topsoil nutrient analysis is deficient, an Amendment Protocol shall
be submitted by the Contractor for approval. The Amendment Protocol shall contain a
complete list of amendments and associated quantities to produce topsoil that conforms to
Table 207-2.
All topsoil salvaged from onsite shall be amended/conditioned to meet the
requirements of Section 212. It may be necessary to add additional fertilizers and
conditioners to the hydraulic growth medium in order to meet the recommendations
of the Soil Testing Laboratory.
(b) Topsoil (Wetland). Wetland topsoil shall consist of moist, organic soil obtained from
delineated wetlands, including any existing wetland vegetation and seeds. Wetland topsoil
shall be extracted from the project site at locations shown on the plans or as directed, to a
minimum depth of 12 inches or at the depths as shown on the plans.
(c) Seeding Media. Seeding Media shall consist of one or all of the following approved
materials: sub -soil, overburden, or material generated from rock. Contractor shall select
onsite or offsite locations to generate material that meet the requirements of Table 207-1.
The Contractor shall provide a Certified Test Report (CTR) per subsection 106.13,
excluding lot, heat, and batch confirming that the excavated material conforms to Table
207-1.
Amendments to the base imported material shall have the quantities of material verified
onsite before incorporation into parent material, either at the stockpiles or after placement
of parent material. Topsoil amended at the stockpiles shall be distributed to the site within
seven days.
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Table 207-1 — Physical Properties of Seeding Media
Property
I Range
Test
Soil pH (s.u.)
I 5.6 — 7.5
ASA Mono. #9, Part 2,
Method 10-3.2 or TMECC
04.11-A
Soil Electrical Conductivity (EC)
(mmhos/cm or ds/m)
I < 5.0
ASA Mono. #9, Part 2,
Method 10-3.3
Soil SAR (s.u.)
I 0 - 10
ASA Mono. #9, Part 2,
Method 10-3.4
Rock Content (%)
I < 25
USDA NRCS Rock
Fragment Modifier Usage
Trace Contaminants
(Arsenic, Cadmium, Copper,
Mercury, Selenium, Zinc,
Nickel, and Lead)
I Meets US EPA, 40
CFR 503 Regulations
TMECC 04.06 or
EPA6020/ASA (American
Society of Agronomy)
Rock Content (%) greater than
3" diameter
I < 25
—
USDA NRCS Rock
Fragment Modifier Usage
USDA Soil Texture
No more than 70%
clay, silt, and sand by
percentage volume of
topsoil.
ASA Monograph #9, Part 1,
Method 15-4
Or ASA 1 43-5
All Particle Sizes
< 6 Inches
Physical contaminants (man-
made inerts) (%)
I < 1
I TMECC 03.08-C
C:N ratio
<20
I TMECC 05.02-A
* Fines % when manufacturing
material from rock
>25% material passing
through #4 sieve
i gSTM D6913
(d) Topsoil (Offsite). The Contractor shall submit a CTR for Topsoil (Offsite) for approval a
minimum of 60 days before import per subsection 106.13. The Contractor shall include with
the CTR a complete Soil Nutrient Analysis for the properties listed in Table 207-2 from an
independent laboratory that participates in the National Association for Proficiency Testing
(NAPT). If topsoil nutrient analysis is deficient, an Amendment Protocol shall be submitted
by the Contractor for approval. The Amendment Protocol shall contain a complete list of
amendments and associated quantities to produce topsoil that conforms to Table 207-2.
All imported topsoil shall be amended/conditioned to meet the requirements of
Section 212. It may be necessary to add additional fertilizers and conditioners to the
hydraulic growth medium in order to meet the recommendations of the Soil Testing
Laboratory.
The Contractor shall submit a Certificate of Compliance (COC) for Topsoil (Offsite) for
approval a minimum of 60 days before import that the source has controlled noxious weeds
per the State of Colorado Noxious Weed Act 35-5.5-115.
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Table 207-2 — Topsoil (Offsite) Properties
Property
Range
Test Methods
ASA Mono. #9, Part 2,
Soil pH (s.u)
5.6 — 7.5
Method 10-3.2 or TMECC
04.11-A
Salt by Electrical Conductivity
(EC) (mmhos/cm or ds/m)
I < 2.0
ASA Mono. #9, Part 2,
Method 10-3.3
Soil SAR (s.u.)
0 - 10
ASA Mono. #9, Part 2,
Method 10-3.4
Soil OM (%)
3 — 5
Methods of Soil Analysis,
Part 3, Method 34
Methods of Soil Analysis,
Part 3. Chemical Methods.
Soil N (NO3-n, ppm)
> 20.0
—
Ch. 38 Nitrogen — Inorganic
Forms
Soil P (ppm)
> 13.0
ASA Mono. #9, Part 2,
Method 24-5.4 or others as
required based on soil pH
Soil K (ppm)
—> 80
ASA Mono. #9, Part 2,
Method 13-3.5
Rock Content (%) greater than
USDA NRCS Rock
3" diameter
I < 25
—
Fragment Modifier Usage
Bioassay (seedling emergence
TMECC 05.05-A or
and relative vigor)
I > 80% of control
Approved Germination Test
Soil Texture
No more than 70% clay, silt
and sand by percentage
volume of topsoil
ASA Mon o. o.
I #9, Part 1,
Method 15-4
Physical contaminants (man-
made inerts) (%)
I < 1
I TMECC 03.08-C
Trace Contaminants
TMECC 04.06 or
(Arsenic, Cadmium, Copper,
I Meets US EPA, 40 CFR
EPA6020/ASA (American
Mercury, Selenium, Zinc,
Nickel, and Lead)
503 Regulations
Society of Agronomy)
All Particle Sizes
< 6 Inches
C:N ratio
<20
TMECC 05.02-A
Construction Requirements
207.03 Site Pre -vegetation Conference. Before the start of the initial Subgrade Soil
Preparation for the project, the Contractor shall request a Site Pre -vegetation Conference. The
Engineer will set up the conference and will include: the Engineer or designated representative,
the Superintendent or designated representative, the sub-contractor(s) performing the subgrade
soil preparation and soil amendments, and the Engineer. Only one meeting is required for the
project unless a new sub -contractor is brought on that did not attend the previous meeting.
287
The Agenda of the Pre -vegetation Conference can be found in Appendix A of the Construction
Manual and includes the following:
(1) Final review of the Topsoil (Onsite) and/or Topsoil (Offsite) Amendment Protocol.
(2) Review of the Method Statement detailing the equipment which will be used for the
subgrade soil preparation operations.
(3)
Permanent Stabilization Phasing Plan (identify strategies and site management measures
to protect de -compacted, topsoil amended, seeded, and blanketed areas from foot,
vehicle loads, and other disturbances).
(4) Seeding. See subsection 212.03 for submittal requirements.
(5)
Meeting attendee sign -in log.
207.04 Topsoil Stockpiling. Stockpiles of topsoil shall be created as shown on the plans or as
approved by the Engineer. All Stockpiles of topsoil which are scheduled to remain in place for
14 days or more shall receive interim stabilization per subsection 208.04. All topsoil stockpiles
shall be identified using white pin flags with "TOPSOIL" printed in black letters and shall have
their locations shown on the SWMP Plans. Each individual stockpile shall require at least one
flag, and one additional flag for each 10 cubic yards of salvaged topsoil. The contractor shall
provide only perimeter flags for stockpile larger than 100 cubic yards with a minimum spacing of
25 feet.
Topsoil may be placed in stockpiles or windrowed at the edge of the disturbance. When topsoil
is windrowed, all stockpile requirements still apply.
(1) Upland Topsoil. If included on the plans, stockpiles shall be treated with herbicide, per
Section 217, or as directed.
(2) Wetland Topsoil. Wetland stockpiles shall not be treated with herbicide. Weeds shall be
hand pulled. Wetland topsoil shall be placed within 24 hours from excavation, unless
otherwise approved by the Engineer. Wetland topsoil shall not be stockpiled for more than
six months.
207.05 Subgrade Soil Preparation. Before placement of topsoil, the subgrade shall be ripped
to a minimum depth of 14 inches. Subgrade shall be mostly dry and friable. Subgrade shall
crumble without sticking together, yet not be so dry and hard that it does not break apart easily.
Underground utilities shall be located before soil preparation.
Subgrade soil preparation equipment shall be done with farming implements such as a
moldboard plow and disk. The use of a dozer or grader equipped with ripping shanks shall not
be allowed. Operation shall be performed to fracture the soil uniformly without lifting or furrowing
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the surface excessively. The Contractor shall submit a method statement for subgrade soil
preparation.
Existing subgrade shall be de -compacted to a depth of 14 inches. If multiple passes are
needed, the subsequent passes shall be positioned so that the ripping equipment (subsoilers)
from the previous pass are split by the subsequent pass. Following ripping, the Contractor shall
remove all sticks, stones, debris, clods, and all other substances greater than 6 inches in
diameter. The Contractor shall restrict motorized vehicle and foot traffic from passing over the
ripped area since this would recompact the areas that received subgrade soil preparation.
The first 4 feet from the edge of pavement shall be ripped to a depth of 6 inches. If the project is
going to use aggregate base course or recycled asphalt as a shouldering technique, those areas
will not require subgrade soil preparation. Depth of soil ripping for the subgrade soil preparation
shall be checked with the rod penetrometer.
207.06 Placement of Topsoil and Seeding Media. Topsoil and Seeding Media shall be hauled
and placed at the locations disturbed and will be re -vegetated or as shown on the plans. The
contractor shall place a minimum thickness of 6 inches or the depth shown on the plans
and should only be handled when it is dry enough to work without damaging soil structure.
Topsoil and Seeding Media shall be placed a minimum depth of twelve (12) inches when placed
over riprap as required on the plans. No Topsoil or Seeding Media shall be placed below the
ordinary high water mark except as otherwise specified in bio-stabilization bank treatments.
Salvaged topsoil placement deeper than 6 inches is allowed if additional approved material is
on -site and deeper placement will not negatively impact stormwater drainage patterns, at the
sole discretion of the Engineer.
Contractor shall place topsoil in a method that does not re -compact subgrade material using low
ground -contact pressure equipment, or by excavators and/or backhoes operating adjacent to it.
The final grade shall be free of all materials greater than 4 inches in diameter within the designed
clear zone for the project. Equipment not required for revegetation work will not be permitted in
the areas of placed topsoil.
Soil amendments, seedbed preparation, and permanent stabilization mulching shall be
accomplished within four working days of placing the topsoil on the de -compacted civil
subgrades. If placed topsoil is not mulched with permanent stabilization mulch within four
working days, the Contractor shall complete interim stabilization methods per subsection
208.04(e), at no additional cost to the Department. Time to perform the work may be extended
for delays due to weather.
Method of Measurement
207.07. Topsoil material will be measured by the actual number of cubic yards of topsoil placed
and accepted. The volume of topsoil will be determined by measuring the area in which the
topsoil is placed and multiplying the area by the topsoil thickness shown on the plans.
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Subgrade soil preparation will be measured by the square yards of subgrade which is ripped
and accepted for adequate de -compaction.
De -compaction will not be measured and paid for separately but shall be included in the work.
Basis of Payment
207.08. The accepted quantities measured will be paid for at the Contract unit price for each of
the pay items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Topsoil (Onsite)
Cubic Yard
Seeding Media
Cubic Yard
Topsoil (Offsite)
Cubic Yard
Topsoil (Wetland)
Cubic Yard
Subgrade Soil Preparation
Square Yard
Amendments for Topsoil (Onsite) and Seeding Media will not be measured and paid for
separately but shall be included in the work.
Amendments for Topsoil (Offsite) will not be measured and paid for separately but shall be
included in the work.
Noxious Weed Management will be measured and paid for per Section 217.
Stockpiling or windrowing of topsoil will not be measured and paid for separately but shall be
included in the work.
The contract unit prices for Topsoil (Onsite) and Topsoil (Offsite) shall be full compensation for
all work necessary to complete the items including removing existing on -site topsoil material,
stockpiling the existing topsoil material, hauling, loading, and redistributing the existing topsoil
material onto the re -graded and prepared slopes.
Loading and hauling to redistribute stockpiled topsoil uniformly throughout the project limits shall
not be measured and paid for separately but shall be included in the work.
Testing of Topsoil (Onsite) Seeding Media and Topsoil (Offsite) Seeding Media will not be
measured and paid for separately but shall be included in the work.
The Site Pre -vegetation Conference will not be paid for separately but shall be included in the
work.
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Additional passes with the ripping equipment to achieve the desired de -compaction will not be
measured and paid for separately but shall be included in the work.
Removing of clods, sticks, stones, debris, concrete, and asphalt in excess of 4 inches in any
dimension for all topsoil and Seeding Media used within the designed clear zone for the project
will not be measured and paid for separately but shall be included in the work.
Excess topsoil generated from the Project and hauled off the Project by the Contractor will not
be measured and paid for separately but shall be included in the work.
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Section 208 — Erosion Control
Description
208.01. This work consists of constructing, installing, maintaining, and removing when required,
control measures during the life of the Contract to prevent or minimize erosion, sedimentation,
and pollution of any State waters as defined in subsection 107.25, including wetlands.
Stormwater runoff from all disturbed areas and soil storage areas, must flow to at least one
control measure to minimize sediment in the discharge. This shall be accomplished through
filtering, settling, or straining. The control measure shall be selected, designed, installed, and
adequately sized per accordance with good engineering, hydrologic, and pollution control
practices. The control measures shall contain or filter flows in order to prevent the bypass of
flows without treatment and shall be appropriate for stormwater runoff from disturbed areas and
for the expected flow rate, duration, and flow conditions (i.e., sheet or concentrated flow).
The Contractor shall coordinate the construction and maintenance of temporary control
measures with the construction of permanent control measures to assure economical, effective,
and continuous erosion and sediment control throughout the construction period.
The Initial Condition, Interim Condition, and Permanent Condition SWMP drawings are included
with the plans for this project. The control measures shown on the Initial Condition and Interim
Condition drawings shall be installed in a phased manner prior to the beginning of construction
activities within various areas of the limits of construction. The Contractor shall be responsible
for preparing and submitting an Erosion Control Phasing Plan which shows how the erosion and
sediment control measures will be implemented to the Engineer for approval. Installation of the
erosion control measures shall not begin until the Engineer has provided a written approval of
the Erosion Control Phasing Plan.
When a provision of Section 208 or an order by the Engineer requires that an action be
immediate or taken immediately, it shall be understood that the Contractor shall at once begin
affecting completion of the action and pursue it to completion in a manner acceptable to the
Engineer, and in accordance with the Colorado Discharge Permit System Stormwater
Construction Permit (CDPS-SCP) requirements. If immediate corrective actions cannot be
taken, the Contractor shall immediately request a deferment by providing the information
outlined in Section 208.09(c) for review by the Engineer.
(a) Definitions — Per Part I.E of the CDPS-SCP, for the purposes of the CDPS-SCP permit the
following words and/or phrases shall mean:
1. Bypass — The intentional diversion of waste streams from any portion of a treatment
facility in accordance with 40 CFR 122.41(m)(1)(i) and Regulation 61.2(12).
2. Common Plan of Development — A contiguous area where multiple separate and
distinct construction activities may be taking place at different times on different
schedules, but remain related. "Contiguous" means construction activities located in
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close proximity to each other (within 1/4 mile). Construction activities are considered to
be "related" if they share the Contractor, equipment, storage areas, etc.
3. Construction Activity — Ground surface disturbing and associated activities (land
disturbance), which include, but are not limited to, clearing, grading, excavation,
demolition, installation of new or improved haul roads and access roads, staging
areas, stockpiling of fill materials, and borrow areas. Construction does not include
routine maintenance to maintain the original line and grade, hydraulic capacity, or
original purpose of the facility.
Activities to conduct repairs that are not part of routine maintenance or for replacement
are construction activities and are not routine maintenance. Repaving activities where
underlying and/or surrounding soil is exposed as part of the repaving operation are
considered construction activities. Construction activity is from initial groundbreaking
to final stabilization regardless of ownership of the construction activities.
4. Control Measure — Any best management practice or other method used to prevent
or reduce the discharge of pollutants to state waters. Control measures include, but
are not limited to, best management practices. Control measures can include other
methods such as the installation, operation, and maintenance of structural controls
and treatment devices.
5. Control Measure Requiring Routine Maintenance — Any control measure that is still
operating in accordance with its design and the requirements of this permit, but
requires maintenance to prevent a breach of the control measure. See also
Inadequate Control Measure.
6. Dedicated Asphalt, Concrete Batch Plants and Masonry Mixing Stations — Are batch
plants or mixing stations located on, or within '/4 mile of, a construction site and that
provide materials only to that specific construction site.
7. Diversion — Discharges of state waters that are temporarily routed through channels
or structures (e.g., in -stream, uncontaminated springs, non -pumped groundwater,
temporary rerouting of surface waters).
8. Final Stabilization — The condition reached when construction activities at the site
have been completed, permanent stabilization methods are complete, and temporary
control measures are removed. Areas being stabilized with a vegetative cover must
have evenly distributed perennial vegetation. The vegetation coverage must be, at a
minimum, equal to 70 percent of what would have been provided by native vegetation
in a local, undisturbed area or adequate reference site.
9. Good Engineering, Hydrologic and Pollution Control Practices — Are methods,
procedures, and practices that:
A. Are based on basic scientific fact(s).
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B. Reflect best industry practices and standards.
C. Are appropriate for the conditions and pollutant sources.
D. Provide appropriate solutions to meet the associated permit requirements,
including practice based effluent limits.
10. Inadequate Control Measure — Any control measure that is not designed or
implemented in accordance with the requirements of the permit and/or any control
measure that is not implemented to operate in accordance with its design. See also
Control Measure Requiring Routine Maintenance.
11. Infeasible — Not technologically possible, or not economically practicable and
achievable in light of best industry practices.
12. Minimize — Reduce or eliminate to the extent achievable using control measures that
are technologically available and economically practicable and achievable in light of
best industry practice.
13. Municipality — A city, town, county, district, association, or other public body created
by, or under, State law and having jurisdiction over disposal of sewage, industrial
wastes, or other wastes, or a designated and approved management agency under
section 208 of CWA (1987).
14. Municipal Separate Storm Sewer System (MS4) — A conveyance or system of
conveyances (including roads with drainage systems, municipal streets, catch basins,
curbs, gutters, ditches, man-made channels, or storm drains):
A. Owned or operated by a State, city, town, county, district, association, or other
public body (created by or pursuant to State law) having jurisdiction over disposal
of sewage, industrial wastes, stormwater, or other wastes, including special
districts under State law such as a sewer district, flood control district or drainage
district, or similar entity, or a designated and approved management agency
under section 208 of the CWA that discharges to state waters;
B. Designed or used for collecting or conveying stormwater;
C. Are not a combined sewer; and
D. Are not part of a Publicly Owned Treatment Works (POTW). See 5 CCR 1002-
61.2(62).
15. Municipal Stormwater Management Program — A stormwater program operated by a
municipality, typically to meet the requirements of municipalities MS4 discharge
certification.
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16. Operator— The party that has operational control over day-to-day activities at a project
site which are necessary to ensure compliance with the permit. This party is
authorized to direct individuals at a site to carry out activities required by the permit
(i.e., the general contractor).
17. Owner — The party that has overall control of the activities and that has funded the
implementation of the construction plans and specifications. This is the party that may
have ownership of, a long term lease of, or easements on the property on which the
construction activity is occurring (e.g., Weld County).
18. Permittee(s) — The owner and operator named in the discharge certification issued
under this permit for the construction site specified in the certification.
19. Pollutant — Dredged spoil, dirt, slurry, solid waste, incinerator residue, sewage,
sewage sludge, garbage, trash, chemical waste, biological nutrient, biological
material, radioactive material, heat, wrecked or discarded equipment, rock, sand, or
any industrial, municipal or agricultural waste. See 5 CCR 1002-61.2(76).
20. Presentation of Credentials — A government issued form of identification, if in person;
or providing name, position and purpose of inspection if request to enter is made via
telephone, email, or other form of electronic communication. A Permittee's non -
response to a request to enter upon presentation of credentials constitutes a denial to
such request, and may result in violation of the Permit.
21. Qualified Stormwater Manager — An individual knowledgeable in the principles and
practices of erosion and sediment control and pollution prevention, and with the skills
to assess conditions at construction sites that could impact stormwater quality and to
assess the effectiveness of stormwater controls implemented to meet the
requirements of this permit. Also referred to as Erosion Control Supervisor (ECS),
SWMP Administrator, and/or Erosion Control Inspector (ECI).
22. Receiving Water - Any classified or unclassified surface water segment (including
tributaries) in the State of Colorado into which stormwater associated with construction
activities discharges. This definition includes all water courses, even if they are usually
dry, such as borrow ditches, arroyos, and other unnamed waterways.
23. Significant Materials — Include, but not limited to, raw materials; fuels; materials such
as solvents, detergents, and plastic pellets; finished materials such as metallic
products; raw materials used in food processing or production; hazardous substances
designated under section 101(14) of CERCLA; any chemical the Permittee is required
to report under section 313 of Title III of the Superfund Amendments and
Reauthorization Act (SARA); fertilizers; pesticides; and waste products such as ashes,
slag and sludge that have the potential to be released with stormwater discharges.
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24. Spill — An unintentional release of solid or liquid material which may pollute state
waters.
25. State Waters — Means any and all surface and subsurface waters which are contained
in or flow in or through Colorado, but does not include waters in sewage systems,
waters in treatment works of disposal systems, waters in potable water distribution
systems, and all water withdrawn for use until use and treatment have been
completed.
26. Stormwater — Precipitation runoff, snow melt runoff, and surface runoff and drainage.
See 5 CCR 1002-61.2(103).
27. Upset — An exceptional incident in which there is unintentional and temporary
noncompliance with permit effluent limitations because of factors beyond the
reasonable control of the Permittee. An upset does not include noncompliance to the
extent caused by operational error, improperly designed treatment facilities,
inadequate treatment facilities, lack of preventative maintenance, or careless or
improper operation in accordance with 40 CFR 122.41(n) and Regulation 61.2(114).
Materials
208.02. Erosion control materials are subject to acceptance in accordance with subsection
106.01. Erosion control materials shall be subject to the following approval process:
The material for control measures shall conform to the following:
Table 208-1 — Approval Process for Erosion Control Materials
Material
Approval Process
Notes
Erosion Bales (Weed Free)
COC
The Contractor shall
provide a transit
certificate number, or a
copy of the transit
certificate as supplied
from the producer.
Silt Fence
COC
Silt Berm
APL
Erosion Log (Type 1, Type 2, and Type 3)
COC
Silt Dikes
COC
Prefabricated Concrete Washout Structures
(above ground)
APL
Prefabricated Vehicle Tracking Pad
APL
Aggregate Bag
COC
Storm Drain Inlet Protection (Type I, II, and III)
APL
Table Notes: COC = Certificate of Compliance; APL= Approved Product List
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(a) Erosion Bales. Material for erosion bales shall consist of Certified Weed Free hay or straw.
The hay or straw shall be certified under the Colorado Department of Agriculture Weed
Free Forage Certification Program and inspected as regulated by the Weed Free Forage
Act, Title 35, Article 27.5, CRS. Each certified weed free erosion bale shall be identified by
blue and orange twine binding the bales.
The Contractor shall not place certified weed free erosion bales or remove their identifying
twine until the Engineer has inspected them.
The Contractor may obtain a current list of Colorado Weed Free Forage Crop Producers
who have completed certification by contacting the Colorado Department of Agriculture,
Weed Free Forage, Program, 305 Interlocken Pkwy, Broomfield, CO 80021, Contact: Weed
Free Forage Coordinator at (303) 869-9038. Also available at www.colorado.gov/aq/csd.
Bales shall be approximately 5 cubic feet of material and weigh at least 35 pounds.
Stakes shall be wood and shall be 2 inch by 2 inch nominal.
(b) Silt Fence. Silt fence posts shall be wood with a minimum length of 46 inches. Wood posts
shall be 1.5 -inch width by 1.5 -inch thickness actual dimensions with 1/8 -inch tolerance.
Geotextile shall be attached to wood posts with three or more staples per post.
Silt fence geotextile shall conform to the following requirements:
Table 208-2 — Physical Reauirements for Silt Fence Geotextiles
Property
Wire Fence
Supported
Requirements
Self -Supported
Requirements Geotextile
Elongation <50`)/0
Test Method
Grab Strength, lbs.
90 minimum
124 minimum
ASTM D4632
Permittivity sec -1
0.05
0.05
ASTM D4491
Ultraviolet Stability
Minimum 70%
Strength Retained
Minimum 70% Strength
Retained
ASTM D4355
(c) Silt Fence (Reinforced). Silt fence posts shall be metal "studded tee" T -post with a minimum
length of 66 inches. Metal posts shall be "studded tee" with .095 -inch minimum wall
thickness. Wire fabric reinforcement for the silt fence geotextile shall be a minimum of 14
gauge with a maximum mesh spacing of 6 inches. Geotextile shall be attached to welded
wire fabric with ties or nylon cable ties at 12 inches on center at top, middle, and bottom
wire. Welded wire fabric shall be attached to the post with a minimum three 12 -gauge wire
ties per post. Vinyl or rubber safety caps shall be installed on all T -post.
(d) Temporary Berms. Temporary berms shall be constructed out of onsite soil materials.
Temporary berms shall be track compacted and stabilized to prevent erosion of the berm.
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Tracking shall be done up and down the slope of the berm to prevent the formation of rills.
The cost of compacting and stabilizing the temporary berms including temporary seeding
shall be incidental to the cost of the berms.
(e) Temporary Slope Drains. Temporary slope drains shall consist of fiber mats, plastic sheets,
stone, concrete or asphalt gutters, half -round pipe, metal or plastic pipe, wood flume,
flexible rubber, or other materials suitable to carry accumulated water down the slopes.
Outlet protection riprap shall conform to Section 506. Erosion control geotextile shall be a
minimum Class 2, conforming to subsection 712.08.
(f)
(9)
Silt Berm. Silt berm shall consist of permeable multi -use material consisting of ultraviolet
(UV) stabilized high -density polyethylene or other approved material effective in reducing
water velocity. Designed and tested system shall be installed on a Turf Reinforcement Mat
or Soil Retention Blanket in accordance with Section 216. The segment shall be secured
to the ground with either metal or wood stakes. Minimum requirements for securing stakes
shall be in accordance with the plans. Dimensions of individual segments shall meet the
following criteria:
Table 208-3 — Silt Berm Dimensions
Width
6 - 11 inches
Height
6 - 10 inches
Weight
> 0.25 lbs./sq. ft.
Percent Open Area
20% - 50%
Rock Check Dam. Rock Check dams shall be constructed of stone. Stone shall meet the
requirements of Section 506.
(h) Sediment Trap. In constructing an excavated sediment trap, excavated soil may be used
to construct the dam embankment, provided the soil meets the requirements of subsection
203.03.
(i)
Outlet protection riprap shall be the size specified in the Contract and shall conform to
Section 506. Erosion control geotextile shall be a minimum Class 1, conforming to
subsection 712.08.
Erosion Logs. Erosion logs, also known as sediment control logs, shall be one of the
following types unless otherwise shown on the plans:
1. Erosion Log (Type 1) shall consist of cylinder casings filled with curled aspen wood
excelsior with a consistent width of fibers evenly distributed throughout the log. The
casing shall be seamless, photodegradable tube netting. The curled aspen wood
excelsior shall be fungus free, resin free, and free of growth or germination inhibiting
substances.
2. Erosion Log (Type 2) shall consist of cylinder casings filled with Erosion Log (Type 2)
Compost in accordance with subsection 212.02. The compost -wood chip blend may
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be pneumatically shot into a geotextile cylindrical casing or be pre -manufactured. The
geotextile casing shall consist of HDPE or polypropylene mesh (knitted, not extruded)
with openings of 1/8 to 3/8 inch and contain the compost -wood chip material while not
limiting water infiltration.
3. Erosion Log (Type 3) shall consist of cylinder casings filled with curled aspen wood
excelsior with a consistent width of fibers evenly distributed throughout the log. The
casing shall be seamless, 100 percent natural fiber cylinder netting (compostable) and
shall have minimum dimensions as shown in Table 208-1, based on the diameter of
the log shown on the plans. Netting shall be a woven cotton or cellulose base mesh
that has an approval to compost certification with a maximum mesh size of 0.075
inches and index values as shown in Table 208-2. The curled aspen wood excelsior
shall be fungus free, resin free, and free of growth or germination inhibiting
substances.
Natural compostable fiber netting shall not contain any synthetic material woven into the
netting such as polypropylene, nylon, polyethylene, or polyester dyes. Oxo-degradable or
oxo-biodegradable petrochemical -based fiber shall not be part of the netting material.
Burlap netting material shall not be used for Erosion Log (Type 3).
Erosion Log (Type 1, Type 2, and Type 3) shall have minimum dimensions as shown in
Table 208-1, based on the specified diameter of the log.
Wood stake acceptable tolerance +/- 1/8 inch.
Stakes to secure erosion logs shall consist of pinewood or hardwood.
Table 208-4 — Dimensions of Erosion Loas
Diameter
Type 1
and Type
3 (Inches)
Diameter
Type 2
(Inches)
Minimum
Length
(feet)
Maximum
Length
(feet)
Weight (min)
(pounds/foot)
Stake
Dimensions
(Inches)
9
8
10
180
1.6
3/4" thickness x 3/4"
width x 18 long
12
12
10
180
2.5
1.5" thickness x
1.25" "width x 24"
long
20
18
10
100
4.0
1.5" thickness x
1.25" width x 30"
long
Table 208-5 — Index Values for Natural Fiber Nettin
Property
Requirement
Test Method
Fabric Tensile Strength
>70 lbs.
ASTM D3822
Biodegradable
100%
ASTM D5988
Mesh Pattern
Rib
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(U)
Silt Dikes. Silt dikes shall be pre -manufactured flexible sediment barrier that will fully
rebound when driven over by heavy equipment. Material shall consist of outer geotextile
fabric covering closed cell urethane or polyethylene foam core. The geotextile fabric aprons
shall extend beyond the foam core a minimum of 8 inches on both sides.
Table 208-6 — Geotextile Requirements
Property
Requirement
Test Method
Water Flow Rate
100 - 150 gallons per minute/square foot
ASTM D4491
Grab Breaking Load
200 lbs. minimum in each direction
ASTM D4632
Ultraviolet Degradation
70% of original unexposed grab breaking load
after 500 hours
ASTM D4595
Each silt dike segment shall have the following dimensions:
• Dimension = Length
• Vertical height after installation >5 inches
• Geotextile sleeve section to interlock segments >8 inches
Silt dike segments shall be anchored down using the minimum requirements shown in
Table 208-7.
Table 208-7 — Silt Dike Segment Requirements
Surface
Nail
Washers
Soil Surface
Installed in 4 inch deep trench with 6 inch nails
no more than 4 feet O.C. (on center)
1 inch washers
Hard Surface
1 inch concrete nails no more than 4 feet O.C.
1 inch washers and
solvent -free adhesive
(k) Concrete Washout Structure. The Contractor shall construct a washout structure that will
contain washout from concrete and masonry placement, construction equipment cleaning
operations, and residue from cutting, coring, grinding, grooving, and hydro -concrete
demolition. Embankment required for the concrete washout structure may be excavated
material if this material meets the requirements of Section 203 for embankment. If the
bottom of the excavated structure is within 5 feet of anticipated high ground water elevation
or the soil does not have adequate buffering capacity to meet water quality standards, an
impermeable synthetic liner shall be installed with the minimum properties shown in Table
208-8.
Concrete washouts shall be emptied when the capacity of the structure is 2/3 full.
Table 208-8 — Impermeable Svnthetic Liner Reauirements
Tested Property
Test Method
Units
Value
Thickness
ASTM D5199
mil
>30 +/- 1.5
Tear Strength
ASTM D1004
lbs.
>8
Low Temperature Impact
ASTM D1790
°F
Pass at -20
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(I) Prefabricated Concrete Washout Structure. Prefabricated Concrete Washout Structures
shall be one of the following types unless otherwise shown on the plans:
1. Prefabricated Concrete Washout Structure (Type 1). Type 1 portable bins shall be
used only when specified in the Contract. It shall consist of a watertight multi -use
container designed to contain liquid concrete and masonry washout wastewater, solid
residual concrete waste from washout operations, and residue from saw cutting,
coring, grinding, grooving, and hydro -concrete demolition. Minimum capacity including
freeboard shall be 440 gallons.
2. Prefabricated Concrete Washout Structure (Type 2). Type 2 portable bins shall be
used only when specified in the Contract. It shall consist of a watertight one-time use
container designed to contain liquid concrete and masonry washout wastewater, solid
residual concrete waste from washout operations, and residue from saw cutting,
coring, grinding, grooving, and hydro -concrete demolition. The structure shall have a
system to secure to the ground. Minimum capacity including freeboard shall be 50
gallons. The use of plastic swimming pools shall not be allowed.
(m)
Vehicle Tracking Pad (VTP). Aggregate for the vehicle -tracking pad shall be crushed
natural aggregate with at least two fractured faces that meets the following gradation
requirements:
Recycled crushed concrete or asphalt shall not be used for vehicle tracking pads.
Erosion control geotextile underlying aggregate material shall be Class 2, conforming to
subsection 712.08.
Prefabricated or manufactured vehicle tracking pads may be used if specified in the
Contract or if a submittal is approved by the Engineer. Multi -use pads shall consist of
industrial grade materials and shall be designed to minimize sediment leaving the project.
Prefabricated or manufactured vehicle tracking pads shall be cleaned in accordance with
the manufacturer's recommendations or when the pad is filled up with 2.5 inches of
sediment above the base of the mat, whichever is more stringent.
Table 208-9 — Aaareaate Gradation for Vehicle Trackina Pad
Sieve Size
Percent by weight Passing Square Mesh Sieves
75 mm (3 inch)
100
50 mm (2 inch)
0-25
19.0 mm (3/4 inch)
0-15
Minimum dimensions of the modular systems shall be:
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Table 208-10 — Minimum Dimensions for Vehicle Tracking Pad
Width
12 feet
Length of pad
35 feet
Weight (min.) (Ibs./sq. ft.)
8
Crush strength (min.) (psi)
400
To accommodate construction traffic turning radii between the tracking pad and a stabilized
surface, additional flared sections of approved pads or aggregate in accordance with this
specification shall be used at no additional cost to Weld County.
If pads weigh less than 8 pounds per square foot, an anchoring system approved by the
manufacturer shall be used for pads placed on soil and hard surfaces.
A thin layer of stone, geotextile, or other stable surface may be required to stop rutting
under the pad or area where the vehicles mount or dismount the manufactured trackout
control device.
(n) Aggregate Bag. Aggregate bags shall consist of crushed stone or recycled rubber filled
fabric with the following properties:
Table 208-11 — Aggregate Bag Properties
Diameter (inches)
Weight (minimum) (pounds per foot)
6-8
6
10
10
12
15
Rubber used in bags shall be clean, 95 percent free of metal and particulates.
Crushed stone contained in the aggregate bags shall conform to Table 703-1 for Coarse
Aggregate No. 6. The aggregate bag shall consist of a woven geotextile fabric with the
following properties:
Table 208-12 — Geotextile Properties for Aggregate Ba
Property
Requirement
Test Method
Grab Tensile Strength
90 Ibs. min.
ASTM D4632
Trapezoid Tear Strength
25 Ibs. min.
ASTM D4533
Mullen Burst
300 psi
ASTM D3786
Ultraviolet Resistance
70%
ASTM D4355
(o) Storm Drain Inlet Protection. Storm drain inlet protection shall consist of aggregate filled
fabric with the following dimensions:
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Table 208-13 — Aaareaate Baa Dimensions for Storm Drain Inlet Protection
Storm Drain Inlet Protection Properties
'Type I
2Type II
3Type III
Diameter
4 in.
4 in.
N/A
Minimum Section Length
7 ft.
5 ft.
5 ft.
Apron Insert
___
30 in. or sized to
grate
30 in. or sized
to grate
Table Notes:
1 Type I protection shall be used with Inlet Type R.
2 Type II protection shall be used with Combination Inlet. Option A or B.
3 Type III protection shall be used with Vane Grate Inlet only. Option A or B.
Options A and B are shown on Standard Plan M-208-1.
The Storm Drain Inlet Protection (Type I, II, and III) shall consist of a woven geotextile fabric
with the following properties:
Table 208-14 — Woven Geotextile Fabric for Storm Drain Inlet Protection
Property
Test Method
Unit
Requirement
Grab tensile strength
ASTM D4632
lbs.
minimum 150x200
Mullen Burst Strength
ASTM D3786
lbs.
400
Trapezoid Tear Strength
ASTM D4533
lbs.
minimum 60x60
Percent Open Area
COE-22125-86
%
≥20
Water Flow Rate
ASTM D4491
gal./min./sq. ft.
≥100
Ultraviolet Resistance
ASTM D4355
%
≥70
Curb roll for Storm Drain Inlet Protection (Type I and II) shall have a weight >4 pounds per
linear foot of device. The device shall be capable of conforming to the shape of the curb.
Aggregate contained in the storm drain inlet device shall consist of gravel or crushed stone
conforming Table 703-1 for Coarse Aggregate No. 6.
Construction Requirements
208.03 Project Review, Schedule, and Erosion Control Management. Prior to construction,
an on -site Environmental Preconstruction conference shall be held. The conference shall be
attended by:
(1) The Engineer.
(2) The Superintendent.
(3) The Contractor's Stormwater Management Plan (SWMP) Administrator. The SWMP
Administrator is equivalent to the CDPS-SCP Qualified Stormwater Manager.
(4) Supervisors or foremen of subcontractors working on the project. All subcontractors not in
attendance at the Environment Pre -construction Conference shall be briefed on the project
by the Engineer, Superintendent, and the SWMP Administrator prior to start of work. The
SWMP Administrator shall record the names of these subcontractors as an addendum to
the list of attendees and add it to the SWMP.
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(5) (Deleted)
(6) Weld County design professional who prepared or reviewed the SWMP.
At this Conference, the attendees shall discuss the SWMP, CDPS-SCP, sensitive habitats on -
site, wetlands, other vegetation to be protected, and the enforcement mechanisms for not
meeting the requirements of this specification.
Per Part I.D.1 of the CDPS-SCP, the required inspection schedules are a minimum frequency
and do not affect the Contractor's responsibility to implement control measures in effective
operating condition as prescribed in the SWMP. Proper maintenance of the control measures
may require more frequent inspections. Site inspections shall start within 7 calendar days of the
start of construction activities onsite.
The person(s) inspecting the site may be on the Contractor's staff or a third party hired to conduct
stormwater inspections under the direction of the Contractor(s). The Contractor is responsible
for ensuring that the inspector meets the definition of a Qualified Stormwater Manager.
Per Part I.C.1.a through c of the CDPS-SCP, the SWMP shall be prepared in accordance with
good engineering, hydrologic, and pollution control practices. The provisions of the SWMP shall
be implemented as written and updated from the commencement of construction activity until
final stabilization is complete. The Colorado Department of Public Health and Environment
(CDPHE) may review the SWMP.
Prior to beginning construction, the Contractor shall evaluate the project site for stormwater
draining into or through the site. When such drainage is identified, control measures shall be
used, if possible, to divert stormwater from running on -site and becoming contaminated with
sediment or other pollutants. The diversion may be accomplished with a temporary pipe or other
conveyance to prevent water contamination or contact with pollutants. Run-on water that cannot
be diverted shall be treated as construction runoff and adequate control measures shall be
employed.
The SWMP Administrator shall evaluate all non-stormwater coming onto the site, such as
springs, seeps, and landscape irrigation return flow, and agricultural irrigation flows. If such flow
is identified, control measures shall be used to protect off -site water from becoming
contaminated with sediment or other pollutants. The control measures may include a diversion
or a temporary pipe or other conveyance to prevent water contamination or contact with
pollutants. Run-on water that cannot be diverted or piped shall be treated as construction runoff
and adequate control measures shall be employed.
The SWMP Administrator shall review existing inlets and culverts to determine if inlet protection
is needed due to water flow patterns. Before beginning construction, inlets and culverts needing
protection shall be protected and the location of the implemented control measure added to the
SWMP Site Map (Site Map).
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Prior to construction, the Contractor shall implement appropriate control measures for protection
of wetlands, sensitive habitat, and existing vegetation (vegetative buffers) from ground
disturbance and other pollutant sources, in accordance with the approved project schedule as
described in subsection 208.03(b). Upgradient control measures shall be installed immediately
adjacent to vegetative buffers.
When additional control measures are required and approved by the Engineer, the Contractor
shall implement the additional control measures and the SWMP Administrator shall record and
describe them on the Site Map. The approved control measures will be measured and paid for
in accordance with subsections 208.11 and 208.12.
(a) Project Review. The Contractor may submit modifications to the Contract's control
measures in a written proposal to the Engineer. The written proposal shall include the
following information:
1. Reasons for changing the control measures.
2. Diagrams showing details and locations of all proposed changes.
3. List of appropriate pay items indicating new and revised quantities.
4. Schedules for accomplishing all erosion and sediment control work.
5. Effects on permits or certifications caused by the proposed changes.
The Engineer will approve or reject the written proposal in writing within seven days after
receipt of the submittal. The Engineer may require additional control measures prior to
approving the proposed modifications.
(b) Erosion and Sediment Control Activities. The erosion and sediment control activities shall
be included in the weekly meeting update. The project schedule shall specifically indicate
the sequence of clearing and grubbing, earthwork operations, and construction of
temporary and permanent erosion control features and stabilization. Temporary control
measures shall be installed prior to commencing construction activities associated with
water quality. The project schedule shall include erosion and sediment control work for haul
roads, borrow pits, storage and asphalt or concrete batch sites, and all areas within the
LOC. If during construction the Contractor proposes changes which would affect the
Contract's control measures, the Contractor shall propose revised control measures to the
Engineer for approval in writing. If necessary, the SWMP Administrator shall update
proposed sequencing of major activities in the SWMP. Revisions shall not be implemented
until the proposed measures have been approved in writing by the Engineer.
(c) Erosion Control Management (ECM). Erosion Control Management for this project shall
consist of SWMP Administration and assessment of site conditions. All ECM staff shall
have working knowledge and experience in construction and shall have successfully
completed the Transportation Erosion Control Supervisory Certificate Training (TECS) as
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provided by CDOT. The Superintendent cannot serve in an ECM role. The Erosion Control
Inspector (ECI) and the SWMP Administrator may be the same person in projects with not
more than 40 acres of disturbed area. The ECI and the SWMP Administrator are equivalent
to the CDPS-SCP Qualified Stormwater Manager. The SWMP Administrator and the ECI
shall be dedicated 100 percent of the time to the project. The SWMP Administrator and the
ECI shall be capable of installing, maintaining, and repairing the control measures on the
project. If there is no ECI for the project, the SWMP Administrator shall be responsible for
performing the ECI's duties as outlined below.
ECM staff shall implement and maintain control measures in effective operating condition.
At any time, regardless of the inspection schedule, Weld County or the Contractor shall
identify control measures requiring corrective action. Identified noncompliance shall be
corrected immediately, but no later than 24 hours from the time of observation. Discharges
outside of the LOC or spills occurring within the project shall be addressed upon
observation. The Contractor shall ensure that the ECM staff for the project have the
resources to respond to any issues immediately. This includes pulling resources from other
portions of the project to address any issues.
1. SWMP Administration. The SWMP Administrator shall maintain the SWMP. Record
the name of the SWMP Administrator on the SWMP Section 3.B. The SWMP
Administrator shall have full responsibility to maintain and update the SWMP and
identify to the Superintendent critical action items needed to conform to the CDPS-
SCP as follows:
0 A.
Complete the SWMP as described in subsection 208.03(d). Initial and date
changes to the SWMP.
B. Participate in the Environmental Pre -construction Conference.
C. Attend weekly erosion and sediment control meetings.
II D. Attend all Department -led Monthly Audit Reports (MARs).
E. Coordinate with the Superintendent to implement necessary actions to reduce
anticipated or presently existing water quality or erosion problems resulting from
construction activities.
F. Coordinate with the Superintendent to ensure that all labor, material, and
equipment needed to install, maintain, and remove control measures are
available as needed.
G. During construction, update the SWMP Site Map to reflect current field conditions
and include, at a minimum, the following:
(1) Limits of Construction (LOC).
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(2) Areas of disturbance (AD), including areas of borrow and fill.
(3) Limits of Disturbance (LDA).
(4) Areas used for storage of construction materials, equipment, soils, and/or
wastes.
(5) Location of dedicated asphalt, concrete batch plants, and masonry mixing
machines.
(6) Location of construction offices and staging areas.
(7) Location of work access routes during construction.
0 (8) Location of waste storage areas, including areas for liquid, concrete,
masonry, and asphalt.
(9) Location of temporary, interim, and permanent stabilization.
(10) Location of outfalls.
(11) Flow arrows that depict stormwater flow directions on -site and runoff
direction.
(12) Location of structural and non-structural control measures.
(13) Location of springs, streams, wetlands, and other State waters, including
areas that require pre-existing vegetation be maintained within 50 horizontal
feet of a receiving water, unless infeasible.
(14) Location of stream crossings located within the LOC.
(15) A clear and legible map legend or control measure key with symbology that
applies uniformly across all Site Maps.
(16) Protected trees, shrubs, mature vegetation, and cultural resources.
(17) Locations of pumped stormwater including intake and discharge points.
(18) Locations of dewatering activities covered under the CDPS-SCP, low risk
guidance,
(19) Locations where alternative temporary stabilization schedules apply.
H. The SWMP shall reflect the field conditions and shall be amended to reflect the
date and identification of changes to control measures, including the following:
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(1) A change in design, construction, operation, or maintenance of the site
which would require the implementation of new or revised control measures;
or
(2) Changes when the SWMP proves to be ineffective in achieving the general
objectives of controlling pollutants in stormwater discharges associated with
construction activity.
(3)
Changes when control measures are no longer necessary and are
removed.
(4) Corrective actions that are taken onsite and result in a change to the
SWMP.
(5) The site or areas of the site qualifying for reduced frequency inspections.
For SWMP revisions made prior to or following a change(s) onsite, including
revisions to sections addressing site conditions and control measures, a notation
must be included in the SWMP that identifies the date of the site change, the
control measure removed, or modified, the location(s) of those control measures,
and any changes to the control measure(s). The Contractor's SWMP
Administrator shall ensure the site changes are reflected in the SWMP. The
Contractor is noncompliant with the CDPS-SCP until the SWMP revisions have
been made.
I. Complete vegetative survey transects when required in accordance with CDOT
Erosion Control and Stormwater Quality Guide.
J.
Start a new site map before the current one becomes illegible. All site maps shall
remain as part of the SWMP.
K. Document all inspection and maintenance activities. Keep the SWMP and
documentation on the project site.
L. Add a narrative when adding or revising control measures in the SWMP,
including drawings, dimensions, installation information, materials,
implementation processes, control measure -specific inspection expectations,
and maintenance requirements of the control measure. Non-standard details
must be approved by the Engineer prior to installation.
M. If using existing topography (landform), vegetation, etc. as a control measure,
label it as such on the Site Map; add a narrative as to when, where, why, and
how the control measure is being used.
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N. Indicate control measures in use or not in use by recording them on Standard
Plans M-208-1, M-216-1, and M-615-1 in the SWMP.
O. Record on the SWMP, the approved Method Statement for Containing Pollutant
Byproducts.
P. Update the potential pollutants list in the SWMP and Spill Response Plan
throughout construction.
Q. Do not use vegetative buffers as a sole control measure. Use them only as the
final stage of a treatment train.
R. Install, maintain, and repair control measures as required.
2. Erosion Control Inspector.
One ECI is required for every 40 acres of total disturbed area which is currently
receiving temporary and interim stabilization measures as defined in subsection
208.04(e). An ECI shall not be responsible for more than 40 acres in the project.
Accepted permanent stabilization methods as defined in subsection 208.04(e) will not
be included in the 40 acres.
Coordinate with the SWMP Administrator on reporting the results of inspections and
how to install and inspect the control measure.
The ECI duties include the following inspection duties:
A. Form 1176 Inspections.
The ECI shall conduct Form 1176 Inspections every seven days at a minimum.
Form 1176 Inspections shall be conducted before commencing construction
activities associated with water quality. Inspection types include:
(1) Routine Form 1176 Inspection. Conduct with the Superintendent and the
Engineer, or their designated representatives, all areas noted in subsection
208.03(c)(2)(B).
When a MAR is conducted that meets all requirements of subsection
208.03(c)(2)(B), it may be counted as a Routine Form 1176 Inspection. If
any portion of the requirements listed in subsection 208.03((c)(2)(B) are not
met by the MAR, a Routine Form 1176 Inspection shall be conducted to
address the remaining requirements. The ECI shall document in the
Corrective Action Log of the Form 1176 that a MAR occurred.
(2) Winter Conditions. Routine Form 1176 Inspections are not required at sites
when all of the following conditions are met:
309
ii
i. Construction activities associated with water quality are temporarily
halted,
ii. Snow cover exists over the entire site for an extended period (i.e.,
high -elevation winter season),
iii. Melting conditions posing a risk of surface erosion do not exist.
The winter conditions exception is applicable only during the period
where melting conditions do not exist and applies to the Form 1176
Inspections. When this inspection exclusion is implemented, the
following information must be documented on Form 1176: dates
when snow cover existed, date when construction activities ceased,
and date melting conditions began.
(3)
Conduct post -storm event inspections within 24 hours after the end of any
precipitation or snowmelt event that may cause surface erosion. If no
construction activities will occur following a storm event, post -storm event
inspections shall be conducted prior to commencing construction activities,
but no later than 72 hours following the storm event. Document delay in
inspections in the inspection report. Form 1176 (Stormwater Field
Inspection Report — Active Construction) shall be used for all inspections
following storm events. The Contractor shall notify the ECI when a storm
event occurs.
(4) Per Part I.D.2.c of the CDPS-SCP, when site conditions make the above
inspection frequencies impractical, the Contractor may submit an
alternative inspection schedule to the Engineer for approval. The alternative
inspection schedule shall not be implemented before the Engineer's written
approval and incorporation into the SWMP. The reason for an alternative
inspection schedule shall be provided on the SWMP Inspection Report and
shall be documented on the SWMP calendar.
(5)
Per Part I.D.4 of the CDPS-SCP, site inspections may be performed at a
reduced frequency when one or more of the following conditions exist:
a. Post -storm inspections at temporarily idle sites — If no construction
activities will occur following a storm event, post -storm inspections
shall be conducted before re -commencing construction activities, and
no later than 72 hours following the storm event. The inspection delay
shall be documented in the inspection record. Routine inspections
shall still be conducted at least every 14 days.
b. Inspections at Completed Sites/Areas — When the site or portions of a
site are awaiting establishment of a vegetative ground cover and final
stabilization, a thorough inspection of the stormwater management
system shall be conducted at least once every 30 days. Post -storm
inspections are not required under this schedule. This reduced
inspection schedule is allowed if all of the following criteria are met:
i. all construction activities resulting in ground disturbance are
complete,
ii. all activities required for final stabilization have been completed
with the exception of seeding that has not occurred due to
seasonal constraints, or the necessity for additional seed
application to augment previous efforts, and
iii. the SWMP has been amended to locate those areas to be
inspected in accordance with the reduced schedule.
Form 1176 Inspection Points
(1) Form 1176 Inspections and post -storm inspections shall include
inspection of the following areas for evidence of, or the potential for,
pollutants leaving the LOC, entering the stormwater drainage system, or
discharging to state waters:
i. Construction site perimeter.
ii. All disturbed areas, including areas that are temporarily stabilized.
iii. Designated haul routes.
iv. Material and waste storage areas exposed to precipitation.
v. Locations where stormwater has the potential to discharge offsite.
vi. Locations where vehicles exit the site.
vii. Locations of pumped stormwater, including all intake and discharge
points.
viii. Staging Areas.
II (2) While inspecting, evaluate and document on the Form 1176:
i. Visually verify whether all implemented control measures are in
effective operational condition and are working as designed in their
specifications to minimize pollutant discharges.
ii. Determine if there are new potential sources of pollutants.
iii. Assess the adequacy of control measures at the site to identify areas
requiring new or modified control measures to minimize pollutant
discharges.
iv. Identify all areas of non-compliance with the CDPS-SCP
requirements and, if necessary, implement corrective action per the
CDPS-SCP.
v. When pumped stormwater discharges offsite, assess the adequacy
of control measures for pumped stormwater (for example, sediment
plume, suspended solids, unusual color, decreased clarity, presence
of odor or foam, or other evidence of pollutants).
vi. The written report shall also be provided to the Engineer and a copy
shall be placed in the SWMP notebook.
C. Inspection Documentation
Form 1176 (Stormwater Field Inspection Report — Active Construction) shall be
used for all Form 1176 Inspections. The ECI shall fill out the Form 1176 in full.
During inspection, the ECI shall note any findings on the Form 1176's Corrective
Action Log. The Corrective Action Log shall note in the appropriate column:
findings, location, control measure being assessed, finding type (additional,
repair, or remove), and a description of the corrective action needed. When
additional line items for multiple findings are needed, print out additional
Correction Actions Logs from the Form 1176.
Any finding not completed from the previous Form 1176 Inspection shall be noted
on the current Form 1176 as a current action item.
Compliance Certification on Form 1176 shall be signed when all corrective
actions are noted as corrected or if no findings are noted on the Form 1176
Inspection.
D. Corrective Actions and Interim Responses
When addressing findings noted in section 208.03(c)(2)(C), note all corrective
actions on the Form 1176 Corrective Action Log.
(1) Corrective Action Response Time. All findings noted on Form 1176 shall be
corrected immediately, but no later than 24 hours from the time of observation.
Findings associated with discharges outside of the LOC or spills occurring within
the project shall be addressed immediately upon observation. The ECI shall
312
document the completion date of each corrective action on the Form 1176
Corrective Action Log.
(2) When a finding cannot be completed immediately within the Corrective Action
Response Time of 24 hours, an Interim Action Response Plan shall be submitted
to the Engineer for each finding under consideration. The Interim Action
Response Plan shall include:
i. Individual finding that is being requested for Interim Action Response
ii. Reason why each finding cannot be corrected within the Corrective Action
Response Time.
iii. Additional control measures to be implemented until each finding is
corrected and accepted.
iv. Milestones to measure progress toward completion and projected
corrective completion dates for each finding.
The Department will discuss the Interim Action Response Plan request and may
meet with the Superintendent to recommend modifications to the plan. The
Engineer will initial and date each line item on the Form 1176's Corrective Action
Log when the plan is accepted.
Preparation of Interim Action Response Plan documentation and additional
materials, including additional control measures, required to complete the plan
shall be at the Contractor's expense. The Corrective Action Response Time in
208.03(c)(2)(D)(1) must be met unless the Interim Action Response Plan is
approved.
E. Noncompliance Reporting. The Contractor shall immediately report the following
circumstances to the Project Engineer. The Contractor shall notify CDPHE-
WQCD immediately, but no later than 24 hours from the time of observation. The
Contractor shall be responsible for all follow-up correspondence, requirements,
and timelines noted within the CDPS-SCP. Reportable circumstances include:
(1) Noncompliance that may endanger health or the environment, regardless
of the cause of the incident.
(2) Unanticipated bypass that exceeds any effluent limitations per the CDPS-
SCP.
(3) Upset conditions that causes an exceedance of any effluent limitation per
the CDPS-SCP.
313
(4) Daily maximum violations for any of the pollutants limited by the CDPS-
SCP. This includes any toxic pollutant or hazardous substance, or any
pollutant specifically identified as the method to control any toxic pollutant
or hazardous substance.
F. Upon observation, spills, leaks, or overflows must immediately be contained
and disposed of properly. Document spills, leaks, or overflows that result in the
discharge of pollutants. The ECI shall record the time and date, weather
conditions, reasons for spill, and how it was remediated.
G. Form 1388 Inspections.
Review the construction site on all days during which work activities are
occurring and all days following a storm event for compliance with the CDPS-
SCP. The ECI shall complete a Form 1388 daily identifying any maintenance
items that are found. The completed Form 1388 shall be signed by the ECI or
SWMP Administrator and placed in the SWMP Notebook.
If maintenance is needed for the control measures, the SWMP Administrator,
Superintendent, and Project Engineer shall be notified. Any identified
maintenance shall be immediately performed by the Contractor. The ECI shall
be capable of installing, maintaining, and repairing the various control
measures on the project.
(d) Documentation Available on the Project. The following Contract documents and references
will be made available for reference at the Weld County field office or at another on -site
location approved by the Engineer during construction:
1. SWMP. The Engineer will provide an approved SWMP design at the Pre -construction
Conference, which is and shall remain the property of Weld County. The SWMP shall
be available up request to the CDPHE-WQCD, or EPA. Before construction, Weld
County will provide the documentation for items (A) through (D), and (R) as listed
below, when available. The Contractor shall provide the contents required for items
(E) through (Q) as well as items (A) through (D) and (R) when they were unavailable
to Weld County. The SWMP shall be stored in the Weld County field office or at
another on -site location approved by the CDPHE-WQCD. The SWMP Administrator
shall modify and update the SWMP as needed to reflect actual site conditions within
2 calendar days of the change.
Per Part I.C.4 of the CDPS-SCP, a copy of the SWMP must be provided upon request
to the CDPHE, EPA, and any local agency with authority for approving sediment and
erosion plans, grading plans, or stormwater management plans. If the SWMP is
required to be submitted to any of these entities, the submission shall include a signed
certification certifying that the SWMP is complete and compliant with all terms and
conditions of the permit. The certification shall state:
314
"I certify under penalty of law that this document and all attachments were
prepared under my direction or supervision in accordance with a system
designed to assure that qualified personnel properly gather and evaluate
the information submitted. Based on my inquire of the person or persons
who manage the system, or those persons directly responsible for gathering
the information, the information submitted, to the best of my knowledge and
belief, true, accurate, and complete. I am aware that there are significant
penalties for submitting false information, including the possibility of fine and
imprisonment for knowing violations."
The SWMP required under the CDPS-SCP are considered reports that must be
available to the public under Section 308(b) of the CWA and Section 61.5(4) of the
CDPS regulations. The Permittee shall make plans available to members of the public
upon request. However, the Contractor may claim any portion of the SWMP as
confidential in accordance with 40 CFR Part 2.
The following Contract documents and reports shall be kept, maintained, and updated
in the SWMP under the appropriate items by the SWMP Administrator:
(Tab 1) SWMP Plan Sheets — Notes, tabulation, site description. The SWMP site
description shall include, at a minimum, the following:
(1) The nature of the construction activity at the site, including if it is a public
emergency related site.
(2) The proposed schedule for the sequence for major construction activities
and the planned implementation of control measures for each phase.
(clearing, grading, utilities, vertical, etc.)
(3)
Estimates of the total acreage of the site, and the acreage expected to be
disturbed by clearing, excavation, grading, or any other construction
activities including areas of borrow and fill.
(4) A description of the erodibility of identified soil types and a summary of any
existing data used in the development of the construction site plans or
SWMP that describe the soil or existing potential for soil erosion.
(5)
A description of the percent of existing vegetative ground cover relative to
the entire site and the method for determining the percentage, in
accordance with CDOT Erosion Control and Stormwater Quality Guide. If a
percent cover is not appropriate for the site location (i.e., arid), describe the
technique and justification for the identified cover of vegetation.
(6) A description of any allowable non-stormwater discharges at the site,
including those being discharged under a division low risk discharge
guidance policy, and the applicable control measures installed.
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(7)
A description of areas receiving discharge from the site. Including a
description of the immediate source receiving the discharge. If the
stormwater discharge is to a municipal separate storm sewer system, the
name of the entity owning the system, the location of the storm sewer
discharge, and the ultimate receiving water(s).
(8) A description of all stream crossings located within the construction site
boundary.
(9) A description of the alternative temporary stabilization schedule, if
applicable.
(10) A description of the alternative diversion criteria as approved by CDPHE-
WQCD, if applicable.
B. (Tab 2) SWMP Site Maps and Project Plan Title Sheet.
C. (Tab 3) Specifications — Standard and project special provisions related to
stormwater and erosion control.
D. (Tab 4) Standard Plans M-208-1 and M-216-1.
E. (Tab 5) Control Measure Details not in Standard Plan M-208-1 or M-216-1 — Non-
standard details.
F. (Tab 6) Weekly meeting sign -in sheet and weekly meeting notes.
G. (Tab 7) Calendar of Inspections — Calendar of inspections marking when all Form
1176 and MARs inspections take place.
H. (Tab 8) Contractor Stormwater Field Inspection Reports (Forms 1176, 1177, and
1388).
I. (Tab 9) All Monthly Audit Reports (MAR) and Form 105(s) relating to Water
Quality.
J. (Tab 10) Description of Inspection and Maintenance Methods — Description of
inspection and maintenance methods implemented at the site to maintain all
control measures identified in the SWMP and items not addressed in the design.
K. (Tab 11) Spill Prevention and Response Plan — Per Part I.C.2.a.ii of the CDPS-
SCP, the plan may incorporate by reference any part of a Spill Prevention Control
and Countermeasure (SPCC) plan under Section 311 of the Clean Water Act
(CWA) or Spill Prevention Plan required by a separate CDPS Permit. Reports of
reportable spills submitted to CDPHE-WQCD.
316
L. (Tab 12) List and Evaluation of Potential Pollutants — List of potential pollutants
as described in subsection 107.25 and approved Method Statement for
Containing Pollutant Byproducts.
Per Part I.C.2.a.iv of the CDPS-SCP, the SWMP shall describe the handling
procedures of all control measures implemented at the site to minimize impacts
from handling significant materials that could contribute pollutants to runoff.
These handling procedures may include control measures for pollutants and
activities such as, exposed storage of building materials, paints and solvents,
landscape materials, fertilizers or chemicals, sanitary waste material, trash and
equipment maintenance or fueling procedures.
M. (Tab 13) Other Correspondence including agreements with other MS4s,
approved deferral request, CDPHE-WQCD audit documentation, Water Quality
Permit Transfer to Maintenance Punch List, and other miscellaneous
documentation such as documented use agreements for areas outside of the
permitted area.
N. (Tab 14) TECS Certifications of the SWMP Administrator and all ECIs, kept
current through the life of the Project.
O. (Tab 15) Environmental Pre -construction Conference — Conference agenda with
a certification of understanding of the terms and conditions of the CDPS-SCP
and SWMP. All attendees shall sign the certification. A certification shall also be
signed by all attendees of meetings held for new subcontractors beginning work
on the project that could adversely affect water quality after the Environmental
Pre -construction Conference has been held.
P. (Tab 16) Project Environmental Permits — All project environmental permits and
associated applications and certifications, including: CDPS-SCP, USACE 404,
temporary stream crossings, dewatering, biological opinions, emergency
projects, low risk discharge guidance, and all other permits applicable to the
project, including any separate CDPS-SCP obtained by the Contractor for
staging areas on private property, asphalt plants, or concrete batch plants.
Q. (Tab 17) Photographs Documenting Existing Vegetation — Project photographs
shall include the following information with the record: project number, project
code, name of the person who took the picture, date, and time the picture was
taken, and location and approximate station number or mile marker. The
Contractor shall submit photographs documenting existing vegetation, prior to
construction commencing, on paper with a maximum of four colored images per
side of 8 1/2 inch by 11 -inch sheet or a digital copy on CD-ROM/Flash Drive (JPG
format) as directed by the Engineer.
317
R. (Tab 18) Permanent Water Quality Plan Sheets — Plan sheets and specifications
for permanent water quality structures and riprap.
The Engineer will incorporate the documents and reports available at the time of
award. The Contractor shall provide and insert all other documents and reports as
they become available during construction. The SWMP Administrator shall finalize the
SWMP for Weld County use upon completion of the project. The Engineer shall
approve SWMP completeness. Corrections to the SWMP shall be made at the
Contractor's expense.
Per Part I.C.2.ix of the CDPS-SCP, the SWMP shall also:
II
(i)
Document the constraints necessitating an alternative temporary stabilization
schedule, provide the alternative stabilization schedule, and identify all locations
where the alternative schedule is applicable on the site map.
(ii) Describe and locate the methods used to achieve final stabilization of all
disturbed areas at the site.
(iii) Describe the measures used to establish final stabilization through vegetative
cover or alternative stabilization method, and describe and locate any temporary
controls measures in place during the process of final stabilization.
(iv) Describe and locate any planned permanent control measures to control
pollutants in stormwater discharges that will occur after construction operations
are completed, including but not limited to, detention/retention ponds, rain
gardens, stormwater vaults, etc.
Once the project is deemed complete, a final SWMP walkthrough shall be scheduled
with the Engineer. Once the walkthrough has been completed and all erosion control
requirements for permanent stabilization have been accepted by Weld County, the
Contractor shall transfer the CDPS-SCP to Weld County. The SWMP notebook has
to be up to date with all signatures and shall be complete prior to transferring the
CDPS-SCP to Weld County. The Contractor is responsible for maintenance and
weekly inspections until the CDPS-SCP is transferred to Weld County. Project Final
Acceptance shall not be issued until the CDPS-SCP is transferred to Weld County.
II 2. Reference Materials. The following Reference materials shall be used:
(1) CDOT Erosion Control and Stormwater Quality Guide.
(2) CDOT Erosion Control and Stormwater Quality Field Guide.
(e) Weekly Meetings: The Engineer, the Superintendent, and the SWMP Administrator shall
conduct a weekly meeting with supervisors involved in construction activities that could
adversely affect water quality. The meeting shall follow an agenda prepared by the
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Contractor, or a designated representative, and have a sign in sheet on which the names
of all attendees shall be recorded. The SWMP Administrator shall take notes of water
quality comments and action items at each weekly meeting and place the agenda and sign
in sheet in the SWMP. At this meeting the following shall be discussed and recorded in tab
6 of the SWMP:
(1) Maintenance, regular, recalcitrant, chronic, and severe inspection findings.
(2) Unresolved issues from previous Form 1176 inspections and/or MARs.
(3) Requirements of the SWMP.
(4) Problems that may have arisen in implementing the site specific SWMP or maintaining
control measures.
(5) Control measures that are to be installed, removed, modified, or maintained, and
associated SWMP modifications.
(6) Planned activities that will affect stormwater in order to proactively phase control
measures.
All subcontractors not in attendance at the Environmental Pre -construction Conference
shall be briefed on the project by the Engineer, Superintendent, and the SWMP
Administrator before start of work. The SWMP Administrator shall record the names of
these subcontractors as an addendum to the list of attendees and add it to the SWMP.
208.04 Control Measures for Stormwater. The SWMP Administrator shall modify the SWMP
to clearly describe and locate all control measures implemented at the site to control potential
sediment discharges.
Vehicle tracking pads shall be used at all vehicle and equipment exit points from the site to
prevent sediment exiting the LOC of the project site. Access shall be provided only at locations
approved by the Engineer. The SWMP Administrator shall record vehicle tracking pad locations
on the Site Map.
New inlets and culverts shall be protected during their construction. Appropriate protection of
each culvert and inlet shall be installed immediately. When riprap is called for at the outlet of a
culvert, it shall be installed within 24 hours of completion of each pipe. The Contractor shall
remove sediment, millings, debris, and other pollutants from within the newly constructed
drainage system in accordance with the CDPS-SCP, prior to use, at the Contractor's expense.
All removed sediment shall be disposed of outside the LOC in accordance with all applicable
regulations.
Concrete or masonry products wasted on the ground during construction including, but not
limited to, excess concrete removed from forms, spills, slop, and all other unused concrete are
potential pollutants that shall be removed from the site or contained at a preapproved
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containment area that has been identified in the SWMP. The concrete shall be picked up and
recycled in accordance with 6 CCR 1007-2 (CDPHE Regulations Pertaining to Solid Waste Sites
and Facilities) at regular intervals, as needed, or as directed by the Engineer. The uses of
recycled concrete from permitted recycling facilities shall be in accordance with Section 203.
(a) Unforeseen Conditions. The Contractor shall design and implement erosion and sediment
control measures for correcting conditions unforeseen during the design of the project, or
for emergency situations, that develop during construction. The CDOT Erosion Control and
Stormwater Quality Guide shall be used as a reference document for the purpose of
designing erosion and sediment control measures. Measures and methods proposed by
the Contractor shall be reviewed and approved in writing by the Engineer prior to
installation.
(b) Other Agencies. If CDPHE-WQCD, US Army Corps of Engineers (USACE), the
Environmental Protection Agency (EPA), or a Local Agency reviews the project site and
requires additional measures to prevent and control erosion, sediment, or pollutants, the
Contractor shall cease and desist activities resulting in pollutant discharge and immediately
implement these measures. If the work may negatively affect another MS4, the Contractor
shall cease and desist activities resulting in the discharge and shall implement appropriate
measures to protect the neighboring MS4, including installing additional measures.
Implementation of these additional measures will be paid for at contract unit prices.
(c) Work Outside the Right of Way. Disturbed areas, including staging areas, which are outside
Weld County ROW and outside easements acquired by Weld County for construction, are
the responsibility of the Contractor. These areas shall be subject to a separate CDPS-SCP
and all other necessary permits, as they are considered a common plan of development if
within a '/4 mile of the construction site. The Contractor shall acquire these permits and
submit copies to the Engineer before any disturbance. These permits shall be acquired,
and all erosion and sediment control work performed at the Contractor's expense. These
areas are subject to audits by Weld County or any other agency. A documented use
agreement between the permittee and the owner or operator of any control measures
located outside of the LOC that are utilized by the permittee's construction site for
compliance with the CDPS-SCP, but not under the direct control of the permittee shall be
placed in the project's SWMP.
(d) Construction Implementation. The Contractor shall incorporate control measures into the
project as outlined in the accepted schedule.
(e) Stabilization. Once earthwork has started, the Contractor shall maintain erosion control
measures until permanent stabilization of the area has been completed and accepted.
Failure to properly maintain erosion control and stabilization methods, either through
improper phasing or sequencing will require the Contractor to repair or replace sections of
earthwork at the Contractor's expense. The Contractor shall schedule and implement the
following stabilization measures during the course of the project:
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1. Daily Stabilization. At the end of each working day, the Contractor shall stabilize
disturbed areas by surface roughening, vertical tracking, or a combination thereof.
Disturbed areas are locations where actions have been taken to alter the existing
vegetation or underlying soil of a site, such as clearing, grading, roadbed preparation,
soil compaction, and movement and stockpiling of sediment and materials.
Designated topsoil distributed on the surface or in stockpiles shall not receive daily
stabilization. Other stabilization measures may be implemented, as approved. The
maximum area of daily stabilization (excluding areas of designated topsoil) shall not
exceed 20 acres.
2. Temporary Stabilization. Temporary stabilization shall be implemented for earth
disturbing activities on any portion of the site where construction activities associated
with water quality have permanently or temporarily ceased for more than 14 calendar
days. These areas shall be stabilized using one or more of the following methods:
A. Application of 1.5 tons per acre of mechanically crimped certified weed free hay
or straw in combination with an approved organic mulch tackifier.
B. Placement of bonded fiber matrix per Section 213.
C. Placement of mulching (hydraulic) wood cellulose fiber mulch with tackifier, per
Section 213.
D. Application of spray -on mulch blanket per Section 213. Magnesium Chloride,
Potassium Chloride, and Sodium Chloride or other salt products shall not be used
as a stabilization method.
E. Topsoil stockpiles shall receive temporary stabilization unless specified per
Section 207 as a different material than the other disturbed areas on -site.
II
3. Summer and Winter Stabilization. Summer and winter stabilization is defined as
stabilization during months when seeding is not permitted. As soon as the Contractor
knows shutdown is to occur, temporary stabilization shall be applied to the disturbed
area. Protection of the temporary stabilization method is required. Reapplication of
temporary stabilization may be required as directed.
4. Permanent Stabilization. Permanent stabilization is defined as the covering of
disturbed areas with topsoil, seeding, mulching with tackifier, soil retention coverings,
and such non -erodible methods as permanent asphalt or concrete pavement, riprap,
road shouldering, etc., or a combination as required by the Contract. Other permanent
stabilization techniques may be proposed by the Contractor, in writing, and shall be
used if approved in writing by the Engineer. Permanent stabilization requirements
shown on the plans shall be completed within four working days of the placement of
the topsoil per Section 207.
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5. Final Stabilization. Final stabilization is achieved when all ground -disturbing activities
at the site have been completed, permanent stabilization methods are complete,
temporary control measures are removed, and uniform perennial vegetative cover has
been established with an individual plant density of at least 70 percent of pre -
disturbance levels, or equivalent permanent physical erosion reduction methods have
been employed. The vegetation coverage must be, at a minimum, equal to 70 percent
of what would have been provided by native vegetation in a local, undisturbed area or
adequate reference site.
Once the CDPS-SCP is transferred, Weld County will be responsible for ensuring all
temporary control measures are removed from the construction site once final stabilization
is achieved, except when the control measure specifications allow the control measure to
be left in place (i.e., bio-degradable control measures).
Maintenance. Per Part 1.B.1.a.iii.3.b of the CDPS-SCP, the Contractor must ensure that all
control measures remain in effective operating condition and are protected from activities
that would reduce their effectiveness. Control measures must be maintained in accordance
with good engineering, hydrologic and pollution control practices.
Erosion and sediment control practices and other protective measures identified in the
SWMP as control measures for stormwater pollution prevention shall be maintained in
effective operating condition until the CDPS-SCP has been transferred to Weld County.
Control measures shall be continuously maintained in accordance with good engineering,
hydrologic, and pollution control practices, including removal of collected sediment when
silt depth is more than the effective height of the erosion control device shown in Section
208.05. When possible, the Contractor shall use equipment with an operator rather than
labor alone to remove the sediment.
Maintenance of erosion and sediment control devices shall include replacement of such
devices upon the end of their useful service life as recommended by the Contractor and
approved by the Engineer. Maintenance of rock check dams and vehicle tracking pads shall
be limited to removal and disposal of sediment or addition of aggregate. Damages resulting
from failure to maintain control measures shall be repaired at the Contactor's expense.
Complete site assessment shall be performed as part of comprehensive inspection and
maintenance procedures to assess the adequacy of control measures at the site and the
necessity of changes to those control measures to ensure continued effective performance.
Where site assessment results in the determination that new or replacement control
measures are necessary, the control measures shall be installed to ensure continuous
effectiveness. When identified, control measures shall be maintained, added, modified, or
replaced immediately per 208.03(a)(2)(D).
Approved new or replaced control measures will be measured and paid for in accordance
with subsections 208.11 and 208.12. Devices damaged due to the Contractor's negligence
shall be replaced at the Contractor's expense.
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From the time seeding and mulching work begins until project acceptance the Contractor
shall maintain all seeded areas. Damage to seeded areas or to mulch materials shall be
immediately restored. Damage to seeded areas or to mulch materials due to Contractor
negligence shall be immediately restored at the Contractor's expense. Restoration of other
damaged areas will be measured and paid for under the appropriate bid item.
Temporary control measures may be removed upon completion of the project, as
determined by the Water Quality Partial Acceptance walk-through. If removed, the area in
which these control measures were constructed shall be returned to a condition similar to
that which existed prior to its disturbance. Removed control measures shall become the
property of the Contractor.
If the Contractor fails to complete construction within the approved contract time, the
Contractor shall continue erosion and sediment control operations at its expense until
acceptance of the work.
Sediment removed during maintenance of control measures and material from street
sweeping may be used in or on embankment, provided it meets the requirements of Section
203 and is distributed evenly across the embankment.
Whenever sediment collects on the paved surface, the surface shall be cleaned. Street
washing will not be allowed. Storm drain inlet protection shall be in place prior to shoveling,
sweeping, or vacuuming. Sweeping shall be completed with a pickup broom or equipment
capable of collecting sediment. Sweeping with a kick broom will not be allowed.
Material from pavement saw cutting operations shall be cleaned from the roadway surface
during operations using a vacuum. A control measure, such as a berm, shall be placed to
contain slurry from joint flushing operations until the residue can be removed from the soil
surface. Aggregate bags, erosion logs or other permeable control measures shall not be
used. Residue shall not flow into driving lanes. It shall be removed and disposed of in
accordance with subsection 107.25(b). Material containment and removal will not be paid
for separately but shall be included in the work.
208.05 Construction of Control Measures. Control measures shall be constructed in
accordance with Standard Plans M- 208-1 and M-216-1, and with the following:
(a) Seeding, Mulching, Sodding, Soil Retention Blanket. Seeding, mulching, sodding, and
soil retention blanket installation shall be performed in accordance with Sections 212,
213, and 216.
(b) Erosion Bales. The bales shall be anchored securely to the ground with wood stakes. The
Contractor shall remove all sediment and debris from the bale when 1/4 of the bale height
(as measured on the upstream side of the bale at the center of the bale) has been filled
with sediment or as directed by the Engineer.
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(c) Silt Fence. Silt fence shall be installed in locations specified in the Contract. The
Contractor shall remove all accumulated sediment and debris from behind the silt fence
when the sediment has accumulated to a maximum of 6 inches behind the silt fence or
as directed by the Engineer.
(d) Temporary Berms. Berms shall be constructed to the dimensions shown in the Contract,
and sufficiently compacted to prevent erosion or failure. The Contractor shall remove all
accumulated sediment and debris from behind the temporary berms when the sediment
has accumulated to a maximum of 6 inches behind the berm or as directed by the
Engineer.
(e) Temporary Diversion. Diversions shall be constructed to the dimensions shown in the
Contract and graded to drain to a designated outlet. The berm shall be sufficiently
compacted to prevent erosion or failure. The construction of temporary diversions shall
comply with CDPHE's Guidance for Diversion of State Waters and shall be lined or piped
through or around the project site to avoid contact with construction activities. If the
diversion erodes or fails, it shall be repaired or replaced upon observation at the
Contractor's expense.
(f)
(g)
Temporary Slope Drains. Temporary slope drains shall be installed prior to installation of
permanent facilities or growth of adequate ground cover on the slopes. Temporary slope
drains shall be securely anchored to the slope. The inlets and outlets of temporary slope
drains shall be protected to prevent erosion.
Silt Berm. Before installation of silt berms, the Contractor shall prepare the surface of the
areas where the berms are to be installed such that are they free of materials greater than
2 inches in diameter and are suitably smooth for the installation of the silt berms, as
approved. Silt berms shall be secured with spikes. The Contractor shall install the silt berm
in a manner that will prevent water from going around or under the silt berm. Silt berms
shall be installed on top of soil retention blanket or turf reinforcement blanket.
(h) Rock Check Dam. Rock shall be installed at locations shown on the plans. Rock check
dams shall conform to the dimensions shown on the plans. The Contractor shall remove all
sediment and debris from the rock check dam when 1/3 of the original dam height (as
measured at the upstream side center) has been filled with sediment or as directed by the
Engineer. If the rock check dam fails, it shall be immediately repaired or replaced at the
Contractor's expense.
(i)
(J )
Riprap Outlet Protection. Geotextile used shall be protected from cutting or tearing.
Overlaps between two pieces of geotextile shall be 1 -foot minimum. Riprap size shall be
as shown on the plans.
Storm Drain Inlet Protection. Prior to installation, the Contractor shall sweep the surface of
the area in which the storm drain inlet protection devices are to be installed such that the
pavement is free of sediment and debris. The ends of the inlet protection Type 1 and Type
2 shall extend a minimum of 1 foot past each end of the inlet.
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The Contractor shall remove all accumulated sediment and debris from the surface
surrounding all storm drain inlet protection devices after each rain event or as directed. The
Contractor shall remove accumulated sediment from each Type II and III containment area
when it is more than one third full of sediment, or as directed.
The Contractor shall protect storm drain facilities adjacent to locations where pavement
cutting operations involving wheel cutting, saw cutting, sand blasting, or abrasive water jet
blasting are to take place.
(k) Sediment Trap. Sediment traps shall be installed to collect sediment -laden water and to
minimize the potential of pollutants leaving the project site. Locations shall be as shown on
the plans or as directed.
Sediment traps shall be constructed prior to disturbance of upslope areas and shall be
placed in locations where runoff from disturbed areas can be diverted into the trap.
The area under the embankment shall be cleared, grubbed, and stripped of any vegetation
and roots.
Fill material for the embankment shall be free of roots or other vegetation, organic material,
large stones, and other objectionable material.
Sediment shall be removed from the trap when it has accumulated to one half of the wet
storage depth of the trap and shall be disposed of in accordance with subsection 208.04(f).
(I) Erosion Logs. Erosion logs, also known as sediment control logs, shall be embedded 2
inches into the soil. Stakes shall be embedded so that the top of the stake does not extend
past the top erosion log more than 2 inches, at the discretion of the Engineer, a shallower
stake depth may be permitted if adverse site conditions are encountered, e.g., rock, or
frozen ground.
The Contractor shall maintain the erosion logs during construction to prevent sediment from
passing over or under the logs. The Contractor shall remove all accumulated sediment and
debris when the sediment accumulation reaches 1/2 the height of the log.
(m)
Silt Dikes. Prior to installation of silt dikes, the Contractor shall prepare the surface of the
areas in which the silt dikes are to be installed such that they are free of materials greater
than 2 inches in diameter and are suitably smooth for the installation of the silt dikes, as
approved by the Engineer.
(n) Concrete Washout Structure. The concrete washout structure shall meet or exceed the
dimensions shown on the plans. Work on this structure shall not begin until the Engineer
provides written acceptance of location.
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Implement control measures designed for concrete washout waste. An impermeable
synthetic liner shall be installed with the minimum properties shown in Table 208-2 or use
a prefabricated washout.
Meet the following requirements:
II 1.
The structure shall contain all concrete and masonry washout water.
2. Stormwater shall not carry wastes from washout and disposal locations.
The structure shall be located a minimum of 50 horizontal feet away from State waters
and shall meet all requirements for containment and disposal as defined in subsection
107.25.
4. The structure shall be signed as "Concrete Washout".
5. The structure shall be accessible to appropriate vehicles.
6. Freeboard capacity shall be included in the structure design to reasonably ensure the
structure will not overtop during or because of a precipitation event.
7. The Contractor shall prevent tracking of washout material out of the washout structure.
8. Do not add soaps, solvents, detergents, flocculants, and acid to wash water.
9. Surround the structure on three sides by a compacted berm.
10. The structure shall be fenced with orange plastic construction fencing to provide a
barrier to construction equipment and to aid in identification of the concrete washout
area. The construction fencing will not be measured and paid for separately but shall
be included in the work.
0 11. Concrete and masonry waste, liquid and solid, shall not exceed % the storage capacity
of the washout structure.
(o) Prefabricated concrete washout structures (Type 1 and Type 2). Structures and sites shall
meet the following requirements:
1. Structure shall contain all concrete and masonry washout water. If bins are determined
to be leaking, the Contractor shall replace the bin onsite and clean up the spilled
material.
2. Structure shall be located a minimum of 50 horizontal feet away from State waters
and shall be confined so that no potential pollutants will enter State waters and other
sensitive areas as defined in the Contract. Locations shall be as approved by the
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Engineer. Sign the prefabricated structure as "Concrete Washout". Sign can be on
portable bin.
3. The structure shall be accessible to appropriate vehicles.
4. Washout bins shall be covered with a tarp tied down to the structure or staked to the
ground when a storm event is anticipated.
5. Do not add soaps, solvents, detergents, flocculants, and acid to wash water.
6. Concrete and masonry waste, liquid and solid, shall not exceed % the storage capacity
of the washout structure.
7. Do not move prefabricated structures when they contain liquid, unless otherwise
approved.
8. The concrete washout structure shall be installed and ready for use prior to concrete
placement operations.
9. Check and maintain washout areas as required. Do not allow on -site permanent
disposal of concrete washout waste.
10. All liquid and solid wastes, including contaminated sediment and soils generated from
concrete washout shall be hauled away from the site and disposed of properly at the
Contractor's expense.
11. Delivery to the site shall not occur until written acceptance is provided by the Engineer
for both the product and the concrete waste disposal facility.
(p)
(q)
Vehicle Tracking Pad (VTP). Vehicle tracking pads shall be constructed to the minimum
dimensions shown in the Contract, unless otherwise directed by the Engineer. Construction
of approved vehicle tracking pads shall be completed before any disturbance of the area.
The Contractor shall maintain each vehicle tracking pad during the entire time that it is in
use for the project. The vehicle tracking pad shall be removed at the completion of the
project unless otherwise directed by the Engineer. Additional aggregate may be required
for maintenance but will not be measured and paid for separately.
The use of prefabricated VTPs is highly encouraged. Prior to delivery to the site, the
Contractor shall provide a submittal to the Engineer for review and approval. The
prefabricated VTP shall not be installed until written acceptance is provided by the
Engineer.
Detention Pond. Permanent detention ponds shown on the plans may be used as
temporary control measures if the following conditions are met:
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1. The pond is designated as a construction control measure in the SWMP.
2. The pond outfall and outlet are designed and implemented for use as a control
measure during construction in accordance with good engineering, hydrologic, and
pollution control practices. The stormwater discharges from the outfall shall not cause
degradation or pollution of State waters and shall have control measures as
appropriate.
3. All silt shall be removed, and the pond returned to the design grade and contour prior
to project acceptance.
(r) Aggregate Bag. Aggregate bags shall be placed on a stable surface, consisting of
hardscape or compacted gravel. If approved by the Engineer, the aggregate bag may be
placed on compacted dirt areas, where bags conform to the surface and can effectively
minimize sediment transport. Aggregate bags shall not be placed in concentrated flow
areas. Aggregate bags shall be to conform to the surface without gaps to ensure that
discharge water does not cause erosion. The Contractor shall remove all accumulated
sediment and debris when the sediment accumulation reaches '/2 the height of the bag. If
the bag fails or is damaged, it shall be immediately repaired or replaced at the Contractor's
expense.
(s) Surface roughening. Surface roughening creates horizontal grooves along the contour of
the slope. Roughening may be accomplished by furrowing, scarifying, ripping, or disking
the soil surface to create a 2 to 4 -inch minimum variation in soil surface.
(t) Vertical Tracking. Vertical tracking involves driving a tracked vehicle up and down the soil
surface and creating horizontal grooves and ridges along the contour of the slope. Sandy
soils or soils that are primarily rock need not be tracked.
(u) Topographical (Landform) Controls. Topographical controls consist of existing or created
landforms that minimize sediment from entering or leaving the areas of disturbance. If a
landform directs flow of water to a concentrated outfall point, the outfall point shall be
protected to prevent erosion and withdraw water from or near the surface.
(v) Temporary Stream Crossing. Temporary stream crossings shall be completed by the
Contractor in close coordination with the appropriate regulatory agencies. Temporary
stream crossings shall be constructed in such a manner as to prevent impacting water
quality and flows in the drainageway. The plans have a typical detail showing only the intent
of the crossing. The Contractor shall retain a Professional Engineer who shall be
responsible for providing a professional engineering analysis and design to show the details
required to achieve the requirements for the crossing. The Contractor's Engineer shall
stamp, date, and sign the revised typical detail. A separate professional analysis shall be
completed for each temporary stream crossing.
Temporary stream crossings shall be designed to be overtopped by high flows, debris laden
flows, or ice laden flows. Design the crossing to pass the peak flow from a 2 -year frequency,
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24 -hour duration storm event. The design shall include a designated overflow route for
storm events greater than the 2 -year frequency, 24 -hour duration storm event and provide
a protected overflow path. In cases where channel banks are overtopped by this design
storm event, the crossing structure shall be designed and constructed such that it will not
cause erosion or damage due to increases in water surface profiles to adjacent properties.
The design capacity of the crossing structure shall not create a damaging or potentially
damaging increase in flood heights (<0.10 feet) or velocities over existing conditions. It shall
not create a threat to public health, safety and welfare or impair the natural hydrologic
functions of the floodplain or channel.
Approach grades to the temporary crossing shall be less than 10%. The width of the
crossing shall be sized to the vehicles using the crossing and to prevent spillage directly
into the stream.
Temporary stream crossings represent channel constrictions in most cases and thus they
shall be in service for the shortest practical period of time and shall be removed as soon as
their purpose is complete to avoid the potential to cause or exacerbate flooding.
Locations for temporary stream crossings shall be selected where erosion potential is low
by evaluating channel geometry, slopes and side slope material. Evaluate the stream
channel conditions, overflow areas, and surface runoff control at the site before choosing
the location and type of crossing. Ensure that velocity at design flow at the outlet of the
crossing structure is nonerosive for the receiving stream channel. To ensure nonerosive
velocities, the Contractor's Engineer shall carefully evaluate the placement of the crossing,
the size of the downstream opening in the crossing, and flow velocities under all conditions.
Aggregate used for the roadway approach and crossing shall be properly sized based on
expected flows and velocities. A minimum layer of stone that is 1/2 the diameter of the culvert
pipe or 12 inches thick, whichever is greater shall be used.
The drainageway shall be crossed in a straight reach, rather than on a bend, if possible.
Crossings shall be installed as close to perpendicular to the stream channel flow path as
possible.
The Contractor shall ensure that all necessary materials and equipment are on -site prior to
any the start of any work. The construction shall be completed in an expedient manner so
the crossing can be removed and then any disturbed areas stabilized immediately.
Equipment, materials, and/or vehicles shall not be stored on the crossing. Upon removal of
the crossing, the portion of the side slope that is above the observed water elevation shall
be stabilized as specified in the plans prior to accepting flows. The substrate and toe of
slope that has been disturbed due to construction activities shall be restored to proposed
or preconstruction conditions and fully stabilized prior to accepting flows. The area of
ground disturbance shall be limited and appropriate soil erosion and sediment control
measures shall be implemented. Alteration to the stream banks and bed shall be kept to
the minimum necessary for an effective and safe crossing.
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Fish passage shall be evaluated when crossing a stream with aquatic life, which may
require an assessment of what is present in the stream. Timing of crossing activities shall
avoid impacting fish spawning runs. Impacts to mussel beds and endangered or threatened
species shall be avoided.
The temporary stream crossings shall be inspected after runoff -producing precipitation
events to check for blockage in channel, erosion of abutments, channel scour, riprap
displacement, or piping. Repairs shall be made immediately to prevent further damage to
the structure. Temporary stream crossings shall be immediately removed when they are no
longer needed. The channel shall be restored to its original cross-section, smoothed, and
all disturbed areas shall be stabilized.
208.06 Materials Handling and Spill Prevention. The SWMP Administrator shall clearly
describe and record on the SWMP, all practices implemented at the site to minimize impacts
from procedures or significant material that could contribute pollutants to runoff. Areas or
procedures where potential spills can occur shall have a Spill Response Plan in place as
specified in subsections 107.25(b) or 208.06(c). Construction equipment, fuels, lubricants, and
other petroleum distillates shall not be stored or stockpiled within 50 horizontal feet of any State
waters or more if the Contractor determines necessary. Equipment fueling and servicing shall
occur only within approved designated areas.
(a) Bulk Storage Structures. Bulk storage structures for petroleum products and other
chemicals shall have impervious secondary containment or equivalent adequate protection
so as to contain all spills and prevent any spilled material from entering State waters.
Secondary containment shall be capable of containing the combined volume of all the
storage containers plus at least 10 percent freeboard. For secondary containment that is
used and may result in accumulation of stormwater within the containment, a plan shall be
implemented to properly manage and dispose of all accumulated stormwater which is
deemed to be contaminated (e.g., has an unusual odor or sheen).
(b) Lubricant Leaks. The Contractor shall inspect equipment, vehicles, and repair areas daily
to ensure petroleum, oils, and lubricants (POL) are not leaking onto the soil or pavement.
Absorbent material or containers approved by the Engineer shall be used to prevent leaking
POL from reaching the soil or pavement. The Contractor shall have onsite approved
absorbent material or containers of sufficient capacity to contain any POL leak that can
reasonably be foreseen. The Contractor shall inform all Spill Response Coordinators in
accordance with the Spill Response Plan if unforeseen leakage is encountered. All
materials resulting from POL leakage control and cleanup shall become the property of the
Contractor and shall be removed from the site. Control, cleanup, and removal of by-
products resulting from POL leaks shall be performed at the Contractor's expense.
(c) Spill Response Plan. A Spill Response Plan shall be developed and implemented to
establish operating procedures for handling potential pollutants and preventing spills.
The Response Plan shall contain the following information:
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1. Identification and contact information of each Spill Response Coordinator.
2. Locations of areas on the project site where equipment fueling, and servicing
operations are permitted.
3. Location of clean-up kits.
4. Quantities of chemicals and locations stored on -site. Secondary containment is
required for bulk storage over 55 gallons.
5. Label system for chemicals and Safety Data Sheets (SDS) for products.
6. Clean-up procedures to be implemented in the event of a spill that does not enter
State waters or ground water.
7. Procedures for spills of any size that enter surface waters or groundwater or have the
potential to do so.
8. A summary of the employee training provided.
Information in items (1) through (8) shall be updated in the SWMP when they change.
(d) Equipment Washing. When washing applicators and containers used for paint, form release
oils, curing compounds, or other similar construction materials, the wash water must be
directed into a leak -proof container. Liquid and hardened wastes shall be removed from the
site and disposed of properly.
208.07 Stockpile Management. Material stockpiles shall be located 50 horizontal feet away
from State waters and shall be confined so that no potential pollutants will enter State waters
and other sensitive areas as defined in the Contract. Locations shall be approved by the
Engineer.
Erodible stockpiles (including topsoil) shall be contained with acceptable control measures at
the toe (or within 20 feet of the toe) throughout construction. Control measures shall be approved
by the Engineer. The SWMP Administrator shall describe, detail, and record the sediment control
devices on the SWMP.
208.08 Limits of Disturbance (LDA). The Contractor shall limit construction activities to those
areas within the LDA shown on the plans and cross -sections. Construction activities, in addition
to the Contract work, shall include the on -site parking of vehicles or equipment, on -site staging,
on -site batch plants, haul roads or work access, and all other activities which would disturb
existing soil conditions. Staging areas within the LDA shall be as approved by the Engineer.
Construction activities beyond the LDA due to Contractor negligence shall be restored to the
original condition by the Contractor at the Contractor's expense. The SWMP Administrator shall
tabulate additional disturbances not identified in the CDPS-SCP application and indicate
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changesnal to locationsdisturbances andto quantities theEngineeron the SWMP.CDPHE-WQCDThe Contractorandall shallother reportinvolved theagencies. changes and
additio, ,
The Contractor shall pursue stabilization of all disturbances to completion.
208.09 Regulatory Mechanism for Water Quality. The Department will identify and document
findings not in compliance with the Water Quality Specifications, as specified in subsection
208.09(a)7, during MARs. The Engineer will immediately notify the Contractor of these findings
by issuing Form 105. Failure by the Contractor to clarify a finding location with the Engineer shall
not interrupt the timelines noted in subsection 208.09(b).
The Contractor shall comply with the Water Quality Specifications as specified in Subsection
208.09(a)(7) and the CDPS-SCP. Failure to comply with the requirements of this section may
result in liquidated damages as outlined below from the County and/or monetary penalties from
CDPHE for which the Contractor is responsible. The following procedures shall be implemented
to ensure the Contractor is meeting the CDPS-SCP, Section 107.25, and Section 208
requirements.
Timelines noted in subsection 208.09(b) do not indemnify the Contractor from failing to comply
with CDPS-SCP timelines for corrective actions. Corrective actions must be addressed in
accordance with subsection 208.03(c)(2)(D).
Findings shall be corrected immediately. Findings which cannot be corrected immediately shall
be corrected within 24 hours, to minimize the discharge of pollutants. Additionally, findings that
cannot be corrected immediately shall be noted in the inspection log with the following items:
1. Describe why it is infeasible to initiate the installation or repair immediately; and
2. Provide a schedule for installing or repairing the control measure and returning it to an
effective operating condition as soon as possible.
(a) Definitions.
1. Compliance Assistance. A low -risk event as determined by the Engineer. Compliance
assistance events are not considered Findings and not subject to the Regulatory
Mechanism noted in subsection 208.09(b)
2. Deferment. A request from the Contractor to the Engineer to delay implementation of
corrective actions for Regular Findings pertaining to Water Quality Specifications
and/or the CDPS-SCP. Deferments may only be granted due to extraordinary
circumstances. However, it is at the Engineer's discretion to approve or reject these
requests.
3. Finding. An incident discovered through inspection by the Department or by Engineer
observation, which is noncompliant with the Water Quality Specifications as specified
in subsection 208.09(a)(7) and/or the CDPS-SCP.
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A Finding will be classified as one of the following:
A. Regular Finding. A situation upon inspection that is in noncompliance with the
Water Quality Specifications. Maintenance issues identified on the weekly or
post -storm Form 1176 shall be considered a regular finding.
B. Severe Finding. A discharge outside the project's Limits of Construction (LOC),
subsection 107.25(a), to State waters or to a live inlet where the pollutant cannot
be reclaimed.
C. Chronic Finding. A Chronic Finding is assessed when the same Regular Finding
at the same location is documented twice in the last three water quality control
inspections. Engineer observed findings outside these inspections will not apply.
4. Inspection Form 105. The Form 105 issued by the Engineer documenting findings
from water quality inspections per subsection 208.03(c), approved deferments and
other items requiring recordkeeping in compliance with the Water Quality
Specifications.
5. Location. The place where the finding was observed; can be a document (e.g.,
stormwater management plan [SWMP]) or physical location. A physical location must
be described with enough detail to guide an independent party to the spot of the
finding. Physical locations must be supported with at least one photograph.
6. Recalcitrance. Contractor has shown willful negligence or misrepresentation or
unwillingness to adhere to the Water Quality Specifications.
7. Water Quality Specifications. Subsection 107.25, Sections 208, 213 and 216, and
Standard Plans M-208-1 and M-216-1.
8. CDPS-SCP. Colorado Discharge Permitting System — Stormwater Construction
Permit (COR 400000).
9. The word "immediately" shall mean by the end of the construction day for the purposes
of this section.
(b) Liquidated Damages and Stop Work Orders. The Contractor will be subject to Liquidated
Damages for incidents of failure to comply with the Water Quality Specifications and
implement corrective actions to resolve noncompliance in the time frame established in
subsection 208.09(b) and (c). Liquidated damages are for the Contractor's failure to comply
with the Water Quality Specifications and/or the CDPS-SCP.
Liquidated damages will accumulate for each finding, for each cumulative day that the
finding remains uncorrected. Liquidated damages associated with incidents pertaining to
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this subsection do not indemnify the Contractor of other Liquidated Damages associated
with this project.
In addition to Liquidated Damages, the Contractor will be subject to a project -wide Stop
Work Order for recalcitrance and the Engineer may, in writing, issue a Stop Work Order for
Chronic and Severe Findings in accordance with subsection 105.01. A Stop Work Order
shall not result in the stopping of the Contract Time. Issuance of a Stop Work Order shall
not be considered a valid reason for the Contractor asking for additional Contract Time.
Findings are closed when the corrective action is complete, reported to the Engineer and
accepted by the Engineer. The Engineer will notify the Contractor when the corrective
action is accepted or denied. Liquidated damages will be assessed by the type of finding
as follows and will continue until the corrective action is approved by the Engineer.
1. Regular Finding. The time required to repair a Regular Finding shall begin at the
conclusion of the SWMP inspection. The correction of a Regular Finding shall begin
immediately but not more than 24 hours from the time of the finding. The Engineer
shall issue a Form 105 informing the Contractor of the finding and the need for
correction to occur. If a finding cannot be immediately corrected, the Contractor shall
request a deferment per Section 208.09(c).
The Engineer will issue a Form 105 notifying the Contractor that Liquidated Damages
are accruing at $1,500 per day per finding for each full or partial calendar day a
Regular Finding remains uncorrected after 24 hours from discovery. Each
uncorrected or undeferred Regular Finding will be assessed as recalcitrant and the
Engineer will issue a project -wide stop work order if the Regular Finding is not
addressed within 48 hours after the SWMP inspection has concluded. The Contractor
shall fix each recalcitrant finding and submit a plan to avoid future instances of each
recalcitrance to the Engineer for approval. The recalcitrance plan shall be in writing,
signed by the Contractor and shall include:
A. A description of each Recalcitrant Finding.
B. Why the corrective action for each Recalcitrant Finding was not implemented
within 2 days.
C. How the Contractor will avoid future recalcitrance.
The Engineer will discuss the recalcitrance plan and may meet with the
Superintendent to recommend modifications, if needed. The Engineer will issue
a Form 105 accepting or rejecting the recalcitrance plan within 24 hours of the
Contractor submitting a plan or resubmitting a modified plan.
The Contractor will neither be reimbursed for costs incurred to fix each
Recalcitrant Finding pertaining to a control measure in the SWMP plan nor costs
to prepare the recalcitrance plan. The Contractor shall propose additional control
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measures, if needed, according to subsection 208.04(a). The project -wide Stop
Work Order and Liquidated Damages will be assessed until approval of the
corrective action for each Recalcitrant Finding and approval of the Contractor's
recalcitrance plan by the Engineer is given. After written approval by the
Engineer, the project -wide Stop Work Order will be lifted, and accrual of
Liquidated Damages will cease.
If the Contractor fails to perform corrective work by the second day from
discovery, the County shall have the option of utilizing a third -party to complete
the corrective work. The Contractor shall be responsible for reimbursing the
County the cost of utilizing a third -party to complete the corrective work. The cost
for utilizing a third -party to complete the corrective work will be deducted from
the month's pay application. If only the retainage release pay application is left
to close out the project, the cost of corrective work will be deducted from the
retainage release payment. If the retainage release payment does not cover the
cost of the corrective work, the Contractor will be invoiced for the outstanding
balance. The project acceptance and warranty period will not start until the
Contractor has reimbursed the County for the entire cost of the corrective work.
Failure by the Contractor to perform corrective work shall be grounds for
withholding progress payments.
Liquidated damages to the Contractor will continue to accrue until the corrective
work has been completed.
2. Severe Finding. In response to a Severe Finding, the Engineer will issue a Form 105
and immediately assess Liquidated Damages of $3,500 per Severe Finding. Severe
Findings shall be eligible for the 24 -hour grace period (subsection 208.09(b)(1)).
Liquidated damages will accrue at $3,500 per Severe Finding per calendar day
beginning at the time of discovery of the Severe Finding.
A. If the Severe Finding is a discharge to State waters, the Contractor shall prevent
any further discharge and shall reclaim discharge which has not yet entered State
waters. The Contractor shall report the discharge to CDPHE-WQCD per CDPS-
SCP requirements.
B. If the Severe Finding is a discharge outside the LOC that does not enter State
waters, the Contractor shall fully reclaim the discharge before it enters State
waters and implement relevant CDPS-SCP noncompliance notification
procedures.
The Engineer may require the Contractor to submit a plan for permanent
stabilization of disturbed areas outside the LOC per 208.04(e)(4) for approval.
Permanent stabilization plans pertaining to Severe Findings and subsequent
stabilization activities are not subject to 208.09(b).
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The Contractor shall not be reimbursed for activities undertaken to reclaim the
discharge, stabilize areas outside the LOC and implement relevant CDPS-SCP
noncompliance notification procedures.
If the Contractor fails to perform corrective work immediately upon discovery, the
County shall have the option of utilizing a third -party to complete the corrective
work. Liquidated damages to the Contractor will continue to accrue until the
corrective work has been completed. The Contractor shall be responsible for
reimbursing the County the cost of utilizing a third -party to complete the
corrective work. The cost for utilizing a third -party to complete the corrective work
will be deducted from the month's pay application. If only the retainage release
pay application is left to close out the project, the cost of corrective work will be
deducted from the retainage release payment. If the retainage release payment
does not cover the cost of the corrective work, the Contractor will be invoiced for
the outstanding balance. The project acceptance and warranty period will not
start until the Contractor has reimbursed the County for the entire cost of the
corrective work. Failure by the Contractor to perform corrective work shall be
grounds for withholding progress payments.
Liquidated damages to the Contractor will continue to accrue until the corrective
work has been completed.
3. Chronic Finding. In response to a Chronic Finding, the Engineer will issue a Form
105 and immediately assess Liquidated Damages of $1,500 per Chronic Finding.
Chronic Findings shall be immediately corrected. Liquidated damages will accrue
at $1,500 per Chronic Finding per day beginning upon discovery of the Chronic
Finding.
When the Chronic Finding is comprised of two Severe Findings, the Engineer will
assess Liquidated Damages in accordance with this specification.
If the Contractor fails to perform corrective work immediately upon but not more than
24 hours from discovery, the County shall have the option of utilizing a third -party to
complete the corrective work. Liquidated damages to the Contractor will continue to
accrue until the corrective work has been completed.
The Contractor shall be responsible for reimbursing the County the cost of utilizing a
third -party to complete the corrective work. The cost for utilizing a third -party to
complete the corrective work will be deducted from the month's pay application. If only
the retainage release pay application is left to close out the project, the cost of
corrective work will be deducted from the retainage release payment. If the retainage
release payment does not cover the cost of the corrective work, the Contractor will be
invoiced for the outstanding balance. The project acceptance and warranty period will
not start until the Contractor has reimbursed the County for the entire cost of the
corrective work. Failure by the Contractor to perform corrective work shall be grounds
for withholding progress payments.
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4. SWMP Notebook Deficiencies. The SWMP Notebook shall be kept up to date with all
SWMP requirements of the Water Quality Specifications and CDPS-SCP.
SWMP deficiencies shall result in a pay reduction of $300 per incident that the SWMP
Notebook is out of date by more than one week.
Corrective actions shall be initialed and dated immediately upon completion and the
Compliance Certification signed by the ECI, Superintendent and Engineer, or
liquidated damages will be assessed.
The Engineer shall document the pay reduction with a Form 105 which shall be signed
by the Contractor. The pay reduction shall be deducted from the amount owed to the
Contractor for the pay period in which the pay reduction occurred.
(c) Deferment. If the Contractor seeks deferment because a regular finding cannot be
corrected immediately upon discovery, the Superintendent shall submit a deferment
request to the Engineer immediately after the issuance of the Form 105. Chronic and
Severe Findings are not eligible for deferment. The deferment request shall be in writing,
signed by the Superintendent and shall include:
1. Description of Regular Findings to be deferred;
2. The reasons why the Findings cannot be corrected in twenty-four hours;
3. An action plan containing:
A. Methodology to protect water quality until each deferred Finding is corrected and
accepted;
B. Milestones to measure progress toward completion;
C. Additional control measures to be implemented until each deferred Finding is
corrected and accepted;
D. Corrective completion dates for each Finding.
Deferments will not be accepted or approved due to the Contractor's operational error,
improperly installed control measures, inadequate control measures, lack of preventative
maintenance, careless or improper operation, or other non -proactive reason.
Note: If an alternative control measure is implemented to correct a Regular Finding, a
deferment is not necessary. All modifications to the plan shall be documented in the SWMP.
The Engineer will discuss the deferment request and may meet with the Superintendent to
recommend modifications to the action plan within 48 hours of the receipt of the deferment
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request. The Engineer will issue a Form 105 accepting or rejecting the deferment request.
The Department will not accept a deferment for operational error, improperly installed
control measures, inadequate control measures, lack of preventative maintenance,
careless or improper operation, or other non -proactive reason.
Preparation of deferment documentation and additional materials, including additional
control measures, required to complete the action plan shall be at the Contractor's expense.
Time frames noted in subsection 208.09(b)(1) will not be stopped during the deferment
review period, therefore, Liquidated Damages will be assessed beginning per the
timeframes outlined above if the deferment request is rejected and, furthermore, a rejected
deferment plan (subsection 208.09(c)) shall not absolve the Contractor from recalcitrance.
The Engineer will assess Liquidated Damages in the amount of $1,500 per calendar
day, and partial day, for each uncorrected Deferred Finding that is not completed within
the deferment period. These Liquidated Damages will start retroactively to the day the
finding was originally noted on the Form 105.
(d) Conflict Resolution. Subsections 105.22, 105.23, and 105.24 detail the process through
which the parties (Weld County and the Contractor) agree to resolve any issue that may
result in a dispute.
(e) Exemptions. The Engineer will exempt from subsection 208.09(b) situations of Compliance
Assistance, Documented Upset Conditions, Documented Reportable Spills and
Documented Winter Exemptions. Release from subsection 208.09(b) does not exempt the
Contractor from compliance with CDPS-SCP.
1. Documented Upset Condition. The Contractor shall report, both verbally and in writing,
the Upset Condition to CDPHE-WQCD per CDPS-SCP Part II.L.6 and subsection
208.03(c) and provide written documentation to the Engineer. The Engineer will issue
a Form 105 and recognize the exemption to the Regulatory Mechanism. The
Contractor shall also update the SWMP with the Form 105 and the documented Upset
Condition.
2. Documented Reportable Spills. The Contractor shall report, both verbally and in
writing, the Reportable Spill to CDPHE-WQCD per subsection 107.25(b) and provide
written documentation to the Engineer. The Engineer will issue a Form 105 and
recognize the exemption to the Regulatory Mechanism. The Contractor shall also
update the SWMP with the Form 105 and the documented Reportable Spill.
I 3
Winter Exemptions. The Contractor is unable to address findings noted on the water
quality control inspection due to:
A. Snow covers the entire site for an extended period and;
B. No construction activity and;
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C. Melting conditions posing a risk of surface erosion do not exist.
The Contractor shall request a Winter Exemption to the Department. If approved,
the Engineer will issue a Form 105 and recognize the exemption to subsection
208.09(b). The Contractor shall also update the SWMP with the Form 105 and
the documented Winter Exemption. Liquidated Damages, if assessed, will only
accrue up to the point where the Winter Exemptions are approved.
(f)
Routine SWMP Audits. Routine SWMP audits will be performed by Weld County
Stormwater Staff to ensure the SWMP Notebook is compliant with the CDPS-SCP and the
Water Quality Specifications. The audits will be performed monthly but may occur more
frequently or reduced based upon the history of compliance with the CDPS-SCP and the
provisions of Section 208. The results of the audit will be sent to the Engineer to determine
appropriate enforcement actions.
208.10 Items to Be Completed Prior to Requesting Partial Acceptance of Water Quality
Work.
(a) Reclamation of Washout Areas. After concrete operations are complete, washout areas
shall be reclaimed in accordance with subsection 208.05(n) at the Contractor's expense.
(b) As -Constructed Survey. The Contractor shall complete an as -constructed survey of each
Permanent Water Quality (PWQ) control measure (CM). Surveys are conducted on all
PWQ CM for two reasons:
1. To provide initial location information for CDOT PWQ CM inventory, and
2. To provide necessary data for completion of the Pond Information Certification (PIC)
for PWQ CM designed using the Water Quality Capture Volume (WQCV) Standard
(Extended Detention Basin (EDB), Retention Pond, etc.).
The Contractor shall submit the as -constructed survey to the Project Engineer before
payment for and final acceptance of any items required to construct the PWQ features. The
electronic as -constructed survey shall conform to the requirements of Section 625, use
Terrain Modeling Survey System (TMOSS) codes, and shall include the following
information:
1. The Contractor's Professional Land Surveyor's (PLS) digital terrain model with the
electronically sealed field -collected information report.
2. The PWQ survey shall include all horizontal and vertical reference points for all PWQ
features as determined by the Contractor's surveyor.
3. The contours shall be shown at 1 -foot intervals with major contours labeled at 5 -foot
increments.
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4. The bottom of the EDB elevations along the toe of embankment slope and top and
bottom of trickle channel elevations, to verify positive drainage throughout the basin
with labels of features, elevation, and the WQCV elevation as shown on the plans.
5. The top of wall or dam elevation on the survey to verify freeboard (distance between
high- water mark and top of wall or dam elevation) along the EDB, and the top width
of the embankment along the perimeter of the EDB.
6. A detail of each forebay located at the outfall of each incoming storm drain into the
EDB, including plan dimensions with tops of walls, tops of slabs, pipe invert elevations,
and pipe diameters.
7. The basin location related to property lines (measured distances), right-of-way lines,
buildings, roads, access paths, and other easements.
8. The details of the outlet control structure, including labels of features and elevations,
and notes indicating if the features are the same as the design plan, or the reason
they are different in the as -constructed survey.
9. The details, including labels and elevations of all grates, racks, screens, and any other
materials intended to prevent clogging of the outlet structure orifices by debris of any
kind. Label all features and elevations on the as -constructed deliverable CADD 3D
model and Survey report.
10. The access and maintenance easements per the ROW plans around the EDB,
including the maximum slope of the access easement.
11.
The submitted CADD 3D model shall include the following:
a. All control marks set per item 2, and other Project Controls as shown on the
sealed Project Control diagram; ensure that contour lines are continuous, closed,
unbroken polylines.
b. Grade spot elevations and breaklines used to create the contours.
c. Elevations for all applicable items listed in 2-10 above.
d. Correct contours.
e. Initial /EDB volume calculation report sealed by the PLS of the data collection.
f. Geocoordinate system that conforms to projectdatum.
g. Survey information shall be compatible with the latest 3D digital modeling
software.
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Submit the as -constructed survey, including field survey data, survey report, and
electronic model files as a complete package to the Engineer. Allow 10 days for
Weld County review of the field survey data.
If the field survey data, survey report or electronic model files indicate the control
measure was incorrectly constructed, the Contractor shall perform necessary
corrective work to the PWQ CM to ensure compliance with design, at no cost to
the project, as directed by the Engineer. Payment will not be made for any PWQ
items until corrections have been made and another survey has been completed,
compared, and accepted.
II
The Contractor shall clean all Permanent Water Quality Control Measures before the PWQ
Survey, final walkthrough and final acceptance.
The Engineer and the Weld County Stormwater Staff will perform a walkthrough of the
PWQ control measures to confirm conformance to material requirements, locations, and
dimensions. Before the walkthrough, the Contractor shall provide the corrected survey to
the Engineer.
Projects located within an MS4 area may have additional requirements as required by the
MS4 Program of the jurisdiction.
(c) Locations of Temporary Control Measures. The Engineer will identify locations where
modification, cleaning, or removal of temporary control measures are required and will
provide these in writing to the Contractor. Upon completion of work required, the SWMP
Administrator shall modify the SWMP to provide an accurate depiction of control measures
to remain on the project site.
IAll punch list and walkthrough items shall be completed by the Contractor and accepted by
the Engineer prior to the request for partial acceptance of the water quality control work.
Method of Measurement
208.11. Erosion Control Management (ECM) will be measured as the actual number of days of
ECM work performed regardless of the number of personnel required for SWMP Administration
and Form 1176 Inspection, including Form 1176 inspections, documentation, meeting
participation, SWMP Administration, and preparation of the SWMP. If the combined hours of
SWMP Administration and Form 1176 Inspection is four hours or less in a day, the work will be
measured as 1/2 day. If the combined hours of SWMP Administration and Form 1176 inspection
is more than 4 hours in a day, the work will be measured as one day. If the combined hours of
SWMP Administration and Form 1176 Inspection exceed more than 8 hours in a day, it shall be
counted as 1 day. In order to be paid for any ECM time, the SWMP Administrator and/or the ECI
shall complete a Form 1388 and place it in the SWMP Notebook for each daily inspection.
The SWMP Notebook shall be kept up to date. The required signatures shall be done
immediately following the correction of the findings. There shall be a pay reduction of $300 per
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incident the SWMP Notebook is out of date by more than one week. The Engineer shall
document the pay reduction with a Form 105 which shall be signed by the Contractor. The pay
reduction shall be deducted from the amount owed to the Contractor for the pay period in which
the pay reduction occurred.
Erosion bales and rock check dams will be measured by the actual number installed and
accepted.
Silt fence, silt berms, erosion logs, aggregate bags, silt dikes, temporary berms, temporary
diversions, and temporary slope drains, will be measured by the actual number of linear feet that
are installed and accepted. Measured length will not include required overlap or waste.
Concrete washout structure will be measured by the actual number of structures that are
installed and accepted.
Prefabricated concrete washout structures will be measured by the actual number of structures
delivered to the site. It shall not include structures relocated on -site.
Storm drain inlet protection will be measured by linear foot or actual number of devices that are
installed and accepted. Sediment trap quantities will be measured by the actual number installed
and accepted.
Removal of trash that is not generated by construction activities will be measured by the actual
number of hours that Contractor workers actively remove trash from the project. Each week the
Contractor shall submit to the Engineer a list of workers and the hours spent collecting such
trash.
Removal of accumulated sediment from traps, basins, areas adjacent to silt fences and erosion
bales, and other clean out excavation of accumulated sediment, and the disposal of such
sediment, will be measured by the number of hours that equipment, labor, or both are used for
sediment removal.
Vehicle tracking pads will be measured by the actual number constructed and accepted.
Additional aggregate may be required for maintaining vehicle -tracking pads and will not be
measured separately but shall be included in the work.
Prefabricated vehicle -tracking pads will be measured by the actual number of pads delivered to
the site and set up to the minimum dimensions. It shall not include pads moved on -site.
Control measure failures shall be immediately repaired or replaced at the Contractor's expense.
Temporary stream crossings will be measured by the actual number constructed and accepted.
Additional maintenance may be required for maintaining the temporary stream crossings and
will not be measured separately but shall be included in the work.
Basis of Payment
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208.12. Pay for ECM and control measures at the Contract unit price for each of the items listed
below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Aggregate Bag
Linear foot
Concrete Washout Structure (Lined)
Each
Erosion Bales (Weed Free)
Each
Erosion Control Management
Day
Erosion Log (Type 1) ( Inch)
Linear foot
Erosion Log (Type 2) ( Inch)
Linear foot
Erosion Log (Type 3) ( Inch)
Linear foot
Prefabricated Concrete Washout Structure
(Type 1)
Each
Prefabricated Concrete Washout Structure
(Type 2)
Each
Prefabricated Vehicle Tracking Pad
Each
Removal and Disposal of Sediment (Equipment)
Hour
Removal and Disposal of Sediment (Labor)
Hour
Removal of Trash (Interim)
Hour
Rock Check Dam
Each
Sediment Basin
Each
Sediment Trap
Each
Silt Berm
Linear Foot
Silt Dike
Linear Foot
Silt Fence
Linear Foot
Silt Fence (Reinforced)
Linear Foot
Storm Drain Inlet Protection (Type )
Linear Foot
Storm Drain Inlet Protection (Type )
Linear Foot
Storm Drain Inlet Protection (Type )
Each
Storm Drain Inlet Protection (Type )
Each
Sweeping (Sediment Removal)
Hour
Temporary Berm
Linear Foot
Temporary Diversion
Linear Foot
Temporary Slope Drain
Linear Foot
Temporary Slope Drain
Linear Foot
Temporary Stream Crossing
Lump Sum
Vehicle Tracking Pad
Each
Additional modifications and additional control measures will be paid for using the unit prices
established for the additional control measures.
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Payment for Erosion Control Management (ECM) will be full compensation for all labor, materials
and equipment necessary for the SWMP Administrator and Erosion Control Inspectors to
perform all the work described in this specification. This includes assembling Tabs 5 to 8 in
subsection 208.03(d)(1) and required updates to the SWMP.
Payment for the as -constructed survey of EDBs and associated items included creating the
electronic 3D CADD model and report shall be included in Item 625, Construction Surveying.
The SWMP Administrator and ECI's commute times will not be measured and paid for separately
but shall be included in the work.
Modifications to the SWMP due to construction errors or survey errors by the Contractor shall
be made at the Contractor's expense.
Surface roughening and vertical tracking (daily stabilization) will not be measured and paid for
separately but shall be included in the work. Payment for each control measure item will be full
compensation for all work and materials required to furnish, install, maintain, and remove the
control measure when directed.
Payment for Removal and Disposal of Sediment (Equipment) will be full compensation for use
of the equipment, including the operator. Payment for Removal and Disposal of Sediment
(Labor) will be full compensation for use of the labor.
Payment for concrete washout structure, whether constructed or prefabricated, will be full
compensation for all work and materials required to install, maintain, and remove the item.
Maintenance and relocation, as required, of these structures throughout the duration of the
project will not be measured and paid for separately but shall be included in the work.
Silt berm spikes and wood spikes will not be measured and paid for separately but shall be
included in the work. When required, soil retention blankets will be measured and paid for in
accordance with Section 216.
Compost and wood stakes for Erosion Log (Type 2) will not be measured and paid for separately
but shall be included in the work.
IISpray -on mulch blankets required by the Contract, including those used in both temporary and
final stabilization, will be measured and paid for in accordance with Section 213.
Payment for storm drain inlet protection will be full compensation for all work, materials, and
equipment required to complete the item, including surface preparation, maintenance throughout
the project, and removal upon completion of the work. Aggregate will not be measured and paid
for separately but shall be included in the work.
Sweeping, when used as a control measure as shown in the Contract, will be measured by the
number of hours that a pickup broom or equipment capable of collecting sediment, authorized
by the Engineer, is used to remove sediment from the roadway or other paved surfaces. Each
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week the Contractor shall submit to the Engineer a statement detailing the type of sweeping
equipment used and the number of hours it was used to pick up sediment. The operator will not
be measured and paid for separately but shall be included in the work.
Stakes, anchors, connections, geotextile, riprap, and tie downs used for temporary slope drains
will not be measured and paid for separately but shall be included in the work.
Payment for vehicle tracking pad will be full compensation for all work, materials and equipment
required to construct, maintain, and remove the entrance upon completion of the work.
Aggregate and geotextile will not be measured and paid for separately but shall be included in
the work. If additional aggregate for maintenance of vehicle tracking pads is required, it will not
be measured and paid for separately but shall be included in the work.
Payment for prefabricated tracking pads will be full compensation for all work, materials, and
equipment required to construct, maintain, and removals throughout the project.
Seeding, sod, mulching, soil retention blanket, and riprap will be measured and paid for in
accordance with Sections 212, 213, 216, and 506.
All work and materials required to perform the permanent control measure survey and furnish
the electronic files shall be included in the original unit price bid for surveying. Surveying will be
measured and paid for in accordance with Section 625.
Temporary erosion and sediment control measures required due to the Contractor's negligence,
carelessness, or failure to install permanent controls as a part of the work as scheduled or
ordered by the Engineer or for the Contractor's convenience, shall be performed at the
Contractor's expense. If the Contractor fails to complete construction within the contract time,
payment will not be made for pay items installed after the expiration of the contract time. These
items shall be provided at the Contractor's expense.
Payment for temporary stream crossings will be full compensation for all work, materials and
equipment required to construct, maintain, and remove the entrance upon completion of the
work.
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Section 209 — Watering and Dust Palliative
Description
209.01. This work consists of applying water to soils or aggregates for moisture and density
control, landscaping, prewetting anexcavation area, and dust palliatives. It also includes applying
magnesium chloride dust palliative for the control of dust and the stabilization of soil and
aggregate surfaced roads. Application of dust palliative to detour roadways shall be completed
before detouring traffic onto those roadways.
Materials
209.02. Water applied for moisture and density control, as dust palliative, and for prewetting shall
be free from injurious matter. Water for landscaping shall be free from oil, acids, alkalis, salts, or
any substance injurious to plant life.
IThe Contractor is responsible for obtaining a legal source for water to complete the work as
specified in the Contract Documents, including any necessary permits or fees.
When the water source proposed for use by the Contractor is not of known quality and chemical
content, submit samples of the water for approval before use.
Magnesium chloride dust palliative shall consist of a magnesium chloride base agent, water, and
other enhancing or nondetrimental ions. The chemical analysis shall conform to the following:
Table 209-1 — Magnesium Chloride Dust Palliative Chemical Constituents (Percent
by Wei ht
Chemical Constituents
Percent by Weight
Magnesium Chloride (MgCl2)
28 to 35
Enhancing or Non -detrimental Ions
0 to 5
Water
65 to 72
Construction Requirements
209.03 Moisture and Density Control. Sprinkling equipment shall deliver uniform and
controlled distribution of water withoutponding or washing. Apply uniformly water for finishing
operations by spraying across the full width of the course.
209.04 Prewetting. Prewetting material in excavation areas before its removal for placement in
embankments will be allowedwhen approved. The Contractor shall furnish a prewetting layout
for each area to be prewetted including nozzle size, spacing, number of lines, and other
equipment to be used. The Contractor shall obtain the approval of the Engineer for each
prewetting layout before each prewetting operation.
209.05 Dust Palliative. The Contractor shall furnish and apply a dust palliative on portions of
the roadway and on haul roads atthe locations and in the amounts as provided in the Contract.
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Dust palliative shall consist of magnesium chloride (or equivalent as approved by the Engineer)
and water. Application of dust palliative shall be done with acceptable sprinkling equipment at
an appropriate rate as approved by the Engineer.
Magnesium Chloride (or equivalent) dust palliative shall be applied as follows:
1. Weld County crews will prepare the existing roadway surface.
2. Contractor will apply the magnesium chloride dust palliative in two applications of 0.25
gallon per square yard in each application.
3. Allow to soak for 30 minutes after each application.
4. Roll the surface with a pneumatic tire roller, as specified in the Contract.
5. Do not permit traffic on the treated surface until approved.
209.06 Landscaping. The Contractor shall furnish water for seeding, mulching, planting,
transplanting, sodding, herbicidetreatment, and any other landscaping work when called for on
the plans or when designated.
Method of Measurement
209.07. Water required for all work covered under the Contract will not be measured and paid
for separately but shall be incidental to the work.
Magnesium Chloride dust palliative will be measured by the number of gallons applied and
accepted.
Basis of Payment
1209.08. The accepted quantities of Magnesium Chloride dust palliative measured as provided
above will be paid for at the contract unit price per Gallon.
Payment will be made under:
Pay Item
Pay Unit
Water
(M Gallon)
Water (Landscaping)
(M Gallon)
Dust Palliative (Magnesium Chloride)
Gallon
Water required for all items of work will not be measured and paid for separately, but shall be
included in the work, for water ordered for the benefit or safety of the public will be measured
and paid for separatelyper the Contract.
347
If the area for landscape work is irrigated by a Department -owned system, the Contractor may
use the water from this source. Water used from a Department source will not be measured and
paid for.
348
Section 210 — Reset Structures
Description
210.01. This work consists of removing, relaying, resetting, or adjusting structures and related
materials. All designated items shall be carefully removed, and stored, reinstalled, or adjusted,
in a manner that will avoid loss or damage.
Construction Requirements
210.02 General. Re-laid pipe and conduit and reset structures shall be cleaned of foreign
material before reinstallation.
Except in areas to be excavated, all holes resulting from the removal of structures shall be neatly
backfilled. Methods shall conform to those required in the specifications for the various types of
construction involved.
Materials in good condition from removed structures may be re -used. Salvable material, as
designated in the Contract, that is notre-used shall remain the property of the Department, and
the Contractor shall be held responsible for safekeeping of all materials until receipted by the
Department. Materials damaged, stolen, or lost before receipt by the Department shall be
repaired or replaced, as determined by the Engineer, at no cost to the Department.
Unserviceable material, as determined by the Engineer, shall be replaced with new material of
similar dimensions, and the material costs will be paid for per subsection 109.04(b), except as
otherwise provided in this section. All new materials and replacement parts shall conform to the
requirements of the Contract for the appropriate items.
210.03 Light Standard. Light standards shall be reset on new concrete foundation pads
complete with conduit and wiring per the CDOT Standard Plans at locations indicated in the
Contract.
210.04 Fences and Gates. Where fences (except snow fence) are reset, the Contractor shall
supply and install any new materials required to restore the fence to acceptable condition except
for new posts. The Contractor shall supply new posts as needed for the reset fence per Section
607. Wire in the old fence shall be salvaged and used in the reset fence.
Where snow fences are reset, panels shall be removed from their existing location and reset at
the new location. Gates designated to be reset shall be removed and restored for service at the
new locations.
Right-of-way fence shall be reset approximately six inches inside the boundary of the highway
right of way shown on the plans.Anchorages, footings, or fence appurtenances shall not extend
beyond the limits of the highway right of way without the written consent of the abutting property
owner.
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210.05 Guardrail. Where guardrail is reset, the Contractor shall supply and install any new
materials needed to restore the guardrail to acceptable condition. New materials shall include
additional posts, blocks, and hardware needed to complete the intermediate post installations
as shown on the CDOT Standard Plans. Posts with similar tops shall be installed in groups as
directed. Installation of flat -top posts alternately with other top shapes will not be permitted. Posts
may be cut, rotated, or turned upside down to eliminate unacceptable tops. If the posts are cut,
the Contractor shall treat the exposed surface with two coats of an approved preservative.
Adjust guardrail shall be the work necessary to adjust the height to the standard per Standard
Plan M-606-1 and filling the resulting voids under the posts with a lean concrete mixture
consisting of one -part cement and ten parts sand.
210.06 Mailbox. Mailboxes complete with supporting structures are to be removed and
temporarily reset at points near their original location to be accessible for mail delivery service.
Upon completion of surfacing operations, the boxes shall again be reset at the locations
designated. A supporting structure may contain one or more mailboxes. New permanent mailbox
supportposts and mounting brackets shall be furnished and installed per the CDOT Standard
Plans.
210.07 Ground Sign. Signs and posts designated to be reset shall be removed, cleaned, and
reset at designated locations, including all work necessary to provide the existing posts with
break -away devices, where required.
210.08 Sign Structure. Sign structures shall be sandblasted and repainted before reinstallation.
210.09 Traffic Signal. Traffic signals designated to be reset shall be removed along with existing
poles and electrical equipment. New concrete footings shall be installed along with any new
electrical equipment necessary to restore the structure to service at the new location. Equipment
and materials shall be cleaned before being reset.
210.10 Adjust Structure. Adjusting structures shall apply, but not be limited to, manhole rings
and covers, inlet gratings andframes, water valve boxes, water meters, gate posts, and other
structures and facilities. Construction operations shall consist of raising, lowering, moving, or
removing masonry or concrete; adding brick -work, masonry, or concrete; and resetting grates,
frames, or rings and covers to fit the new construction. Structures in the traveled roadway shall
be adjusted to a tolerance of 1/4 inch to 1/2 inch below the surface of the roadway. Work on
water services shall be subject to inspection and testing by the owners. Damage to any fire
hydrant or any part of the water system by the Contractor shall be repaired at the Contractor's
expense.
210.11 Flashing Beacon. Reset flashing beacon shall consist of providing a new concrete
foundation or footing, adjustments of post and breakaway device as required, and providing all
electrical equipment and materials necessary to restore the installation to service at the new
location. The Contractor shall provide necessary connections from the nearest power source or
from the source designated on the plans to the new location.
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Method of Measurement
210.12. The quantity to be measured where items are reset or adjusted on an "each" basis shall
be the actual number of those items restored for service at new location, completed and
accepted.
Concrete foundation pads will be measured and paid for as "Concrete Foundation Pad" per
Section 613.
Concrete footings for ground signs and overhead sign structures, if required, will be measured
and paid for per Section 614.
Steel post extensions, if required, will be measured and paid for as "Steel Signpost" per Section
614, of thetype shown on the plans.
The quantity to be measured where items are reset or adjusted on a "linear foot" basis shall be
the actual number of linear feetof the items completed and accepted, measured end to end,
except guardrail and snow fence. Guardrail will be measured as the actual number of linear feet
completed and accepted, as shown on the CDOT Standard Plans. Snow fence shall be
measured end to end of the anchor posts.
The quantity to be measured for "Relay Pipe" shall be the number of linear feet of re-laid pipe
including end sections, measured end to end, in place, completed and accepted.
The quantity to be measured for "Reset Mailbox Structure" shall be the number of supporting
structures, complete with mailboxes, restored at new locations and accepted. Moving the
mailbox structures for temporary mail service during construction, and installing new support
post, base, mounting brackets, and hardware will not be measured or paid for separately but
shall be included in the work.
Resetting of structures, fences, and related materials shall include all work necessary to remove
the items from their existing location to the new location, and shall include all mounting hardware,
footings, and all other work necessary to complete the reset item, except for new fence posts.
Fence posts required and approved will be measured and paid for per Section 607.
Resetting of traffic signals, poles, controllers, cabinets, preemption units, coordination and
interconnection equipment, and related equipment and materials shall include all work
necessary to remove the items from their existing location and resetthem at the new location,
and shall include all mounting hardware, footings, other electrical equipment and service, and
all other materials and work necessary to complete the reset item in service at the new location.
Basis of Payment
210.13. The accepted quantities, measured as provided above, will be paid for at the contract
price for each of the pay items listed below that appear in the bid schedule.
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The Contractor shall install a replacement mailbox suitable to be approved by the Postmaster
and Weld County. If the existing mailbox is deteriorated and is no longer serviceable then a new
mailbox suitable to approval of the US Postmaster and Weld County shall be installed. No
separate payment will be made.
If the existing culvert ends that are identified to be salvaged and reused are damaged during
removal, as determined by the Engineer, the Contractor shall provide a new end section at no
additional cost to Weld County. No separate payment will be made.
If existing cattleguards have deteriorated and are no longer serviceable then new cattleguards
of similar size and purpose suitable to Weld County shall be installed. Payment will be made in
accordance with Section 611, Cattle Guards.
Structure excavation and structure backfill required for "Relay Pipe" will be measured and paid
for per Section 206. Any void in the structure excavation prism created by the removal of pipe
will be excluded from measurement and payment of structure excavation.
Except as otherwise provided in the Contract, collars and connecting devices will not be
measured and paid for separately but shall be included in the work.
Payment will be made under:
Pay Item
Pay Unit
Reset
Each, Linear Foot, Square Yard, Lump Sum
Relay Pipe ( )
Linear Foot
Adjust
Each, Linear Foot
Modify
Each
Reset Mailbox Structure (Type _)
Each
Adjust Guardrail
Linear Foot
Reset End Section
Each
Reset Cattle Guard
Each
352
Section 211 — Dewatering and Diversions
Description
211.01. This work consists of dewatering temporary excavations and constructing temporary
diversions required to control groundwater and surface water for the installation of hydrologic
structures (e.g., concrete box culvert, ditches, irrigation structures, culverts, etc.).
All diversion and dewatering activities shall be performed per Sections 107.25 and 208 of the
Specifications.
All dewatering activities shall be performed per Colorado Department of Health and Environment
dewatering regulations.
Contractor is cautioned that the work involves construction in and around irrigation channels and
areas of local drainage. These areas are subject to frequent periodic inundation.
Materials
211.02. On -site materials may be used within the limits of construction to construct temporary
dams and berms. Materials such as plastic sheeting, sand bags, inflatable devices and storm
sewer pipe may also be used if desired by Contractor. The Contractor shall provide all required
materials and equipment to facilitate dewatering activities.
Dewatering shall also include all materials, equipment, erosion/sediment control measures, and
personnel required for the treatment of groundwater, surface water, or stormwater that has come
into contact with construction materials.
Construction Requirements
211.03. Requirements for diverting and controlling surface and groundwater during construction
are as follows:
(a)
Dewatering Plan. The Contractor's method of dewatering and water disposal, including
pumping and discharge equipment, must be approved by the Engineer before
implementation. Prior to the preconstruction conference the Contractor shall submit their
dewatering plan to the Engineer for approval. The dewatering plans and water disposal
shall be in compliance with Subsection 107.25 - "Water Quality Control". Contractor shall
obtain all necessary permits and submit copies to the Engineer before commencing any
dewatering activities.
The dewatering plan shall include the following:
1. Copies of all permits required for dewatering, treatment of, and/or disposing of the
water. Other permits required for construction or operation of the dewatering system
including drilling of wells, temporary power drops, etc. shall be provided.
353
2. Method statement detailing how dewatering activities will be minimized in excavations.
3. Method of measuring surface water or groundwater discharge. The method statement
shall include procedures for verifying that water levels have been lowered to the
specified levels prior to trench or structure excavation and installation.
4. Listing of equipment descriptions including the size, number, type, capacity, and
location of equipment during dewatering operations. The discharge locations and the
capacity of those locations shall be provided.
5. Location and details for sediment and erosion control measures to be utilized to
ensure that all water discharged in the dewater process is treated in accordance with
the CDPHE dewatering and discharge permits.
6. Methods of testing surface water and groundwater to determine the appropriate
disposal methods;
7. Detailed methods for water disposal;
8. If applicable, name of the facility where contaminated water is to be delivered. If an
agreement is required with a third party to accept the discharges, the Contractor shall
include them if the dewatering plan.
9. Contingency plan for higher than anticipated flows when the capacity of the planned
discharge and disposal locations may be exceeded.
10. Contingency plans for equipment and/or power failures.
11. Plans and design calculations, sealed and signed by a Professional Engineer licensed
in the State of Colorado which support the dewatering plan including but not limited
to:
a. Method for determining the design flow;
b. Map showing location of the discharge points;
c. Phasing plans; and
d. Site restoration plans show how the area will returned to its original configuration.
(b) General Dewatering Requirements. When diverting surface water and/or groundwater
through the project area, the Contractor shall ensure that comingling of offsite and onsite
water does not occur unless all of the water discharging from the site is treated before
releasing it offsite. Irrigation water shall be piped through the project, wherever possible, in
354
order to avoid comingling with onsite water and the subsequent treatment of the water
before its release offsite.
For all excavation, Contractor shall provide suitable equipment and labor to remove water,
and shall keep the excavation dewatered so construction can be carried on under
dewatered conditions. The Contractor shall dewater, by pumping or by excavating trenches
leading to a positive gravity outlet, to a depth of at least three feet below the underside of
any permanent structural element including but not limited to footings, cutoff walls,
headwalls, etc. before exposing their proposed bearing surfaces.
The dewatering process shall be commenced a sufficient amount of time in advance of
placing excavation equipment thereon to prevent undue disturbance of the foundation soil.
If, in the opinion of the Engineer, equipment is causing undue disturbance, the Engineer
may require further drying of the bearing area or place limitations on the type of equipment
permitted on the bearing area. The Engineer may require the Contractor to place (at the
Contractor's expense) additional filter material beyond any limits that may be shown on the
plans to compensate for the loss of bearing capacity.
The water level shall be maintained below the level of placed concrete for at least three
days before the water level is allowed to rise.
(c) Structure Dewatering Construction Requirements:
The Contractor shall obtain a construction dewatering permit and water quality shall
conform to subsection 107.25(b)(7) & (8) of the Specifications prior to the start of the
dewatering process.
Contractor shall be responsible for investigating and becoming familiar with all site
conditions that may affect the work including surface water, potential flooding conditions,
level of groundwater and the time of year the work is to be done.
The Contractor shall design a dewatering system to achieve the required level of
dewatering. This system may incorporate wells, well points, interception trenches, sumps,
etc. The dewatering system shall include discharge conveyances to an approved disposal
location. The Contractor shall submit details of this plan as described above.
Discharge shall comply with all State & Federal requirements. The water quality shall
conform to subsection 107.25(b)(8) of the Specifications and applicable CDPHE discharge
requirements.
The Contractor shall furnish, install, and prepare for operation, all necessary machinery,
appliances and equipment to maintain all structure excavations free from water during
construction.
355
Contractor shall provide temporary power sources for all dewatering equipment that
requires a power source. Generators shall be contained to prevent fuel spillage onto the
ground.
Pumps and generators used for dewatering and water control shall be quiet equipment
enclosed in sound deadening devices.
Contractor shall conduct operations in such a manner that storm or other waters may
proceed uninterrupted along their existing drainage courses. By submitting a bid,
Contractor acknowledges that Contractor has investigated the risk arising from such waters
and has prepared their bid accordingly, and assumes all of said risk. Dewatering discharge
to or across adjacent canals, drains, right-of-way, and private property outside of the
designated limits of construction shall not be allowed unless the Contractor has obtained
written approval from agency or property owner having jurisdiction. The Contractor shall
provide copies of the agreements with dewatering plan submittal as described above.
The Contractor shall dewater and dispose of water in such a manner that it does not cause
injury to public or private property, or to cause a nuisance or a menace to the general public.
The Contractor shall lower and maintain a static water level at least three feet (3') below
the bottom of the excavation prior to excavating below the water table to maintain the
undisturbed state of the foundation soils and allow placement of riprap, bedding material
and backfill to the required density.
The Contractor shall remove all groundwater, seepage, stormwater and other water that
accumulates in the excavation during construction. All structure excavations shall be kept
free of water during construction or until otherwise requested by the Contractor and
approved by the Engineer.
The Contractor shall prevent the softening of the bottom of excavations and the formation
of "quick" conditions or "boils" during excavation. The occurrence of such conditions will
require over -excavation and subsequent backfilling of soils meeting the requirements of the
CDOT Specifications at no additional cost to the Owner.
Additional costs for trench bottom stabilization resulting from inadequate dewatering and
non-compliance with the specifications included herein, as determined by the Engineer,
shall not be measured and paid for separately but shall be included in the work.
The Contractor shall compact native soil at the bottom of the excavation prior to placing
bedding in accordance with the specifications.
All excavations made as part of dewatering operations shall be backfilled with the same
type of material as was removed and compacted to ninety five percent (95%) of Maximum
Standard Proctor Density (ASTM D698) except where replacement by other materials
and/or methods are required.
356
Prior to advancing the structure excavation below the pre -construction groundwater level,
the Contractor shall excavate a test pit or install another form of groundwater measurement.
Water levels in the test pit shall be measured and recorded and the information provided to
the Engineer. Measured water levels shall show that the groundwater has been lowered to
the minimum level stated herein. If monitoring shows that the specified level of dewatering
has not been achieved, the Contractor shall cease construction of the affected work, and
continue dewatering or modify dewatering activities until the specified level of dewatering
is achieved at no additional cost to the Owner.
The Contractor shall install, operate, and maintain the dewatering system so adjacent
channel banks, structures, and property are not endangered by the reduction in the
groundwater level. Any damage to adjacent property resulting from Contractor's alteration
of surface or subsurface drainage patterns shall be repaired by Contractor at no additional
cost to the Owner.
The Contractor shall monitor discharge from dewatering operations for changes in visual
or odor components indicating the presence of contaminants including, but not limited to,
gasoline and pesticides and other hazardous materials and toxins.
The Contractor's superintendent shall routinely monitor conditions in excavations where
dewatering is being performed to verify performance requirements are being met and that
conditions in the excavation are in accordance with the Contract Documents. Monitoring
shall occur at least once per day and more often if conditions require.
Notify Engineer of any observations that may jeopardize the Work or is not in accordance
with the Contract Documents.
The Contractor shall cease dewatering operations and notify Engineer and regulatory
agencies immediately upon observation of conditions that may indicate the presence of
hazardous contaminants in the dewatering discharge or excavation.
Contractor shall remove all temporary water control facilities when they are no longer
needed or at the completion of the Project.
The Contractor shall remove the temporary water control facilities in accordance with
applicable State and Federal rules and regulations.
I(d) Surface Water Control. Surface water control generally falls into the following categories:
The Contractor shall restore the dewatering area(s) to repair/replace any surface impacted
by the dewatering activities. The impacted area(s) shall be returned to a condition as good
a condition or better than the preconstruction conditions at no additional costs to the
Project.
1. Normal low flows along the channel
357
2. Storm/flood flows along the channel
3. Flows from existing storm drain pipelines; and
4. Local surface inflows not conveyed by pipelines
Contractor shall coordinate, evaluate, design, construct, and maintain temporary water
conveyance systems. These systems shall not worsen flooding, alter major flow paths, or
worsen flow characteristics during construction. Contractor is responsible to ensure that
any such worsening of flooding does not occur. Contractor is solely responsible for
determining the methods and adequacy of water control measures.
At a minimum, Contractor shall be responsible for diverting the quantity of surface flow
around the construction area so that the excavations will remain free of surface water for
the time it takes to install these materials, and the time required for curing of any concrete
or grout. Contractor is cautioned that the minimum quantity of water to be diverted is for
erosion control and construction purposes and not for general protection of the
construction -site. It shall be Contractor 's responsibility to determine the quantity of water
which shall be diverted to protect the Work from damage caused by stormwater.
Contractor shall, at all times, maintain a flow path for all channels. Temporary structures
such as berms, sandbags, pipeline diversions, etc., may be permitted for the control of
channel flow, as long as such measures are not a major obstruction to flood flows, do not
worsen flooding, or alter historic flow routes.
The Contractor's method of diverting the surface water shall be approved by the Engineer
before implementation. The Contractor shall submit a diversion plan for review and
approval 30 calendar days before implementation in accordance with Subsection 105.02.
The diversion plan shall include the following:
1. Method statement addressing all requirements including copies of the relevant permits
required for stream diversion; and
2. Plans and design calculations, sealed and signed by a Professional Engineer licensed
in the State of Colorado, support the diversion plan including but not limited to:
a. Method for determining design flow;
b. Surface water profiling and conveyance calculations;
c. Phasing Plans; and
d. Site restoration plans showing how to return the stream bed to its original
configuration as it was before construction.
358
(e) Groundwater Control. Contractor shall install adequate measures to maintain the level of
groundwater below the foundation subgrade elevation and maintain sufficient bearing
capacity for all structures, pipelines, earthwork, and rock work. Such measures may
include, but are not limited to, installation of perimeter sub -drains, pumping from drilled
holes or by pumping from sumps excavated below the subgrade elevation. Dewatering from
within the foundation excavations shall not be allowed. The foundation bearing surfaces
are to be kept dewatered and stable until the structures or other types of work are complete
and backfilled. Disturbance of foundation subgrade by Contractor operations shall not be
considered as originally unsuitable foundation subgrade and shall be repaired at
Contractor's expense.
Any temporary dewatering trenches or well points shall be restored following dewatering
operations to reduce permeability in those areas as approved by Engineer.
Method of Measurement
211.04. In order to construct the drainage infrastructure, it is possible that the Contractor will
need to maintain flow in a channel or ditch. If needed, diverting flows in the channel shall be
included as part of the Dewatering pay item.
Work required to comply with water quality and permit requirements shall not be measured and
paid for separately but shall be included in the work.
The dewatering plan will not be measured and paid for separately but shall be included in the
work.
No separate measurement for payment will be made for any labor, equipment, erosion/sediment
control measures, and materials required for this item. The price will include all of Contractor's
costs. This item includes:
1. Implementing measures to control surface water and groundwater.
2. Obtaining and transferring all required permits, upon approval.
3. Providing temporary power as required.
4. Evaluating, designing, constructing, maintaining, and monitoring dewatering measures
5. Installing erosion/sediment control measures including but not limited to: check dams,
pumps, dewatering bags, earth embankments, diversion channels, sheet pile, wells,
turbidity curtains, or any other material necessary for dewatering.
6. Monitoring, sampling, analysis, and water quality reports if required.
7. Protect work from base flows and storm events.
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8. Providing all other related and necessary labor, equipment, and materials to complete the
work.
Basis of Payment
211.05. Payment will be on a daily basis for the time that the Contractor starts to put their Water
Control and Dewatering in place to the time it is removed as accepted by the Engineer.
Dewatering will not be paid for on days when no dewatering occurs. The Engineer at their sole
discretion will determine if dewatering occurred.
Dewatering operations shall be terminated as quickly as possible and shall not continue beyond
the time needed for the construction activity.
Dewatering requires pre -approval by the Engineer.
The cost of restoring the surface of dewatering areas shall not be measured and paid for
separately but shall be included in the cost of the Work.
Payment will be made under:
Pay Item
Pay Unit
Dewatering
Day
360
Section 212 — Seeding, Fertilizer, Soil Conditioner, and Sodding
Description
212.01. This work consists of application of fertilizer, soil amendments, seedbed preparation,
and placing seed and sod.
Substitutions from this specification will not be allowed unless submitted in writing to the
Engineer and approved by the Engineer.
Multiple seeding operations shall be anticipated as portions of the job site shall be seeded as
they are completed in order to take advantage of the growing conditions and to comply with
Section 208 and the remainder of this section.
Materials
212.02. Seed, Fertilizers, Soil Conditioners, Mycorrhizae, Elemental Sulfur, and Sod.
(a) Seed. The seed mix identified for use on this project is specified below.
Common Name
Varieties
Pounds PLS/Acre
Western wheatgrass
Arriba, Barton, Rosana
2.50
Blue Grama
Hachital, Lovington
1.50
Sideoats Grama
Vaughn, Butte, Niner, El Reno, Haskell
2.25
Smooth Brome
Lincoln, Manchar
2.00
Sand dropseed
0.25
Perennial Ryegrass
Calibra or Garibaldi tetraploid
0.75
Slender Wheatgrass
Pryor, Revenue, or San Luis
2.50
Alkaligrass
Fults II, Salt on Sea
1.25
Switchgrass
Nebraska 28, Blackwell
1.50
I
Total
I
14.00
WB-cedar wheat or approved equivalent shall be used as a nurse crop and shall be added
to the Seed Mixtures at a rate of 15 PLS per acre.
Native grass and nurse crop seeding shall be done using the appropriate seed drill.
Seed shall be delivered to the project site in sealed bags tagged by a registered seed
supplier conforming to the requirements of the Colorado Seed Act, CRS 35-27-111(1).
Seed used on the project shall not be in the Contractor's possession for more than 30 days
from the date of pickup or delivery on the seed vendors packing slip. Bags which have been
opened or damaged before Engineer inspection will be rejected. The State required legal
tags shall remain on the bag until opened and the seed is placed in either the drill or
hydraulic seeders in the presence of the Engineer. The Engineer shall remove all tags after
seed has been planted. Each seed tag shall clearly show the following:
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(1) Name and address of the supplier
(2) Botanical and common name for each species
(3) Lot numbers
(4) Percent by weight of inert ingredients
(5) Guaranteed percentage of purity and germination
(6) Pounds of Pure Live Seed (PLS) of each seed species
(7) Total net weight in pounds of PLS in the sealed bag
(8) Calendar month and year of test date
Seeds shall be free from all noxious weed seeds per Colorado Seed Act (CRS 35-17)
prohibited noxious weed seed list.
Weed seed content shall not exceed the requirements in part 7.2 of the Colorado
Department of Agriculture's Seed Act Rules and Regulations.
Seed which has become wet, moldy, or damaged in transit or in storage will not be
accepted.
Seed and seed labels shall conform to all current State regulations and to the testing
provisions of the Association of Official Seed Analysis. Computations for quantity of seed
required on the project shall include the percent of purity and percent of germination.
The Contractor shall store seed under dry conditions, at temperatures between 35 °F to 90
°F, under low humidity and out of direct sunlight. The Contractor shall provide the location
of where seed is stored and access to stored seed locations to the Engineer. Seed stored
by the Contractor for longer than 30 days will be rejected.
(b) Organic Fertilizer. Fertilizer derived directly from plant or animal sources shall conform to
Colorado Revised Fertilizer Rules 8 CCR 1202-4. Fertilizer shall be uniform in composition
and shall be delivered to the site in the original, unopened containers, each bearing the
manufacturer's name, address, and nutrient analysis. Fertilizer bags (containers) which
arrive at the project site opened, damaged, or lacking a label will be rejected. The
Contractor shall only use bulk shipments such as tote bags or super sacks that have a
manufacturer's original label and sealed at the manufacturing facility. Fertilizer which
becomes caked or damaged will not be accepted. Fertilizer shall be stored according to
manufacturer's recommendations in a dry area where the fertilizer will not be damaged.
Soil in all areas to receive native seed shall be fertilized and conditioned as identified by
the topsoil test recommendations specified in Section 207.
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Organic fertilizer formulation being submitted for use must be registered with the Colorado
Department of Agriculture.
Verification tests may be conducted by Weld County on grab samples of organic fertilizer
delivered to the site to determine the reliability of bag label analysis and for ingredients
which are injurious to plants. If a product of any supplier is found to consistently deviate
from the bag level analysis, the acceptance of that product will be discontinued. Copies of
the failing test reports will be furnished to the Colorado State Board of Agriculture for
appropriate action under the "Colorado Fertilizer Law".
Fertilizer shall be supplied in one of the following physical forms:
(1) A dry free -flowing granular fertilizer, suitable for application by agricultural fertilizer
spreader.
(2) A homogeneous pellet, suitable for application by agricultural fertilizer spreader. Pellet
size shall be 2-3 mm. Smaller may be allowed when Seeding (Native) Hydraulic is
shown on the plans.
(3) A soluble form that will permit complete suspension of insoluble particles in water,
suitable for application by power sprayer.
The application rate of the organic fertilizer shall be either as high or low nitrogen (N)
fertilizer at the rates shown on the plans or as recommended by the Soil Testing Laboratory.
In the absence of an application rate shown on the plans and a recommendation from the
Soil Testing Laboratory, an application rate of 30 Ibs/ac Nitrogen, 40 Ibs/ac Phosphorous
as P2O5, and 40 Ibs/ac of Potassium as K2O shall be used.
II
High N organic fertilizer chemical analysis shall conform to Table 212-1.
Table 212-1 — Chemical Analysis for Hi N Fertilizer
Ingredient
I Range
Test Method
Nitrogen (N) (%)
16 — 10
AOAC Official Method 993.13 Nitrogen (Total) in Fertilizers
Combustion Method
Phosphorus (P) (%)
I 1 — 8
AOAC Official Method 960.03 Phosphorus (Available) in
Fertilizers
Potassium (K) (%)
I 1 — 8
AOAC Official Method 983.02 Potassium in Fertilizers
Low N organic fertilizer chemical analysis shall conform to Table 212-2.
0
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Table 212-2 — Chemical Analysis for Low N Fertilizer
II Ingredient
II Range
Test Method
II Nitrogen (N) (%)
II 2-5
AOAC Official Method 993.13 Nitrogen (Total) in
Fertilizers Combustion Method
II Phosphorus (P) (%)
II 3-8
AOAC Official Method 960.03 Phosphorus (Available) in
Fertilizers
II Potassium (K) (%)
II 1-8
AOAC Official Method 983.02 Potassium in Fertilizers
Organic fertilizers shall conform to Table 212-3.
Table 212-3 — Organic Fertilizer Properties
Criteria
Range
Moisture content by weight
< 6%
(c) Compost (Mechanically Applied). Soil in all areas to receive native seed shall have compost
applied as identified by the topsoil test recommendations outlined in Section 207. Compost
shall be suitable for use in Erosion Log (Type 2) and permanent seeding applications.
Compost shall not contain visible refuse, other physical contaminants, or substances
considered harmful to plant growth. Compost shall be used per all applicable EPA 40 CFR
503 standards for Class A biosolids including the time and temperature standards.
Materials that have been treated with chemical preservatives as a compost feedstock will
not be permitted.
The Contractor shall provide material that has been aerobically composted in a commercial
facility. Compost shall be from a producer that participates in the United States Composting
Council's (USCC) Seal of Testing Assurance (STA) program. The Department will only
accept STA approved compost that is tested per the USCC Test Methods for Examining of
Composting and Compost (TMECC) manual.
Verification tests may be conducted by Weld County on grab samples of compost delivered
to the site to determine the gradation and physical properties. Testing may be done for
indication of ingredients which are injurious to plants. Sampling procedures will follow the
STA 02.01 Field Sampling of Compost Materials and 02.01-B Selection of Sampling
Locations for Windrows and Piles. If a product is found to consistently deviate from the
gradation and property analysis, the acceptance of that product will be discontinued. Copies
of the failing test reports will be furnished to the USCC.
1. Compost for permanent seeding soil conditioner locations onsite and application rates
shall be as shown on the plans or at the rate recommended by the Soil Testing
Laboratory. In the absence of an application rate being provided on the plans and from
the Soil Testing Laboratory, the application rate for compost shall be 2 tons/acre.
Organic matter in compost shall be no more than 2 inches in length.
Compost (Mechanically Applied) for permanent seeding shall meet the gradation and
physical properties as shown in Table 212-4 and Table 212-5. The Contractor shall
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provide a written explanation for compost tested parameters not within the acceptable
requirements for review and consideration.
The Contractor shall provide documentation from the composting facility confirming
that the material has been tested per USCC TMECC.
Table 212-4 — Gradation for Permanent Seeding Compost
I Sieve Size
Minimum
% Passing
Maximum %
Passing
I Test Method
125.0 mm (1")
I 100
I
TMECC 02.02-B, "Sample Sieving for
Aggregate Size Classification"
119.0 mm (3/4")
I 90
I
100
TMECC 02.02-B, "Sample Sieving for
Aggregate Size Classification"
'6.25 mm (1/4")
I 70
I
100
TMECC 02.02-B, "Sample Sieving for
Aggregate Size Classification"
0
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Table 212-5 — Properties for Permanent Seeding Compost
Compost
Parameters
Reported as
Requirements
Test Method
pH
pH units
6.0 - 8.5
TMECC 04.11-A
Soluble Salts
(Electrical
dS/m (mmhos/cm)
< 5.0
TMECC 04.10-A
Conductivity)
Moisture Content
%, wet weight basis
25% - 50%
TMECC 03.09-A
Organic Matter
Content
%, dry weight basis
20% - 50%
TMECC 05.07-A
Organic Matter
Content
pounds per cubic yard
>240
Carbon to Nitrogen
Ratio (C:N)
< 15:1
Man-made Inert
Contamination
(plastic, concrete,
ceramics, metal,
etc.)
%, dry weight basis
< 1'Y°
TMECC 03.08-A
Stability
(respirometry)
mg CO2-C per g TS per day
mg CO2-C per g OM per day
8 or below
TMECC 05.08-B
(PASS/FAIL) Limits:
TMECC 07.01-B
Select Pathogens
and weed free
Salmonella < 3 MPN/4 grams of
TS, or Coliform Bacteria < 1000
Pass
Fecal Coliforms,
or 07.02
MPN/gram
Salmonella
(PASS/FAIL)
Limits (mg kg -1, dw basis):
Arsenic (As) 41, Cadmium (Cd)
Trace Metals
39,
Copper (Cu)1500, Lead (Pb) 300,
Mercury (Hg) 17, Nickel (Ni) 420,
Selenium (Se) 100, Zinc (Zn)
Pass
TMECC 04.06
2800
Maturity (Bioassay)
Percent
Emergence
%, (average)
> 80%
TMECC 05.05-A
Relative Seedling
Vigor
%, (average)
> 80%
TMECC 05.05-A
Table Notes: Use the STA Lab bulk density lb/cu ft as received, multiplied by organic matter
as received, multiplied by 27 to calculate pounds per cubic yard of organic matter.
2. Compost for Erosion Log (Type 2) shall meet the gradation and physical properties as
shown in Table 212-6 and Table 212-7.
II
Table 212-6 — Gradation for Erosion Log (Type 2) Compost
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Sieve Size
Minimum
% Passing
Maximum
% Passing
Test Method
75.0 mm (3")
100
TMECC 02.02-B, "Sample Sieving for Aggregate
Size Classification"
25.0 mm (1")
90
100
TMECC 02.02-B, "Sample Sieving for Aggregate
Size Classification"
9.5 mm (3/8")
10
50
TMECC 02.02-B, "Sample Sieving for Aggregate
Size Classification"
Table Notes: Organic matter for erosion log compost shall be no more than 4 inches in length.
Compost shall be from a producer that participates in the USCC STA program.
Table 212-7 — Properties for Erosion Loa (Type 2) Compost
Compost Parameters
Reported as
Requirements
Test Method
pH
pH units
6.0 - 8.5
TMECC 04.11-A
Soluble Salts
(Electrical Conductivity)
I dS/m (mmhos/cm)
I < 5.0
I TMECC 04.10-A
Moisture Content
%, wet weight basis
< 60%
TMECC 03.09-A
Organic Matter Content
%, dry weight basis
25% - 100%
TMECC 05.07-A
Man-made Inert
Contamination
(plastic, concrete,
ceramics, metal, etc.)
I °/0, dry weight basis
I < 0.5%
I TMECC 03.08-A
Stability (respirometry)
mg CO2-C per g TS per
mg CO2-Cdper g OM per
day
I N/A
I TMECC 05.08-B
Select Pathogens and
weed free
(PASS/FAIL) Limits:
Salmonella < 3 MPN/4
grams of TS, or Coliform
Bacteria < 1000
MPN/gram
I Pass
TMECC 07.01-B
Fecal Coliforms, or
07.02 Salmonella
Trace Metals
(PASS/FAIL)
Limits (mg kg -1, dw basis):
Arsenic (As) 41, Cadmium
(Cd) 39, Copper,
(Cu)1500, Lead (Pb) 300,
Mercury (Hg) 17, Nickel
(Ni) 420, Selenium (Se)
100, Zinc (Zn) 2800
I Pass
I TMECC 04.06
Percent Emergence
%, (average)
N/A
N/A
Relative Seedling Vigor
%, (average)
N/A
N/A
(d) Biotic Soil Amendments (Hydraulically Applied). Biotic Earth Black hydraulic growth
medium (HGM) or approved equivalent shall be used. In order to be considered an
equivalent to Biotic Earth Black, the submitted HGM shall meet or exceed every
specification category. The HGM shall be composed from a combination of thermally and
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mechanically processed straw and flexible flax fibers; sphagnum peat moss or certified
compost and other organic growth enhancing additives as shown in Table 212-8.
Biotic soil amendments shall be pre-packaged in ultraviolet and weather resistant
packaging and labeled from the manufacturer. Bags (containers) which arrive at the project
site opened, damaged, or lacking a label will be rejected. Bulk shipments such as tote bags
will be rejected. Biotic soil amendments shall be stored in locations not exceeding 80 °F.
I n addition to the HGM, the Soil Testing Laboratory may recommend additional soil fertilizers
and conditioners which shall be added. If additional fertilizer and soil conditioner
recommendations are provided, they shall be applied.
The Contractor shall submit the Application Rates Guide, Installation and Mixing
Instructions, and Product Specifications to the Engineer for approval. The Contractor shall
submit a letter of certification from the Manufacturer or Representative showing the
products meet or exceed all material composition requirements, laboratory testing
properties, and product packaging requirements. Certification shall detail that the straw or
fiber was processed at over 160 °F to ensure material is weed free. The Contractor shall
provide a CTR with independent laboratory analysis per subsection 106.13.
The HGM shall be applied at a rate of 4,500 pounds/acre unless otherwise specified by the
Soil Testing Laboratory. Special application rate considerations may be required depending
on environmental and soil conditions along with erosion potential on the site. At no time
will field mixing of organic fiber materials be allowed.
The use of mulch tackifier (Plantago Insularis or pre -gelatinized corn starch polymer) shall
be per Section 213. It shall be used as a wetting agent at a rate of 30 pounds per acre.
Biotic soil amendments shall provide a continuous and uniform cover and shall consist of
one of the components in Table 212-8 and all of the performance and physical properties
in Table 212-9.
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Table 212-8 — Required Percentage Ranges of Biotic Soil Amendments
Components
Units
Requirement
Professional grade sphagnum peat moss, certified
composts and other organic growth enhancing
additives.
%, dry weight
basis
57%
Mechanically and thermally processed straw
consisting of weed free agricultural straw, flexible flax
fiber
%, dry weight
basis
I 40%
Trace Minerals, plant based biodegradable co-
polymer, sugars, starches, proteins, and 16 amino
acids (including folic acid, vitamin A, and triacontanol
growth stimulants/regulators)
%, dry weight
basis
I 2%
Multiple species of both mycorrhizae and beneficial
bacteria
%, dry weight
basis
11`)/0
Table 212-9 — Performance and Physical Requirements of Biotic Soil Amendments
Parameters
Reported as
I Requirement
Test Method
pH
pH units
5.0 - 7.5
Saturated media extract
method
Moisture content
%, wet weight basis
10% - 50%
ASTM D 2974
Organic matter content
%, dry weight basis
> 95%
ASTM D586
Carbon Nitrogen Ratio
Ratio C:N
< 25-45:1
ASTM E1508
Acute Toxicity
(Pass/Fail)
Pass (non-toxic)
EPA TM 2002.0
Table Notes: The Contractor shall provide a CTR with independent laboratory analysis for the
required parameters in accordance with subsection 106.13.
(e) Humate. The Contractor shall provide a screened dry granular form of organic humic and
fulvic acid substance. Humate shall be pre-packaged and labeled from the manufacturer.
Bags (containers) which arrive at the project site opened, damaged, or lacking label will be
rejected. The Contractor shall only use bulk shipments such as tote bags or super sacks
that have a manufacture's original label and sealed at the manufacturing facility. Humate
shall be stored in locations not exceeding 80 °F. Humate shall be provided per the rates
shown on the plans. Product shall conform to the parameters in Table 212-10 and Table
212-11.
Table 212-10 — Screened Size Reauirements for Humate
Seeding Method
Reported as
Requirement
Seeding (Native) Drill, Hydraulic and Broadcast
inches
< 1/4
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Table 212-11 — Performance and Physical Requirements of Humate
I Parameters
I Reported as
Require
ment
I Test Method
Organic Matter
%, dry weight basis
>70%
Fines (material that is finer than the No.
%, dry weight basis
<2%
ASTM D7928
200 (75-µm) sieve)
pH
pH units
3.0 - 4.5
ASTM D1293
Acute Toxicity
Pass / Fail
Non Toxic
ASTM 7101 or
EPA Method
2021 or 2002
I Humic and Fulvic Acids
1%, dry weight basis
I> 70%
A & L Western
method; total
alkali extractable
I Carbon Content
1%, dry weight basis
40% -
50
Moisture Content
%, dry weight basis
< 20%
Heavy Metal / Ash Content
%, dry weight basis
< 15%
Table Notes: The Contractor shall provide a CTR with independent laboratory analysis for the
required parameters per subsection 106.13.
(f) Mycorrhizae. Mycorrhizae shall arrive onsite in original and undamaged packaging.
Handling of this material shall follow manufacturer's safety recommendations. Mycorrhizae
shall be stored onsite in such a way as to avoid exposure to direct sunlight for more than
four hours and to prevent package temperatures to rise above 85 °F. The endo mycorrhizal
inoculum shall provide at least 60,000 propagules per pound and shall contain all of the
following species and conform to the parameters in Table 212-12:
1.
Glomus intraradices (a.k.a. Rhizophagus intraradices)
2. Glomus mosseae (a.k.a. Funneliformis mosseae)
3. Glomus aggregatum (a.k.a. rhizophagus aggregatus)
4. Glomus etunicatum (a.k.a. Claroideoglomus etunicatum)
Table 212-12 — Physical Reauirements of Endo Mycorrhizae
Parameters
Reported as
Requirement
Test Method
Acute Toxicity
Pass or Fail
Non Toxic
ASTM 7101 or EPA Method 2021 or 2002
Table Notes: The Contractor sha I provide a CTR with independent laboratory analysis has been
done on the product for the required parameters per subsection 106.13.
The following rates shall be used for Seeding Methods:
1. For Seeding (Native). Drill, the mycorrhizae product shall be provided as a dry free -
flowing granular material, suitable for application by agricultural drill seeder.
Application rate shall be 8 pounds per acre.
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2. For Seeding (Native). Hydraulic, the mycorrhizae product shall be provided as a fine
granular (< 2 mm) or powdered form (particle size less than 300 microns) that will
permit complete suspension and used with hydro -seeder equipment. Application rate
shall be 20 pounds per acre.
3. For Seeding (Native) Broadcast, the mycorrhizae product shall be provided as a dry
free -flowing granular material, suitable for application by fertilizer spreader.
Application rate shall be 20 pounds per acre.
(g)
Elemental Sulfur. The Contractor shall provide a free -flowing granular material consistent
in size suitable for application by agricultural spreader and conform to the parameters in
Table 212-13. Elemental sulfur shall arrive onsite in original and undamaged packaging.
Table 212-13 — Physical Reauirements of Elemental Sulfur
Parameters
Reported as
Requirement
Guaranteed Analysis of Elemental Sulfur (S)
%
> 90
Bulk Density
Lbs per cu. ft.
> 75
The elemental sulfur application rate shall be at the rate specified on the plans or as
recommended by Soil Testing Laboratory.
(h) Sod. Sod shall be nursery grown and 99 percent weed free. Species shall be as shown on
the plans. The 1 percent allowable weeds shall not include undesirable perennial or annual
grasses, or plants defined as noxious by current State statute or county noxious weed list.
Soil thickness of sod cuts shall not be less than % inch or more than 1 inch. Sod shall be
cut in uniform strips with minimum dimensions of 18 inches in width and 48 inches in length.
The Contractor shall submit a sample of the sod proposed for use, which shall serve as a
standard if approved. Sod furnished, whether in place or not, that is not up to the standard
of the sample will be rejected. Weld County will reject all sod that was cut more than 72
hours before installation.
Each load of sod shall be accompanied by a certificate from the grower stating the type of
sod and the date and time of cutting. The Contractor shall submit the certificate to the
Engineer before application of the sod. Only sod that is accompanied by the certificate from
the grower will be accepted and paid for.
Construction Requirements
212.03 Submittals. The Contractor shall provide the name and contact information of the
seeding contractor 30 days before start of seeding work. The Contractor shall provide two copies
of items (1) - (15) listed below 5 days before the Pre -Vegetation Conference per Section 207.
(1) Written confirmation from the registered seed supplier, on the Contractor's letterhead, that
the Contract specified seed has been secured. No substitutions of the contract specified
seed will be permitted unless evidence is submitted, from one of the registered seed
371
suppliers that the Contract specified seed is not available and will not become available
during the anticipated construction period.
(2) Seed vendor's "seed dealer" endorsement.
(3) A copy of each seed species germination report of analysis that verifies the lot has been
tested by a recognized laboratory for seed testing within 13 months before the date of
seeding.
(4) A copy of each seed species purity laboratory report of analysis that verifies that the lot has
been tested by a recognized laboratory for seed testing. The report shall list all identified
species, seed count, and date of test.
(5) Manufacturer's documentation stating that the fertilizer meets the Contract requirements.
(6) Organic fertilizer documentation showing manufacturer and chemical analysis.
(7) Permit issued from CDPHE confirming that the vendor can produce or sell compost per
House Bill (HB) 1181.
(8) Documentation from the compost manufacturer that it is a participating member of in the
U.S. Composting Council's Seal of Testing Assurance Program (STA).
(9) Results of compost testing on an STA Compost Technical Data Sheet confirming all
required test methods are met using the STA Program.
(10) Sample of physical compost (at least one cubic foot of material).
(11) Manufacturer's documentation confirming that biotic soil amendment meets the required
physical and performance criteria based on independent testing by the manufacturer.
(12) Manufacturer's documentation confirming that humate meets the required physical and
performance criteria based on independent testing by the manufacture.
(13) Manufacturer's documentation confirming that mycorrhizae meets the physical criteria
based on independent testing and that the minimum required species is provided.
(14) Pictures and descriptions of seeding equipment proposed to be used on the project. Based
on the seeding methods required at a minimum this should include the drill seeder,
hydraulic seeder, cultipacker or seed bed roller implements.
(15) Instructions and documentation on how seeders will be calibrated onsite, per subsection
212.05(a).
212.04 Seeding Seasons. Seeding in areas that are unirrigated shall be restricted according to
the parameters in Table 212-14.
372
Seeding accomplished outside the time periods listed above will be allowed only when the
Contractor's request is approved by the Engineer in writing. If requested by the Contractor, the
Contractor must agree to perform the following work at no cost to Weld County: reseed, remulch,
and repair areas which fail to produce species indicated in the Contract. If seeding is ordered by
the Engineer outside the time periods listed above, the cost to repair areas that fail to produce
species will be paid for by Weld County.
Table 212-14 — Seeding Seasons
Zone
I Spring Seeding
I Fall Seeding
Below
6000 feet
April 1St or spring thaw(') to June
15th
September 15th or until consistent ground
freeze(2)
Table Notes:
(1) "Spring thaw" is the earliest date in a new calendar year in which seed can be buried '/2 inch
into the surface soil (topsoil) through normal drill seeding methods.
(2) "Consistent ground freeze" is the time during the fall months in which the surface soil (topsoil),
due to freeze conditions, prevents burying the seed '/2 inch through normal drill seeding
operations. Seed shall not be sown, drilled, or planted when the surface soil or topsoil is in a
frozen or crusted state.
212.05 Native Seeding Methods. Areas to be seeded shall be installed per SWMP Permanent
Stabilization Plan.
All amendments shall be applied based on the seeding method and rates specified on the plans
or recommended by Soil Testing Laboratory. All seed shall be done per the rates specified in
the Specifications.
The Contractor shall submit a proposed Permanent Stabilization Phasing Plan to the Engineer
before the Pre-revegetation Conference for approval showing how the SWMP Permanent
Stabilization Plans will be implemented to minimize traffic loading damage to subgrade soil
prepared and seeded areas. The proposed sequencing shall consider and identify strategies
and site management control measures to protect seeded areas from foot, vehicle, and other
disturbances. The strategic planning of the permanent seeding and mulch shall consider all other
phasing of construction activities including traffic management and utility work. Areas damaged
due to the Contractor's failing to protect the seeded areas shall be repaired at no cost to the
Department. Seeded areas damaged due to circumstances beyond the Contractor's control shall
be repaired and reseeded as ordered. Payment for corrective work, when ordered, shall be at
the Contract prices shown and per subsection 109.04.
The following seeding application methods shall not be implemented during winds which are
consistently higher than 20 MPH, or when the ground is frozen, excessively wet, or otherwise
untillable. The Engineer may test to see if the moisture level in the soil is acceptable to work the
soil by performing a Soil Plasticity Test as described in the CDOT Construction Manual. Multiple
seeding operations shall be anticipated, based on acceptable seeding conditions. The seeding
methods to be implemented shall be one or more of the following, as shown on the plans:
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Seeding (Native) Drill.
1. Soil Preparation. Slopes flatter than 2:1, shall be tilled into an even and loose seed
bed 4 inches deep. Slopes 2:1 or steeper shall be left in a roughened condition. Slopes
shall be free of clods, sticks, stones, debris, concrete, and asphalt in excess of 4
inches in any dimension and brought to the desired line and grade. Roll, rake and
remove ridges and fill depressions, as required to meet finish grades. Limit fine
grading to areas that can be planted within 24 hours after fine grading has been
completed. No additional payment will be made if the Contractor has to complete fine
grading or for fine grading more than one time.
2. Fertilizer, Compost, and Elemental Sulfur. The Contractor shall uniformly apply
compost and elemental sulfur on the surface of the topsoil using an agricultural
spreader at the rate outlined in above. All competitive, non-native vegetation shall be
uprooted and hauled offsite before spreading amendments. If SWMP Site Maps are
not included in the Contract, the Contractor shall use the Grading or Roadway plan
sheets.
When compost and elemental sulfur is required, the Contractor shall homogenously
incorporate the compost and elemental sulfur into the top 6 inches of topsoil. Tillage
of the amendments shall be completed using a disc and harrow, field cultivator, vibra-
shank, or other method suitable to site conditions. For small areas tillage shall be
completed using rotary tillers. No measurable depth of organic amendment shall be
present on the surface.
The shanks on the back of a grader or dozer shall not be used for tillage. Tillage may
take multiple passes to achieve the desired harmonious incorporation. If multiple
passes are required, the Contractor shall cross till the soil with the second pass
occurring at a 30 -degree angle to the first pass. On slope areas, all tillage shall be
parallel to the contour. For projects that will utilize aggregate or recycled asphalt
shouldering material amendments, tillage is not required under shouldering material.
Projects seeding up to the edge of pavement, tillage is not required for first 12" from
the edge of pavement.
When fertilizers are required, the Contractor shall uniformly apply fertilizer on the
surface of the topsoil using an agricultural spreader and then work it into the soil to a
depth of four inches (4") with a disc, spring tooth harrow or other suitable equipment.
When HGM is required, the HGM shall be mixed in the tank following the procedures
outlined below:
A. Fill tank with water to a level where the paddles are 1/4 covered and may be
activated.
B. Activate the mechanical agitation system.
374
C. Prime pump and any discharge hoses before adding any HGMs.
D. Add the appropriate amount and type of soil stabilizer and tackifier as
recommended for the site -specific application. Allow soil stabilizer and tackifier
and water to mix for 5 minutes before adding HGMs. See manufacturer
application rate chart for amounts of specific Soil Stabilizer & Tackifier and
HGMs.
E. Continue filling tank with water to approximately % full and begin adding bags
of HGMs.
F. All quantity of HGMs should be added before the water level reaches 85% of
the tank's capacity.
G. Add seed and/or other amendments to slurry as required.
H. Completely fill tank with water and allow slurry to mix for a minimum of 5
minutes or until all HGMs are mixed into a consistent slurry.
3. Seedbed Preparation. Amended topsoil shall be cultivated to a firm but friable
seedbed using cultipacker or seed bed roller implements. Crusted hard soils shall be
broken up and all areas shall be free of clods, sticks, stones, debris, concrete, and
asphalt in excess of 4 inches in any dimension per Section 207. Areas shall be left in
a rough and uncompacted condition with a surface variance of 2 to 4 inches.
4. Seed and Mycorrhizae. Prior to seeding, the finished grade of the soil shall be 1 inch
below the top of all curbs, junction and valve boxes, walks, drives and other structures.
Seeding shall be done within two days of seedbed preparation efforts (tilling or
scarifying). If a rain event occurs that compacts or erodes the seedbed before
performing seeding, the seedbed shall be re -prepared as directed by the Engineer.
Areas shall be seeded by mechanical power drawn drills suitable for area soils,
topography, and size followed by packer wheels. Mechanical power drawn drills shall
have furrow openers and depth bands set to maintain a planting depth of at least %
inch and not more than '/2 inch and shall be set to space the rows not more than 8
inches apart. Seeding equipment shall have a double disk opener, seed box agitator,
and seed metering device.
The seeder shall be calibrated by collecting seed from a single drop tube in the
presence of the Engineer based on the following procedure. The Contractor shall
provide the tape measure, scale, collection cup, and seed bag with complete label
from the supplier. The Contractor may submit an alternative method for approval at
the site Pre -vegetation Conference.
IA. Measure the total width (W) of the drill seeder in feet.
375
B. Count the number of drill rows (N) on the seeder.
C. On drill seeders that the tire drives the seeding mechanism, measure the tire
circumference (C) in feet.
D. Calculate the number of rotations the tire will complete per acre using the
following equation:
A = one acre or 43,560 square feet (SF)
A /W = feet (F) the drill seeder needs to travel for each acre
F/C = number of rotations (R) of the tire per acre
E. Reduce the amount of tire rotations by one tenth.
.90R = # Tire rotations to calibrate seeder (RCS)
F. Find the seeding rate (LBS PLS / Acre) on the Stormwater Management Plan.
G. Using the information from the seed tag, convert the PLS seed rate to a bulk
seeding rate using the following equations:
PLS = (% purity (in decimal form) from seed label) x (% germination (in decimal
form) from seed label)
(LBS PLS / Acre) from the SWMP / % PLS = Required bulk seed per acre in LBS
H. Reduce the required bulk seed per acre based on the number of seeder tubes.
Required bulk seed per acre / N = Weight in LBS of bulk seed from one tube
I. Reduce the required bulk seed rate from the tube by one tenth.
0.90 x Weight of bulk seed from one tube = Collected bulk seed weight (CBS) in
LBS
J. Set the drill seeder to the correct seeding rate using the manufacturer's
recommendation.
K. With the collection cup under one tube and the driving wheel jacked up, rotate
the tire the RCS amount of times. Use the value stem to count the rotations.
L. Using the scale, weigh the seed in the collection cup.
376
II
M. Adjust the drill calibration until the weight of bulk seed in the collection cup
equals the CBS in LBS.
Biotic Soil Amendment, Fertilizer, Humate, Mycorrhizae and Seed. If these items are
required, they shall be mixed according to the process outlined below.
The HGM or biotic soil amendment shall be mixed in the tank following the procedures
outlined below:
A. Fill tank with water to a level where the paddles are % covered and may be
activated.
B. Activate the mechanical agitation system.
C. Prime pump and any discharge hoses before adding any HGMs.
D. Add the appropriate amount and type of soil stabilizer and tackifier as
recommended for the site -specific application. Allow soil stabilizer and tackifier
and water to mix for 5 minutes before adding HGMs. See manufacturer
application rate chart for amounts of specific Soil Stabilizer & Tackifier and
HGMs.
E. Continue filling tank with water to approximately % full and begin adding bags
of HGM.
F. All quantity of HGMs should be added before the water level reaches 85% of
the tank's capacity.
G. Fertilizer and mycorrhizae shall then be added until the tank has reached 3/4 of
its required volume.
H. Add seed and/or other amendments to slurry as required.
I. Completely fill tank with water and allow slurry to mix for a minimum of 5
minutes or until all HGMs are mixed into a consistent slurry.
Drill seeders shall be recalibrated every time the drill is mobilized onsite. The Contractor
shall submit a written statement that the equipment is calibrated and shall provide the
correct depth based on conditions before seeding actions are initiated. The Contractor
shall continuously monitor equipment to ensure that it is providing a uniform seed
application.
Mycorrhizae granules shall be included with the seed in the drill seeder such that the
mycorrhizae is placed at or below the seed.
377
The distance between furrows produced using the drill shall not be more than 8 inches.
If rows on the drill exceed 8 inches, the Contractor shall drill the areas twice (if
achievable at 30 -degree angles to each other) at no additional cost to Weld County.
After seeding, the furrows that were created by the drill shall be maintained in place.
Construction traffic, other than what is needed to mulch the areas, shall not be permitted
on the areas completed.
Permanent stabilization mulching shall be accomplished within 24 hours of drill seeding.
(b) Seeding (Native) Hydraulic. Hydraulic seeding shall not be allowed unless approved in
advance by the Engineer. If hydraulic seeding is approved, it shall be completed at twice
the rate specified in the Contract at no additional cost to the project. If hydraulic seeding is
approved, the hydraulic seeding shall be completed as outlined below.
This method utilizes water as the carrying agent and mixes biotic soil amendments, seed,
organic fertilizer, humates, mycorrhizae and elemental sulfur into a single slurry for
hydraulic application. The Contractor shall furnish and place combined slurry with a hydro -
seeder that will maintain a continuous agitation and apply homogenous mixture through a
spray nozzle. The pump shall produce enough pressure to maintain a continuous, non -
fluctuating spray that will reach the extremities of the seeding area. Water tanks shall have
a means of measuring volume in the tank. Seed shall be added to the slurry onsite, no more
than 60 minutes before starting application. Slurry shall be applied from a minimum of two
opposing directions to achieve complete soil coverage.
The application of the single slurry shall be applied within four hours of adding Mycorrhizae.
The Contractor shall prevent seed, fertilizer, and mulch from falling or drifting onto areas
occupied by rock base, rock shoulders, plant beds, or other areas where grass is
detrimental. The Contractor shall remove material that falls on plants, roadways, gravel
shoulders, structures, and other surfaces where material is not specified.
(c) Seedbed Preparation. All areas shall be loosened to at least 6 inches, leaving the surface
in rough condition with a surface variance of 6 to 8 inches. On steep slopes, tillage shall be
accomplished with appropriate equipment as the slope is constructed. Soil areas shall be
tilled to produce loose and friable surfaces with crusted hard soils broken up. All slopes
shall be free of clods, sticks, stones, debris, concrete, asphalt and all other materials in
excess of 4 inches in any dimension. All competitive, non-native vegetation shall be
uprooted and hauled offsite before spreading amendments. Under no circumstances shall
the ground surface be smooth and compacted.
(d) Biotic Soil Amendment, Fertilizer, Humate, Mycorrhizae and Seed. If these items are
required, they shall be mixed according to the process outlined below.
The HGM or biotic soil amendment shall be mixed in the tank following the procedures
outlined below:
378
(1) Fill tank with water to a level where the paddles are % covered and may be
activated.
(2) Activate the mechanical agitation system.
(3) Prime pump and any discharge hoses before adding any HGMs.
(4) Add the appropriate amount and type of soil stabilizer and tackifier as recommended
for the site -specific application. Allow soil stabilizer and tackifier and water to mix for
5 minutes before adding HGMs. See manufacturer application rate chart for amounts
of specific Soil Stabilizer & Tackifier and HGMs.
(5) Continue filling tank with water to approximately % full and begin adding bags of
HGM.
(6) All quantity of HGMs should be added before the water level reaches 85% of the
tank's capacity.
(7) Fertilizer and mycorrhizae shall then be added until the tank has reached 3/4 of its
required volume.
(8) Add seed and/or other amendments to slurry as required.
(9) Completely fill tank with water and allow slurry to mix for a minimum of 5 minutes or
until all HGMs are mixed into a consistent slurry.
Hydraulic seeding equipment shall include a pump capable of being operated at 100 gallons
per minute and at 100 pounds per square inch pressure. The equipment shall have a nozzle
adaptable to hydraulic seeding requirements. Storage tanks shall have a means of
estimating the volume used or remaining in the tank.
Seed shall be added to the slurry onsite no more than 60 minutes before starting
application. The Contractor shall increase the Seed Plan rates (LBS PLS / Acre) by 2 times
at no additional cost to Weld County. The Contractor may be required to apply slurry using
multiple hoses to ensure uniform application to all areas of the site. Coverage rates shall
be based on the volume of material in the tank, as verified by the Engineer. Areas of lighter
applications (covering more area than what is calculated) will require additional application,
as directed at no additional cost to the County.
An appropriate curing period shall be per manufacturer's recommendations and shall
consider forecasted weather conditions.
Permanent stabilization mulching shall be accomplished within 24 hours of hydraulic
application of native seed.
379
Seeding (Native) Broadcast. This method utilizes hand equipment to broadcast spread
amendments and seed over prepared seedbeds.
Broadcasting seed will be permitted only on small areas that are not accessible to machine
methods. Areas to be broadcast seeded shall be approved in writing by the Engineer prior
to the start of seeding.
A. Fertilizing, Compost, Humate and Elemental Sulfur. The Contractor shall uniformly
apply compost and elemental sulfur on the surface of the placed topsoil using an
agricultural spreader at the rate of application specified on the plans or as
recommended by the Soil Testing Laboratory. All competitive non-native vegetation
shall be uprooted and hauled offsite before spreading amendments.
The Contractor shall homogenously incorporate the compost into the top 6 inches of
soil. Tillage of the amendments shall be completed using appropriate tools depending
on the size of the area to be worked. Contractor shall use hand tillers or approved
small space implements.
Once incorporation of compost and elemental sulfur is approved, the Contractor shall
uniformly apply organic fertilizer and humates on the surface of the topsoil using an
agricultural spreader.
B. Seedbed Preparation. Amended topsoil shall be cultivated to a firm but friable
seedbed using tractor implements. Crusted hard soils shall be broken up and all areas
shall be free of clods, sticks, stones, debris, concrete, and asphalt in excess of 4
inches in any dimension per Section 207. Areas shall be left in a rough condition with
a surface variance of 2 to 4 inches. Under no circumstances shall the ground surface
be smooth and compacted.
C. Seed and Mycorrhizae. Before seeding, the finished grade of the soil shall be 1 inch
below the top of all curbs, junction and valve boxes, walks, drives and other structures.
Seeding shall be accomplished within two days of seedbed preparation efforts (tilling
or scarifying) to make additional seedbed preparation unnecessary. If a rain event
occurs that compacts or erodes the seedbed before performing seeding, the seedbed
shall be re -prepared as directed.
Areas shall be seeded by broadcast -type seeders (cyclone or approved mechanical
seeders). The Contractor shall increase the Seed Plan rates (LBS PLS / Acre) as
shown on the plans by 2 times at no additional cost to Weld County.
After seeding, mycorrhizae shall be evenly hand -distributed across the area. Seed
and mycorrhizae shall be covered by hand raking and covering with '/4 to '/2 inch of
topsoil. To ensure seeds have a firm contact with the soil the Contractor shall use a
heavy roller as approved in the Site Pre -vegetation Conference. Mycorrhizae shall not
be exposed to sunlight for more than four hours. Using equipment with continuous
cleat tracks (cat -tracking) to cover seed is not permitted.
380
II
Permanent stabilization mulching shall be accomplished within 24 hours of broadcast
seed application of native seed.
212.06 Seeding (Temporary). Areas of topsoil shall be seeded with annual grasses per SWMP
Interim Site Maps or as directed by the Engineer.
Temporary seeding may take place at any time during the year as long as the ground is not
covered in snow and topsoil is not frozen. Topsoil may be placed in a stockpile or distributed on -
grade after receiving subgrade soil preparation.
Interim stabilization for areas that receive temporary seeding shall be per subsection 208.04(e)2.
Seed shall not be included with interim hydraulic mulch applications.
The Contractor shall wait to amend topsoil until the area is ready for permanent seeding with
native seed mix shown on the SWMP. The Contractor shall use either the drill, hydraulic, or
broadcast method of seeding. Seeding rates (LBS PLS / Acre) shall be increased by 2 times for
hydraulic and broadcast methods at no additional cost to Weld County.
Seed shall meet the requirements of 212.02(a) and shall be selected from Table 212-15 based
on the application time.
Table 212-15 — Temporary Seed Mixes
II Common
Name
II Botanical
Name
�� Application Time
Seeding Rates
( LBS
PLS/Acre)
Planting
Depth
(inches)
II Oats
II Avena sativa
II October 1 - May 1
35
1 - 2
II Foxtail Millet
IISetaria italica
II May 2 - September 30
II
30
II
1/2 - 3/4
The Contractor shall restrict motorized vehicle and foot traffic from areas that have received
temporary seeding.
212.07 Seeding (Lawn). Lawn grass seeding shall be accomplished in the seeding seasons per
subsection 212.03.
(a) Fertilizing and Soil Conditioning. The first application of fertilizer, soil conditioner, or both
shall be incorporated into the soil immediately before seeding, and shall consist of a soil
conditioner, commercial fertilizer, or both as designated in the Contract. Fertilizer called for
on the plans or as recommended by the Soil Testing Laboratory shall be worked into the
top 4 inches of soil. Biological nutrient, culture, or humate based material shall be applied
at the rate recommended by the Soil Testing Laboratory and shall be applied in a uniform
application onto the soil service. Organic amendments shall be applied uniformly over the
soil surface and incorporated into the top 6 inches of soil.
The second application of fertilizer shall consist of a fertilizer having an available nutrient
analysis of 20-10-5 applied at the rate of 100 pounds per acre. It shall be uniformly
381
broadcast over the seeded area three weeks after germination or emergence. The area
shall then be thoroughly soaked with water to a depth of 1 inch.
Fertilizer shall not be applied when the application will damage the new lawn.
(b) Seedbed Preparation. In preparation of seeding lawn grass, irregularities in the ground
surface, except the saucers for trees and shrubs, shall be removed. Measures shall be
taken to prevent the formation of low places and pockets where water will stand.
Immediately before seeding, the ground surface shall be tilled, or hand worked into an even
and loose seedbed to a depth of 6 inches, free of clods, sticks, stones, debris, concrete,
and asphalt in excess of 2 inches in any dimension and brought to the desired line and
grade.
(c) Seeding. Seed shall be drilled with mechanical landscape type drills. Broadcast type
seeders or hydraulic seeding will be permitted only on small areas not accessible to drills.
Seed shall not be drilled or broadcast during windy weather or when the ground is frozen
or untillable.
212.08 Sodding.
(a) Fertilizing and Soil Conditioning. Before laying sod, the 4 inches of subsoil underlying the
sod shall be treated by tilling in fertilizer, compost, or humates as shown on the plans or as
recommended by the Soil Testing Laboratory. Amendments shall be applied uniformly over
the soil surface and incorporated into the top 6 inches of soil.
After laying the sod, it shall be fertilized with a fertilizer having a nutrient analysis of 20-10-
5 at the rate of 200 pounds per acre. Fertilizer shall not be applied when the application will
damage the sod.
(b) Soil Preparation. Before sodding, the ground shall be tilled, or hand worked into an even
and loose sod bed to a depth of 6 inches, and irregularities in the ground surface shall be
removed. Sticks, stones, debris, clods, asphalt, concrete, and other material more than 2
inches in any dimension shall be removed. Depressions or variances from a smooth grade
shall be corrected. Areas to be sodded shall be smooth before sodding occurs.
(c) Sodding. Sod shall be placed by staggering joints with all edges touching. On slopes, the
sod shall run approximately parallel to the slope contours. Where the sod abuts a drop inlet,
the subgrade shall be adjusted so that the sod shall be 1-'/2 inches below the top of the
inlet.
Within one hour after the sod is placed and fertilized it shall be watered. After watering, the
sod shall be permitted to dry to the point where it is still wet enough for effective rolling. The
Contractor shall roll the sod in two directions with a lawn roller capable of applying between
50 - 80 pounds per square inch of surface pressure to eliminate air pockets.
382
Method of Measurement
212.09. The quantities of lawn seeding, and the three native seeding types will not be measured
but shall be the quantities designated in the Contract, except that measurements will be made
for revisions requested by the Engineer, or for discrepancies of plus or minus five percent of the
total quantity designated in the Contract.
The quantity of sod will be by the actual number of square feet, including soil preparation, water,
fertilizer, and sod, completed and accepted.
Fertilizer, compost, elemental sulfur, humates, and mycorrhizae soil amendments for seeding
methods (drill, hydraulic, and broadcast) will not be measured separately but shall be included
in the work unless they are identified as separate pay items in the plans. If these items are
identified as separate pay items in the Contract, they will be measured by the actual quantity of
material applied and accepted by the Engineer.
Measurement for acres will be by slope distances.
Hydraulic Growth Medium shall be measured by the actual quantity of material applied and
accepted.
Basis of Payment
212.10. The accepted quantities of lawn seeding, native seeding, soil conditioning, and sod will
be paid for at the contract unit price for each of the pay items listed below that appear in the bid
schedule. Rejected seed that has been stored longer than 30 days shall be re -ordered at the
expense of the Contractor.
Topsoil preparation including incorporating and applying amendments, seedbed preparation,
water, and seed mix (LBS PLS/Acre) will not be measured and paid for separately but shall be
included in the work.
Calibrating, adjusting, or readjusting seeding or fertilizing equipment will not be measured and
paid for separately but shall be included in the work.
No additional cost will be accepted for approved substitution of specified seed mix.
Additional seedbed preparation before seeding to correct compaction or erosion from storm
events will not be measured and paid for separately but shall be included in the work.
Additional mobilizations as needed to complete seeding within allowed seeding seasons will not
be measured and paid for separately but shall be included in the work.
Removal of all competitive, non-native vegetation before spreading amendments will not be
measured and paid for separately but shall be included in the work.
383
0 Payment w
Pay Item
Pay Unit
Organic Fertilizer
Pound, Acre
Compost (Mechanically Applied)
Cubic Yard, Acre
Biotic Soil Amendments (Hydraulically Applied) j
Pound
Biotic Earth Black (HGM)
Acre
Humate
Pound
Mycorrhizae
Pound
Elemental Sulfur
Pound, Acre
Seeding (Native)(Drill)
Acre
Seeding (Native)(Hydraulic)
Acre
Seeding (Native)(Broadcast)
Acre
Seeding (Wetland)(Drill)
Acre
Seeding (Wetland)(Hydraulic)
Acre
Seeding (Wetland)(Broadcast)
Acre
Seeding (Temporary)
Acre
Seeding (Lawn)
Acre
Sod
Square Foot
Soil Conditioning (Fertilizer)
Acre
Soil Conditioning (Compost)
Acre
Soil Conditioning (Elemental Sulfur)
Acre
Unless specifically identified as separate pay items in the plans, Organic Fertilizer, Compost
(Mechanically Applied) and Mycorrhizae soil amendments for Seeding (Native) methods drill,
hydraulic, and broadcast will not be measured separately and shall be included in the cost of the
work.
384
Section 213 — Mulching
Description
213.01. This work consists of mulching the seeded areas, furnishing and placing wood chip
mulch in the planting beds and plantsaucers, furnishing and applying hydro -mulch with tackifier
on roadway ditches and slopes, furnishing and placing tackifier on mulch or soil on roadway
ditches or slopes, and furnishing and installing metal landscape border for the separation of
planting beds, per the Contract or as directed. Mulching may be accomplished by the crimping
method using straw or hay, by the hydraulic method using wood cellulose fiber mulch, or by other
approved methods with approved materials. When a specific mulching method is required, it will
be designated in the Contract.
This work includes furnishing and applying spray -on mulch blanket or bonded fiber matrix on top
of rock cuts and slopes after seeding or as daily stabilization as shown on the plans or as directed
by the Engineer.
Materials
213.02. Materials shall conform to the following requirements.
(a) Mulching. Materials for mulching shall consist of Certified Weed Free field or marsh hay or
straw of oats, barley, wheat, rye or triticale certified under the Colorado Department of
Agriculture Weed Free Forage Certification Program and inspected as regulated by the
Weed Free Forage Act, Title 35, Article 27.5, CRS. Each certified weed free mulch bale
shall be identified by one of the following:
(1) One of the ties binding the bale shall consist of blue and orange twine, or
(2) The bale shall have a regional Forage Certification Program tag indicating the
Regional Forage Certification Program Number.
Mulch shall be inspected for and Regionally Certified as weed free based on the Regionally
Designated Noxious Weed and Undesirable Plant List for Colorado, Wyoming, Montana,
Nebraska, Utah, Idaho, Kansas and South Dakota.
The Contractor shall not unload certified weed free mulch bales or remove their identifying
twine, wire, or tags until the Engineer has inspected and accepted them.
The Contractor shall provide a transit certificate that has been filled out and signed by the
grower and by the Department of Agriculture inspector.
The Contractor may obtain a current list of Colorado Weed Free Forage Crop Producers
who have completed certification by contacting the Colorado Department of Agriculture,
Division of Plant Industry.
385
Straw or hay in a stage of decomposition (discolored, brittle, rotten, or moldy) or old, dry
mulch which breaks in the crimping process will not be accepted.
The type and application rate of mulch material shall be as designated in the Contract.
Straw or hay mulch shall be a minimum of 10 inches in length. Straw or hay in a stage of
decomposition (discolored, brittle, rotten, or moldy) or old, dry mulch that breaks in the
crimping process will not be accepted.
(b) Wood Cellulose Fiber Mulch. Wood cellulose fiber mulch shall consist of virgin wood fibers
manufactured expressly from clean whole wood chips. The chips shall be processed in
such a manner as to contain no growth or germination inhibiting factors. Fiber shall not be
produced from recycled materials such as sawdust, paper, cardboard, or residue from pulp
and paper plants. The wood cellulose fibers of the mulch must maintain uniform suspension
in water under agitation. Upon application, the mulch material shall form a blotter like mat
covering the ground. This mat shall have the characteristics of moisture absorption and
percolation and shall cover and hold seed in contact with the soil. The Contractor shall
obtain certifications from suppliers that laboratory and field testing of their product has been
accomplished, and that it meets all of the foregoing requirements pertaining to wood
cellulose fiber mulch.
The wood cellulose fiber mulch shall conform to the following specifications:
Table 213-1 — Wood Cellulose Fiber Mulch Requirements
Property
Requirement
Percent moisture content
10.0% ± 3.0%
Percent Organic Matter* (Wood Cellulose Fiber)
99.3% ± 0.2%
Percent Ash Content*
0.7% ± 0.2%
pH
4.9 ± 0.5
Water Holding Capacity*
1200-1600 grams**
Table Notes:
*Oven Dried Basis
**Per 100 grams of fiber
The wood cellulose fiber mulch shall be packaged in units containing current labels, with
the manufacturer's name, the net weight, and certification that the material meets the
foregoing requirements for wood cellulose fiber mulch.
(c) Mulch Tackifier. Material for mulch tackifier shall consist of a free -flowing, noncorrosive
powder produced either from the natural plant gum of Plantago Insularis (Desert
Indianwheat) or pre -gelatinized 100 percent natural corn starch polymer. The powders
shall possess the following properties:
Table 213-2 — Properties of Plantago Insularis (Desert Indian Wheat
Property
Requirement
Test Method
pH 1'Y° solution
6.5 - 8.0
386
Table 213-3 — Properties of Pre -gelatinized 100 Percent Natural Corn Starch
Polymer
Property
Requirement
Organic Nitrogen as protein
5.5-7%
Ash content
0-23/0
Fiber
4-5%
pH 1`)/0 solution
6.5 — 8.0
Size
100% thru 850 microns (20 mesh)
Settleable solids
<2%
All fibers shall be colored green or yellow with a biodegradable dye.
The material used for mulch tackifier shall not contain any mineral filler, recycled cellulose
fiber, clays, or othersubstances which may inhibit germination or growth of plants. Water
shall conform to subsection 209.02.
(d) Wood Chip Mulch. Wood chip mulch shall consist of fresh, moist pole peelings material
having approximate dimensions; Width: 1/4 to 1/2 inch; Length: 3 to 4 inches.
The Contractor shall submit a sample to the Engineer for approval at least 30 days before
placing on the project.
(e) Metal Landscape Border. The metal landscape border shall consist of a strip of metal such
as steel conforming to ASTMA1011 or approved equal.
(f)
Spray -on Mulch Blanket. Spray on mulch blanket shall be one of the following, unless
otherwise shown on the plans:
1. Spray -on Mulch Blanket (Type 1) shall be a hydraulically applied matrix conforming to
the following:
Table 213-4 — Properties of Mulch Blanket (Type 1
Properties
Requirement
Test Method
Organic Fibers
71`)/0 Min.
ASTM D2974
Cross linked Mulch Tackifiers
10% ± 2% Min.
Reinforcing Fibers
2.5% Min.
Biodegradability
100%
ASTM D5338
Ground Cover at Application Rate
90% Min.
ASTM D6567
Functional Longevity
12 Months Min.
Cure Time
< 8 hours
Application Rate
3,000 lb./acre
The organic fiber shall not contain lead paint, printing ink, varnish, petroleum products,
seed germination inhibitors, or chlorine bleach. The organic fibers and reinforcing
interlocking fibers cannot be produced from sawdust, cardboard, paper, or paper by-
products.
387
2. Spray -on Mulch Blanket (Type 2) shall be a hydraulically applied matrix pre-packaged
in 50 -pound bags containing both a soil and fiber stabilizing compound and thermally
processed wood fiber.
The wood fiber mulch shall be manufactured through a thermo-mechanical defibrating
processcontaining a specific range of fiber lengths averaging 0.25 inches or longer.
Mulch Blanket (Type 2) shall meet the following requirements:
Table 213-5 — Properties of Mulch Blanket (Type 2)
Property
Requirement
Test Method
Fiber Retention On 28 -Mesh Screen
≥ 40%
Tyler Ro-Tap Method
Moisture Content
12% ± 2%
Total Air Dry WeightBasis
Organic Matter
99.2% ± 0.2%
Oven Dry Weight Basis
Ash Content
0.8% ± 0.2%
Oven Dry Weight Basis
pH at 3% Consistency In Water
4.5-7.0 ± 0.5%
Sterilized Weed -Free
Yes
Non -Toxic To Plant or Animal Life
Yes
Application rate
3,000 lb./acre
The soil and fiber stabilizing compound shall be composed of linear anionic
copolymers of acrylamide pre-packedwithin the bag having a minimum content of 1.0
percent. The compound shall conform to the following:
Table 213-6 — Soil and Fiber Stabilizing Compound Properties
Property
Requirement
Molecular Weight
≥ 12x106
Charge Density
> 25%
Non -Toxic To Plant or Animal Life
Yes
Bonded Fiber Matrices (BFM). BFM shall consist of hydraulically applied matrix with a
minimum of 70 percent non-toxic thermally processed or refined long strand organic fibers
and water soluble tackifier to provide erosion control andshall be designed to be functional
for a minimum of 9 months. BFMs form an erosion -resistant blanket that promotes
vegetation and prevents soil erosion. The BFM shall be 100 percent biodegradable. The
binder in the BFM shall also be biodegradable. BFMs shall conform to the following
requirements:
Table 213-7 — Bonded Fiber Matrices Properties
Property
Requirement
Test Method
Ground Cover (%)
95
ASTM D6567
Bio-degradability (%)
100
ASTM D5338
Functional Longevity (months)
9 month minimum
Cure Time (hours)
24-48
Cross -linked Tackifier
10% minimum
Application Rate (Ibs./Acre)
3,000
388
The fibers shall not contain lead paint, printing ink, varnish, petroleum products, seed
germination inhibitors, or chlorine bleach. Fiber shall not be produced from sawdust,
cardboard, paper, or paper by-products.
Construction Requirements
213.03.
(a) Hay or Straw Mulching. After seeding has been completed or when required for erosion
control, hay or straw shall be uniformly applied, at a minimum rate of 2 tons hay or 2.5 tons
straw per acre, with no bare soil showing, at the rate designated in the Contract or as
directed. It shall be crimped to a depth of 2 to 3 inches with a crimper or other approved
equipment. The Engineer may order hand -crimping on areas where mechanical methods
cannot be used. The seeded area shall be mulched and crimped and tackifier applied at a
rate in Subsection (c) within four hours after seeding. Areas not mulched and crimped within
four hours of seeded or before precipitation or damaging winds on -site shall be reseeded
with the specified seed mix at the Contractor's expense, before mulching and crimping.
The seeded area shall be mulched and crimped within four hours after seeding. Areas not
mulched and crimped within four hours after seeding or before precipitation or damaging
winds on site shall be reseeded with the specified seed mix at the Contractor's expense,
before mulching and crimping.
When tackifier is required in the Contract it shall be applied in the following order: (1)
mulching, (2) mulch tackifier.
(b) Hydraulic Mulching. Wood cellulose fiber mulch and mulch tackifier shall be added to water
to form a homogeneous slurry. The operator shall spray apply the slurry mixture uniformly
over the designated seeded area.
Hydraulic mulching shall not be done in the presence of free surface water.
Mixing procedure for the hydraulic mulch and tackifier mixture shall be as follows:
1. Fill tank with water approximately 1/4 full.
2. Continue filling while agitating with engine at full rpm.
3. Pour tackifier, at a moderate rate, directly into area of greatest turbulence.
4. With the recommended amount of tackifier in solution, add wood cellulose fiber mulch.
Do not add fertilizer.
5. Apply the hydro -mulch and tackifier mixture at the following rate:
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Wood Cellulose Fiber Mulch = 2,000 pounds/acre
Tackifier = 100 pounds/acre
(c) Mulch Tackifier. Mixing procedure for mulch tackifier shall be as follows:
1. Fill tank with desired amount of water and run engine at full RPM.
2. Add wood cellulose fiber. Agitate until a homogenous, non -lumpy slurry is formed. Do
not add fertilizer.
3. Slowly sift powdered tackifier into slurry and continue to agitate for at least five
minutes.
4. Mulch tackifier shall be sprayed over hay or straw using a nozzle that will disperse the
spray into a mist that will uniformly cover the mulch.
5. Application Rate: Apply this as an overspray at the following rate or as approved by
the Engineer.
Powder = 200 pounds/acre
Wood Cellulose Fiber = 300 pounds/acre
Water = 2,000 gallons/acre
(d) General. Mulch shall be tacked simultaneously or immediately upon completion of mulching
and crimping to avoid nonuniform coverage. Areas not properly mulched, or areas damaged
due to the Contractor's negligence, shall be repaired and re -mulched as described above,
at the Contractor's expense.
Mulch removed by circumstances beyond the Contractor's control shall be repaired and re -
mulched as ordered. Payment for this ordered corrective work shall be at the contract
prices.
The Engineer may order test sections be established for adjusting the mulching equipment
to assure conformance with the specified application rate. The Engineer may order
equipment readjustment at any time.
(e) Wood Chip Mulch. A4 -inch layer, unless otherwise shown in the plans, of wood chip mulch
shall be uniformly applied to all planting beds as shown on the plans or as directed. Wood
chip mulch shall be placed in all tree and shrub saucers in seeded areas. Wood chip mulch
shall be capable of matting together to resist scattering by the wind.
(f)
Metal Landscape Border. Metal landscape border shall be installed along the lines and at
the grades shown on the plans by an approved method that will not damage the border.
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Ends of metal landscape border shall overlap the next adjacent section a minimum of 6
inches. Metal landscape border shall be anchored with wire tie -downs at intervals of
approximately 2 feet. Wire tie -downs shall be 9 -gage wire at least 14 inches long. Metal
landscape border shall be inserted into the ground by driving against the wire tiedowns;
ground may be moistened to ease entrance into the ground. Driving on edge of metal
landscape border will not be permitted except when the edge is properly shielded. Metal
landscape border may be bent for sharp angles and overlapped at closure of perimeter.
(9)
Spray -On Mulch Blanket. Spray -on mulch blanket installation shall strictly comply with the
Manufacturer's mixing recommendations and installation instructions. No chemical
additives with the exception of fertilizer, soil pH modifiers, extended -term dyes and bio
nutrients will be permitted. The spray -on mulch blanket shall be mixed and applied as
follows:
The hydro -mulching vessel shall be filled with water to at least % capacity (high enough to
cover agitators) beforeadding any material. Continue to fill vessel with water and slowly
add the fibers while agitators are in motion. Runagitators at % speed. Continue to mix tank
a minimum of 10 minutes before application.
Apply spray -on mulch blanket in a uniform application using a minimum 22 -degree arc type
nozzle. Apply hydro slurryin two directions (from top of slope down and from toe of the
slope up, as well as, be applied at a minimum of two layers).
Co -polymer shall not be used use in channels, swales, or other areas where concentrated
flows are anticipated and should not be used on saturated soils that have groundwater
seeps.
(h) Bonded Fiber Matrices (BFM). Bonded fiber matrices shall strictly comply with the
Manufacturer's mixing recommendations and installation instructions. No chemical
additives with the exception of fertilizer, soil pH modifiers, extended -term dyes, and bio
stimulant materials shall be permitted. BFMs shall be applied in a uniform application using
a minimum 22 -degree arc type nozzle. BFMs shall be applied in two directions (from top of
slope down and from toe ofthe slope up, as well as, be applied at a minimum of two layers.
Biodegradable BFMs shall not be applied immediately before, during, or immediately after
rainfall if the soil is saturated.
BFMs shall not be used use in channels, swales, or other areas where concentrated flows
are anticipated and shall not be used on saturated soils that have groundwater seeps.
Foot traffic, mechanical traffic or grazing shall not be permitted on treated areas until
vegetated. Treated areas damaged dueto circumstances beyond the Contractor's control
shall be repaired or re -applied as ordered. Payment for corrective work, when ordered,
shall be at contract unit prices.
Method of Measurement
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213.04. The quantity of hay and straw mulch, wood chip mulch, wood fiber and, spray -on mulch
blanket, bonded fiber matrix, and tackifier will not be measured but shall be the quantity
designated in the Contract, except that measurements will be made forrevisions requested by
the Engineer, or for discrepancies of plus or minus five percent of the total quantity designated
in the Contract. Measurement for acres will be by slope distances.
The quantity of hydro -mulch and tackifier will not be measured separately but shall be included
in the work.
Metal landscape border will be measured by the linear foot of completed and accepted metal
border. Measured length of metal landscape border will not include required overlap splices.
Spray -on mulch blanket and bonded fiber matrix will be measured by the acre or by the actual
pounds of product applied, as shown on the plans. The area will be calculated on the basis of
actual or computed slope measurements. The Contractor shallverify, before application, weight
of spray on mulch blanket and bonded fiber matrix bags for certification of materials and
application rate.
Basis of Payment
213.05. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Mulching ()
Acre
Mulching (Hydraulic)
Acre
Mulching (Weed Free Hay)
Acre
Mulching (Weed Free Straw)
Acre
Mulching (Wood Chip)
Cubic Foot
Mulch Tackifier
Pound
Metal Landscape Border _ Inch
Linear Foot
Spray -on Mulch Blanket
Acre
Spray -on Mulch Blanket
Pound
Bonded Fiber Matrix
Acre
Bonded fiber Matrix
Pound
Water, wood fiber, mixing and application for mulch tackifier will not be measured and paid for
separately but shall be included in the work.
Adjusting or readjusting mulching equipment will not be paid for separately but shall be included
in the work.
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Payment for spray —on mulch blanket and bonded fiber matrix will be full compensation for all
work and materials necessary to complete the item.
IMulching (Hydro -mulch with Tackifier) shall not be measured and paid for separately but shall
be considered incidental to Seeding.
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Section 214 — Planting
Description
214.01. This work consists of furnishing all plants, labor, materials and equipment to install
herbaceous and woody plant material, referred to as "nursery stock". The work may also consist
of obtaining live "unrooted cuttings" from approved donor plants and installing them on the site
as shown on the plans.
All approvals and direction required from the Engineer in this specification will involve the
Engineer working directly with Weld County's staff, as identified in the Contract.
Materials
214.02. Nursery Stock and unrooted cuttings shall be of the minimum sizes and species as
designated on the plans, in healthy condition with normal well -developed branch and root
systems and shall conform to the requirements of the American Standard for Nursery Stock
(ANSI Z60.1-2014). For specified deep rooted container stock the container class volume ranges
shall be substituted with the requirements of this specification. See subsection 1.1.3.3 of the
American Standard for Nursery Stock regarding unclassified containers.
All nursery stock and unrooted cuttings shall be free from plant diseases and insect pests. All
shipments of plants shall comply with all nursery inspection and plant quarantine regulations of
the State of origin and destination, and the Federal regulations governing Interstate movement
of nursery stock. The Contractor shall submit proof of deposit that nursery stock, Contract
species and Contract quantity have been secured 30 days post Environmental Pre -Construction
Conference. For multi -year projects (two or more continuous years) the contractor shall submit
a schedule for approval documenting when proof of deposits on nursery stock will be provided.
The minimum acceptable sizes of all nursery stock, with branches in normal position, shall
conform to the measurements specified in the Landscape/Mitigation Plans.
Hardiness zones are defined in U.S. Department of Agriculture (USDA) 2012 Plant Hardiness
Zone Map publications. Only Nursery Stock rated for USDA Hardiness Zones 2, 3, 4, and 5 will
be accepted.
Other than approved unrooted cuttings or as otherwise approved by the Engineer, plants shall
be nursery grown for at least one growing season, or plants that have established themselves
per definitions set forth in the Colorado Nursery Act, Title 35, Article 26, CRS.
Field collected trees and shrubs shall have been root -pruned during their growing period in the
nursery per standard nursery practice outlined in the American Standard for Nursery Stock.
No species substitutions are permitted without written approval. If nursery stock of acceptable
quality and specified variety or size are not available, before any species substitutions will be
approved the Contractor shall supply to the Engineer three written letters from nurseries verifying
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that a species or plant size is not available. Once three letters are provided, the Contractor shall
with Engineer's written approval:
(1) Substitute acceptable nursery stock that are larger than specified at no change in Contract
price. For deep rooted nursery stock, the minimum depth requirement of the container must
be maintained as stated in this specification.
(2) Substitute smaller plants than those specified on the Landscape/Mitigation Plans at the
adjusted price or ratio stated in the written approval.
(3)
Substitute of plants of different genus, species or variety shall be submitted to the Engineer
for approval 30 days before installation at the adjusted price stated in the written request.
At the Environmental Pre -construction Conference, the Contractor shall name the nursery stock
supplier for all items. Nursery stock will be rejected for not meeting the Contract at any of the
four following times and locations:
(1) At the nursery stock supplier's location during inspection. The Engineer will notify the
contractor when the nursery stock will be inspected.
(2) On the project site at the time of delivery before planting.
(3) At the time of installation.
(4) At the partial or final acceptance walkthroughs on the project site.
Plant materials supplied by the Contractor shall be inspected by the Engineer at the growing site
and tagged or otherwise approved for delivery. Inspection at nursery does not preclude right of
rejection at construction site. Contractor shall remove rejected materials immediately from the
site at Contractors expense. The Contractor shall ensure that all nursery materials meet the
requirements of this Section before delivery.
Proposed materials shall be flagged at the nurseries by the Contractor before viewing by the
Engineer. The Contractor shall schedule with the Engineer a time for viewing plant material at
the nursery. Trips to nurseries shall be efficiently arranged to allow Engineer to maximize their
viewing time. A minimum of two weeks shall be allowed for this viewing before time that plants
are to be dug. When requested by the Engineer photographs of plant material or representative
samples of plants shall be submitted. Viewing of plant materials by the Engineer at the nursery
does not preclude their right to reject material at the site of planting.
The Contractor shall notify the Engineer at least three working days in advance of the anticipated
delivery date of any plant material. The Contractor shall submit an invoice for each shipment of
plants showing the quantities, kinds, and sizes of materials along with the certificate of
inspection. Evidence of inadequate protection of plant material following digging, transit, storage
or other handling will be cause for rejection. Upon arrival at the temporary storage location or
work site, plants shall be inspected for proper handling (including but not limited to shipping
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procedures) in the presence of the Engineer for damage, including but not limited to dried out
roots, broken branches, broken or loosened root balls, or torn bark. The Contractor shall replace
the damaged material at their own expense.
Container grown nursery stock shall have a well -established root system reaching the sides and
bottom of the container to provide a firm mass of growing medium, but shall not be root bound
(i.e., have excessive root growth encircling the inside of the container). Bare root material will
not be accepted as a substitution for nursery stock specified as container or balled and burlapped
specified nursery stock.
Each species shall be identified by means of grower's label affixed to the plant. The grower's
label shall include the data necessary to indicate conformance to specifications. For minimum
plant requirements of height, width, minimum multi stems and root ball diameter as appropriate
for the specified species type see the Plant Schedule on the Plans.
(a) Nursery stock. Contractor shall file copies of certificates after acceptance of material.
Evidence of inadequate protection following digging, carelessness while in transit, or
improper handling or storage, will be cause for rejection. When a plant has been rejected,
the Contractor shall remove it from the area of the work and replace it with one of the
required size and quality conforming to one of the following:
(1) Deep Rooted Containers (DRC) shall be containers for growing native plants that are
narrower in diameter and longer than standard nursery pots of equal volume.
Containers must have physical "anti -spiraling" features such as vertical ribs on the
inside walls or side slits in the sidewalls that will air -prune roots. Containers that have
been treated with compounds such a copper to chemically prune the roots will not be
accepted. Deep rooted container classifications shall have the following properties:
Deep Rooted
Container Class
Specification
Minimum
Height
(Inches)
Minimum
Volume (Cubic
Inches)
#10
8
10
#40
9
40
#60
13
60
#180
14
180
##300
29
300
(2) Standard Nursery Containers shall conform to the recommended specification in the
American Standard for Nursery Stock (ANSI Z60.1-2014). For minimum plant
requirements of height or width as appropriate for the specified species type see the
Plant List on the drawings. Standard nursery container classifications shall have the
following properties:
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Standard Nursery Container Class
Acceptable Volume Range (Cubic Inches)
#1
152-251
#5
785-1242
#10
2080-2646
#20
4520-5152
(3)
Balled and burlapped or large container shall conform to the recommended
specifications in the American Standard for Nursery Stock (ANSI Z60.1-2014). Single
stem deciduous tree caliper measurements shall be taken six inches above the ground
for field grown stock and from soil line for container grown stock. Multi -stem deciduous
tree and evergreen tree height measurement shall be from ground level for field grown
and from soil line for container grown stock.
(b) Unrooted Cuttings. Unless otherwise authorized, the Contractor shall notify the Engineer at
least five working days in advance of the anticipated start of harvesting cuttings. All cuttings
shall be harvested from approved parent material. Approval of parent material shall be in
writing from the Engineer. This approval will include a detailed description of the approved
locations. The Contractor shall select a site, and if outside of the construction boundary,
provide written approval from the Owner, when applicable, for access and harvesting the
required number of cuttings. The harvesting site shall be left clean and tidy, to the
satisfaction of the Engineer and the Owner, when applicable. Unused material including
trimmings shall be cut up to 2 feet in length and evenly distributed around the wetland
mitigation site.
Unrooted cuttings shall be harvested and planted in early spring (March 1St to April 15th)
while the plants are still dormant. However, the Engineer may authorize an alternative
harvesting and planting timeframe based on project timing. Immediately upon harvesting,
all cuttings shall be placed in water so that the cut ends are covered in water, and the
cuttings shall be stored in a cool location. Plants shall be completely submerged in
containers with water if not planted within 24 hours of harvesting. The containers shall be
continuously shaded and protected from the wind. Cuttings shall be protected from drying
at all times.
During transportation, the cuttings shall be kept completely submerged in containers with
water in orderly fashion to prevent damage and to facilitate handling. Cuttings should be
bundled using natural twine or flexible staking tape (and not with wire) in uniform groups of
25-100 to allow for easy tracking of quantities.
(1) Live Willow Stakes — Shall be unrooted cuttings approximately 3 feet long and
between 1/2 and 1 -inch in diameter. All side branches must be trimmed. Willow cuttings
shall be cut from branches with smooth undamaged bark. Branches with thick,
cracked bark shall not be used because they will not re -sprout effectively. Cuttings
shall be cut about one foot from the ground using sharp loppers or pruning tools. Cuts
shall be clean, without stripping the bark or splitting the wood. The base cuts shall be
at a 45 -degree angle to identify the root end of the cutting. The top shall be cut off with
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a square cut so that the top of the stake is easily distinguishable from the bottom. If
willow stakes are to be planted in the second half of the growing season (June 15th
to October 15th), then the cut top end shall be dipped into latex paint (covering
approximately 1 inch at the top of the stake) to seal and reduce desiccation in hot/dry
establishment conditions.
(2) Live Brush Mattress— Live willow unrooted cuttings to be used in brush mattress as a
bioengineering application. The primary branch shall be approximately 6 —15 feet long
and between '/2 and 2 inches in diameter at the base. Side branches are not trimmed
unless a side branch is large enough to be used as a primary branch itself. Brush
cuttings shall be cut at a height of between six to twelve inches above the ground.
Cuts shall be clean, without stripping the bark or splitting the wood. Live brush cuttings
should be composed primarily of willow cuttings but may include up to 20%
cottonwood branch cuttings.
(3)
Live Brush Fascines — Live willow unrooted cuttings to be used in fascines as a
bioengineering application. Unrooted cuttings diameter shall vary and shall be a
minimum 5 feet long and between 1/4 and 2 inches in diameter. Up to 30 percent of the
bundle may be plant material that does not root easily or dead plant material. The
remaining 70 percent of the bundle shall consist of younger wood between 1 to 4 years
old (at a minimum 25 willow cuttings per fascines). Fascines bundles may be stored
submersed in water for no longer than two weeks, if necessary.
(c) Wood Stakes. Wood stakes for deciduous tree support shall be 2 inches' x 2 inches square,
or 2 '/2 inch diameter and 6 feet long free from bends. One end of all wood posts shall be
pointed. Metal stakes for deciduous tree support shall be studded 6 feet long T -Post with a
minimum weight of 1.25 lbs. per linear foot. Metal stakes for evergreen tree support shall
be 24 inches long and consist of either minimum weight 1.25 lbs. per linear feet T -Post or
#4 or larger rebar. Wood stakes shall be made of untreated wood guaranteed to last in the
ground at least two growing seasons.
(d) Backfill. Backfill material consists of topsoil per the Contract requirements of 207 and
additional compost material thoroughly mixed together and reasonably free of rocks and
plant material. All other foreign material shall be removed. Do not use subsoil removed from
planting pits as backfill unless accepted by the Project Engineer. Compost shall be mixed
into the backfill material at a rate of 25 percent by volume.
Live Willow Stake applications do not require additional compost in the backfill material, but
holes must be backfilled with topsoil or native fine alluvium (sand or gravel).
Compost for planting pits shall be per section 212.
(e) Wood Mulch. Mulch shall consist of virgin moist wood product with shavings having
approximate dimensions of: Width: '/4 to '/2 inch, Length 3 to 4 inches. Mulch shall be free
of material injurious to plant growth. Sources of mulch should be free of weeds and invasive
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plant parts or seeds. Sawdust, dirt, garbage, or other debris mixed in the mulch is not
acceptable. Contractor shall submit one pound of proposed mulch for approval.
Flex Pipe Bark Protector. Bark Protector shall be made of flexible UV stabilized plastic that
shall be able to push off and separate with tree growth, without harming the bark, stem,
wood or any part of the tree.
Wildlife Protection Fencing. When specified on plans fencing shall be made of 20 -gage
steel with black -vinyl coating, with a maximum opening of 1 inch.
Deciduous Tree Wrapping Materials. Wrapping material shall be horticulturally standard
waterproof corrugated cardboard material that allows stretching over time to prevent
girdling of the tree.
Tree Straps. Breathable nylon webbing 18 inches long and 1 '/2 inches wide with metal
grommets at each end.
Construction Requirement
214.03. All nursery stock shall be protected from drying out or other injury with acceptable
practices within the industry. Broken and damaged roots shall be pruned before planting.
(a) Planting Seasons. Nursery stock shall be planted per the Contract.
Areas to be planted shall be brought to the lines and grades designated or approved. The
Contractor shall place all plant material according to the approved Landscape/Mitigation
Plans to the degree that unsuitable planting locations shall be avoided. Trees shall be
planted outside of the clear zone, except when guardrail or vertical curb exists, this distance
may be reduced to 20 feet. Shrubs shall not be planted closer than 6 feet from the edge of
pavement. Locations of all nursery stock and unrooted cuttings shall be staked in the field
before planting. Plants and planting locations shall be checked in the field by the Engineer
and shall be adjusted to the position as approved before planting begins. Planting holes
shall not be constructed until written approval has been received from the Engineer.
(b) Excavation. Planting pits shall be circular in outline with vertical or sloped sides. The
Contractor shall roughen sides of the pit to remove any compacting or glazing. When
conditions detrimental to plant growth are encountered, such as over compacted topsoil,
rubble fill, debris, or obstructions, notify the Engineer before planting. Use of a tree spade
to dig plant pits is prohibited.
(c) Planting. Planting shall be done per good horticultural practices and only after topsoil has
been placed. Plants of upright growth shall be set plumb, and plants of prostrate type shall
be set normal to the ground surface. Plants with dry, broken, or crumbling roots will not be
accepted for planting. When conditions detrimental to plant growth are encountered, such
as over compacted topsoil, rubble fill, debris, or obstructions, notify the Engineer before
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planting. Use of a tree spade to dig plant pits is prohibited. Pits excavated with a backhoe
shall be scarified as needed.
For automated irrigated areas planting pits shall be dug 2 to 4 inches shallower than the
height of the rootball for trees, and 2 inches shallower for shrubs. In non -irrigated areas,
planting pits shall be dug so that the top of the rootball is 2-4 inches depressed from
surrounding final grades. The nursery stock shall be set in the center of the planting pit on
undisturbed soil.
Trees shall be stabilized and then the top third of the wire basket, any twine and burlap
shall be removed before the pit is backfilled. Shrubs shall be planted in the center of the
pit. All of the plastic, metal and fabric, containers shall be removed. Peat containers shall
be removed if directed by the Engineer. If the nursery stock is root -bound (roots circle the
root ball) shallow scores with a sharp knife 1/4 to 1/2 inch deep shall be made along the edges
and the bottom of the rootball.
Areas to be planted with ground cover shall be prepared by placing topsoil and a '/2 inch
layer of soil conditioner on the ground surface and rototilling to a depth of 6 inches. Ground
cover shall be planted by excavating to a depth sufficient to accommodate the root structure
of plant materials without crimping or bending roots. After planting, backfill shall be placed
around the ground cover and compacted firmly around the roots. The planted areas shall
be brought to a smooth and uniform grade, and then top dressed with a 2 -inch -deep wood
mulch.
(d) Backfilling. Backfill shall be thoroughly worked and watered -in to eliminate air pockets. For
trees backfill '/2 of the planting pit and saturate to remove air pockets. After settling finish
backfilling and saturate again. After the soil has settled, nursery stock must be in the proper
position and at the proper depth. Saucers shall be prepared around each plant to the
dimensions shown on the planting details. For all nursery stock the excavated area shall
be covered with a 4 -inch -thick layer of wood mulch. After completion of all planting and
before acceptance of the work, the Contractor shall water nursery stock installed under this
Contract, as needed to maintain a moist root zone optimum for plant growth. Nursery stock
or prepared surfaces damaged during planting operations by the Contractor's operations
shall be replaced at the Contractor's expense.
Surplus soil remaining after backfilling is completed shall be used for constructing water
retention berms, or, if not needed for berms, shall be thinly distributed (wasted) in the
vicinity, subject to approval of the Engineer.
(e) Wood Mulch. Mulch shall be placed to a minimum of 4 -inch depth to cover nursery stock
excavated areas, but not touching the trunk of trees.
(f) Pruning. All deciduous trees and shrubs shall be pruned per standard horticultural practice,
preserving the natural character of the plant. Guidelines for pruning are indicated in the
planting details. Pruning cuts shall be made with sharp clean tools.
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All clippings shall become the property of the Contractor and be removed from the site.
(g) Guying. All deciduous trees 2 -inch caliper and greater shall be staked as designated on the
plans. Coniferous trees 4 feet or taller shall be staked as designated on the plans.
(h) Deciduous Wrapping Materials. Wrapping shall be applied from the base of the tree upward
to the second scaffold branch and secured with arbor tape. Populus species shall be
exempt from tree wrap. The Contractor shall submit the manufacturer's certification for the
wrapping material requirements. Wrapping shall be done in the fall months before freeze
and removed in the spring. Wrapping shall not remain on any trees throughout the summer
months. Wrapping shall be removed by the Contractor.
All plant tags shall be removed from plants and all packing or other material used by the
Contractor shall be removed from the site. Upon completion of work, the Contractor shall
remove plant containers, bags and other debris and leave area in clean, acceptable
condition.
(i)
Unrooted Cuttings. Upon arrival at the construction site, cuttings shall be inspected for
acceptability. Only healthy, undamaged material will be accepted. During installation
activities, the cuttings shall be kept wet and out of the direct sun light. No cuttings shall be
out of water for more than 10 minutes before planting. Water shall be applied to areas
around the cuttings until the soil mass is saturated. Cuttings shall be watered thoroughly
every day for a period of one month, unless natural soil saturation occurs within 12 inches
of soil surface, as verified by the Engineer. Unrooted cuttings shall be used in the following:
(1) Live Willow Stakes. Using a rock bar or other mechanical method such as a stinger
backhoe attachment or trenching equipment, create a vertical hole or trench deep
enough to reach a depth at which the water table will be present throughout the
growing season, or deep enough to extend below the low summer flow, or
groundwater elevation of the adjacent stream channel. Planting zones shall be
surveyed and staked in the field for approval by the Engineer before planting. Insert
2/3 of the live cutting into the hole/trench, with the 45 degree cut end down, so that
the end of the cutting maintains contact with the natural water table throughout the
entire growing season; planting depth must consider the natural fall of the water table
that typically occurs in late summer. Planting depth shall be verified by Engineer. The
placement of these cuttings shall be in areas shown on the plans and at the spacing
specified. Minor adjustments in placement and spacing may be necessary based on
field conditions.
The root end of cuttings shall be tamped into the pilot hole or placed in a trench to a
minimum depth of 2 feet, or until the root -end of the cutting meets elevation at which
groundwater will be present at the driest point of the growing season. Note that some
water tables will vary greatly from April to October; the Contractor shall consult with
the Engineer for proper depth.
401
The top of the cutting shall protrude a minimum of 4 inches, but no more than 1/3 of
its length with at least two live buds showing above ground. Dead blow hammers or
rubber mallets shall be used to tamp in the cuttings into holes, in such manner as to
not cause the wood to split. Trench planting should not require any tamping.
Live cuttings require direct contact with soil. Soil shall be placed/backfilled in any
spaces around the cuttings and tamped into place to remove any air pockets; if
necessary, a soil -water slurry should be used to ensure good soil contact with cutting.
Water shall be applied to the planted cutting stakes areas until the soil mass is
saturated. Cuttings shall be watered thoroughly every day for a period of one month,
unless natural soil saturation occurs within 12 inches of soil surface, as determined by
the Engineer.
(1) Live Brush Mattress. Live unrooted cuttings shall be evenly distributed in the
dimensions shown on the plans and laid flat against sloped stream bank to create a
continuous mat of brush. The cut -end of the branches shall be buried in the toe of the
slope. At a minimum, the ends shall be buried 6 inches at the toe of slope or otherwise
secured with willow fascines, log and/or rock as specified in plans. The Contractor
shall ensure that the lower willow tips are in contact with soil that is saturated during
normal low flow stream conditions. The mattress will be secured to the stream
embankment with a network of wood stakes and twine. Utilize minimum length 24 -
inch -long wood stakes and 0.25 -inch diameter machine spun bristle coil twine (tensile
strength: 140 pounds).
The Contractor shall cover the mattress with a thin layer of clean topsoil and seed with
wetland seed mix. Soil covering should cover 90 percent of the unrooted cuttings.
Approximately 10 percent but no more than 20 percent of the cuttings should daylight
above the soil covering once soil has settled into the voids of the mattress.
(2) Live Brush Fascine. A fascine is a bundle of unrooted cuttings, fastened together with
0.25 -inch diameter machine spun bristle coil twine (tensile strength: 140 lbs.) to keep
the bundles tightly tied until placed in the ground and buried. Clean topsoil shall be
worked over and around the bundles, no compaction is required. The length of the
wattle bundle shall be placed parallel with the contour of the ground. Wood stakes
shall be placed as shown on the plans centered along bundle. Utilize minimum length
24 -inch wood stakes and 0.25 -inch diameter machine spun bristle coil twine (tensile
strength: 140 pounds). The Contractor shall puddle with water and allow soil to settle,
then repeat backfill procedure until wattle bundle is covered to three-quarters of
bundle height. Unrooted cuttings installed above reliable ground water supply shall be
watered thoroughly every day for a period of one month. Watering shall be continued
after the first month at a minimum of once a week until the completion of the project.
(j) Watering.
402
(1) Watering for nursery stock in irrigated areas (projects with 623 pay items). Irrigation
system shall be operating and supplying the correct amount of water to the immediate
area before any nursery stock being planted. Plants shall be thoroughly watered within
15 minutes of planting.
(2) Watering in newly planted nursery stock and unrooted cuttings in non -irrigated areas.
The Contractor shall furnish and supply the correct amount of water to the area
receiving unrooted cuttings and nursery stock to keep the plants in a healthy and
vigorous condition. All plantings shall be watered within four hours of placement. All
plant material shown on the plans (excluding seeded areas) shall be watered to
ensure successful establishment of the plant. Rate of flow shall allow the water to soak
into the soil adjacent to the planting. At no time shall watering operations be applied
at a rate or intensity that causes surface run off.
(k) Maintenance of landscape during construction. Maintenance of landscaping shall start
immediately upon placement of first permanent landscaping and continue until the Notice
of Substantial Landscape Completion has been received. The Contractor shall maintain the
seeded areas, nursery stock and unrooted cuttings in a healthy and vigorous growing
condition to ensure successful establishment. Maintenance shall consist of the following:
Work Item
Function
Notes
Weed control of
areas having
native seed
Areas shall be kept free of harmful
insects, disease and weeds
Weed management strategies shall
be discussed during the Site Pre -
Vegetation Conference.
Hand watering
trees
All plant material shown on the
plans (excluding seeded areas)
shall be watered to ensure
successful establishment of the
tree. Rate of flow must allow the
water to soak into the soil adjacent
to the planting. At no time shall
watering operations be applied at a
rate or intensity that causes surface
run off.
Trees shall be watered two times a
month at a rate of 10 gallons for
each diameter inch of the tree for
the months of May through October,
and one time per month for the
months of November through April.
Hand watering
trees, shrubs,
herbaceous
plants and
unrooted
cuttings
All plant material shown on the
plans (excluding seeded areas)
shall be watered to ensure
successful establishment of the
plant. Rate of flow must allow the
water to soak into the soil adjacent
to the planting. At no time shall
watering operations be applied at a
rate or intensity that causes surface
run off.
All plant material shown on the
plans (excluding seeded areas)
shall be watered to ensure
successful establishment of the
plant. Rate of flow must allow the
water to soak into the soil adjacent
to the planting. At no time shall
watering operations be applied at a
rate or intensity that causes surface
run off.
403
214.04 Landscape Establishment. From the time of installation, during construction, and
throughout the Landscape Establishment period the Contractor shall maintain all plant material
and seeded areas in a healthy and vigorous growing condition and ensure the successful
establishment of vegetation. This includes performing establishment, replacement work, and
landscape maintenance work as described below.
The beginning of the Landscape Establishment period depends upon receipt of the written
Notice of Substantial Landscape Completion from the Engineer. Substantial Landscape
Completion occurs when all plant materials in the Contract have been planted and all work under
Sections 212, 213, 214 and 623 has been performed, except for the Section 214 pay item,
Landscape Maintenance. If the Notice of Substantial Landscape Completion is issued during the
spring planting season, the Landscape Establishment period begins immediately and lasts for a
period of 12 months. If the Notice of Substantial Landscape Completion is issued at any other
time, the Landscape Establishment period begins at the start of the next spring planting season
and lasts for a period of 12 months.
(a) Establishment and Replacement. After all planting on the project is complete, a plant
inspection shall be held including the Contractor, Engineer and CDOT Landscape Architect
to determine acceptability of plant material. During the inspection, an inventory of rejected
material will be made, and corrective and necessary cleanup measures will be determined.
Dead, dying, or rejected material shall be removed each month during the Landscape
Establishment period as directed. Plant replacement shall be performed during the spring
planting seasons at the beginning and end of the Landscape Establishment Period. Plant
replacement stock shall be planted per the Contract and is subject to all requirements
specified for the original material. Plant replacement shall be at the Contractor's expense.
(b) Landscape Maintenance. During the Landscape Establishment period the Contractor shall
perform landscape maintenance as described. The Contractor shall maintain all
landscaped areas in the condition they were in when first installed and accepted.
Before the Notice of Substantial Landscape Completion, the Contractor shall submit a detailed
maintenance plan, which includes a schedule showing the number of hours or days personnel
will be present, the type of work to be performed, supervision, equipment and supplies to be
used, emergency program and responsible person to contact for emergency work, and
inspection schedule. The detailed maintenance plan is subject to review and approval by the
Engineer. The Engineer will not issue the Notice of Substantial Completion until the Engineer
has received and approved the maintenance plan.
The proposed types, brand names, material safety data sheets, and rates of application of
herbicides, pesticides, and fertilizers to be used shall be submitted for approval with the detailed
maintenance plan. Herbicides, pesticides, and fertilizers shall meet all local, state, and federal
regulations and shall be applied by a licensed applicator.
404
The Contractor shall perform start-up, watering, programming, operation, and fall winterization
of the irrigation system. The Contractor shall do a spring start-up of the irrigation system before
Final Acceptance and perform all irrigation system warranty work as specified in Section 623.
The Contractor shall keep a project diary documenting all landscape and irrigation maintenance
activities including work locations and time spent. The Contractor shall provide copies of the
diary to the Engineer upon request.
The Contractor shall restore and reseed eroded areas and areas of poor establishment per
Sections 212 and 213. The Contractor shall maintain staking and guying until the end of the
Landscape Establishment period. The Contractor shall remove all guying wire, straps, and
stakes at the end of the Landscape Establishment period.
During the landscape establishment period, the Contractor shall water, cultivate, and prune the
plants and repair, replace, or readjust guy material, stakes, and posts as required or directed by
the Engineer. The Contractor shall reshape plant saucers, repair washouts and gullies, replace
lost wood chip mulch, keep all planting sites free from weeds and do other work necessary to
maintain the plants in a healthy and vigorous growing condition. This includes seasonal spraying
or deep root watering with approved insecticides or fungicides as required.
(1) Watering in Irrigated Areas. Trees planted at all locations on the project shall be watered
once per month at the rate of 30 gallons per tree for the months November through April
until the Landscape Establishment period ends.
Shrubs planted at all locations on the project shall be watered once per month at the rate
of 10 gallons per shrub for the months November through April until the Landscape
Establishment period ends.
(2) Watering in Non -irrigated Areas. Trees planted shall be watered twice per month by the
Contractor at the rate of 30 gallons per tree per watering for the months May through
October, and once per month at the rate of 30 gallons per tree for the months November
through April of the 12 -month period following planting.
Shrubs planted in upland areas shall be watered twice per month by the Contractor at the
rate of 10 gallons per shrub per watering for the months May through October and shall be
watered once per month at the rate of 10 gallons per shrub for the months November
through April of the 12 -month period following planting.
The contract performance bond, required by subsection 103.03, shall guarantee
replacement work during the plant establishment period.
If all other work is completed on a project, no contract time will be charged during the plant
establishment period.
Method of Measurement
405
214.05. The quantity of nursery stock to be measured will be the number of plants, of the types
and sizes designated in the Contract that are actually planted and accepted.
Live Willow Stakes will be measured by the number actually installed and accepted.
Live Brush Mattress will be measured by the actual number of linear feet installed and accepted.
Live Brush Fascines will be measured by the actual number of linear feet installed per the detail
on the plans and accepted.
II Landscape maintenance will not be measured but will be paid for on a lump sum basis.
Basis of Payment
214.06. The accepted quantities of nursery stock and unrooted cuttings will be paid for at the
contract unit price for each of the items listed below:
Payment for the total cost of the item will be made at the completion of the installation of each
item.
Cost of the performance bond shall be included in the cost of the plant items.
Payment will be made under:
Pay Item
Pay Unit
Tree (____Inch Caliper)
Each
Tree ( ____Foot)
Each
Deep Rooted Container (DRC #
)
Each
Standard Nursery Container (SNC#
)
Each
Live Willow Stakes
Each
Live Willow Fascine
Linear Feet
Live Brush Mattress
Linear Feet
Additional slow -release organic fertilizer for nursery stock shall be used as specified in the plans
will not be measured and paid for separately but shall be included in the work.
Compost required for backfill of nursery stock will not be paid for separately but shall be included
in the work.
All water required for nursery stock and unrooted cuttings in projects without 623 pay items will
be measured and paid for per Section 209 under Pay Item Water (Landscaping), up to the Notice
of Substantial Completion.
II
Water required after the acceptance of the Notice of Substantial Completion will not be measured
and paid for separately but shall be included in the work.
406
Water required after the acceptance of the Notice of Substantial Completion will not be measured
and paid for separately but shall be included in the work.
Standard waterproof tree wrap and flex pipe bark protector for nursery stock will not be measured
and paid for separately but shall be included in the work.
Cleaning or repair of site conditions from equipment used by the Contractor for planting
operations will not be measured and paid for separately by shall be included in the work.
Wood mulch, stakes, guy wire, PVC protector, safety caps, wrapping, and all other materials
required to install a tree will not be measured and paid for separately but shall be included in the
work.
Wood stakes and other materials required to secure Live Brush Mattresses and Live Brush
Fascines will not be measured and paid for separately but shall be included in the work.
Seeding will be measured and paid for per Section 212 and Topsoil will be measured and paid
for per Section 207.
Maintenance of Landscaping during construction will not be measured and paid for separately
but shall be included in the work.
For each month that landscape maintenance is performed and accepted during the landscape
maintenance period as specified in subsection 214.04, payment for landscape maintenance will
be made in installments as follows:
• Ten percent of the lump sum amount will be paid for each of the eight growing season
months, March through October.
• Five percent of the lump sum amount will be paid for each of the winter months, November
through February.
Landscape maintenance performed during construction will not be measured and paid for
separately but shall be included in the work.
407
Section 215 — Transplanting
Description
215.01. This work consists of transplanting trees, shrubs, plugs of wetland material including
root mats from existing wetlands, and other plant material, referred to as "plants," of the
designated species per this specification and accepted standard horticultural practice at the
designated locations. Transplanting season is that period when plants are in a dormant condition
and can be moved. Dormant means that deciduous material is without leaves and coniferous
material is without new candle growth. Transplanting done in periods not considered dormant
transplanting season shall require advance approval.
Materials
215.02. Plants to be transplanted shall be those which are flagged on the project site within the
right of way, or as directed. Plugs shall be dug from areas noted in the Contract or as directed
by the Engineer. Removal shall be dispersed throughout the areas so as not to impact the
existing wetland. Plugs shall be taken in early spring when plants are emerging. Plugs shall be
a minimum of 4 inches in diameter and 6 inches to 8 inches deep with the root mat to remain
intact. Plugs shall not be stockpiled but shall be transplanted directly to wetland mitigation sites
as directed. Transplanting shall be accomplished the day they are dug. Plugs shall be kept moist
and shall not be placed in holding beds.
Construction Requirements
215.03. Plants shall be dug, properly pruned, and prepared for transplanting per standard
practice. The root system shall be kept moist, and plants shall be protected from adverse
conditions due to climate and transporting from the time they are dug to the actual planting.
Before removal for transplanting, all coniferous trees shall be sprayed with an approved anti-
desiccant.The following table represents the minimum diameter of rootballs for collected plants.
408
Type of Collected Plant
Caliper Minimum
Minimum Ball Diameter
Type 6— Pinon Pine
1 to 1 1/2 inch
15 inch
1 1/2 to 2 inch
17 inch
2 to 2 1/2 inch
20 inch
2 1/2 to 3 inch
24 inch
3 to 3 1/2 inch
26 inch
3 1/2 to 4 inch
28 inch
4 to 4 1/2 inch
30 inch
4 1/2 to 5 inch
32 inch
Type 7 — All Other than Pinon Pine
1 to 1 1/2 inch
14 inch
1 1/2 to 2 inch
16 inch
2 to 2 1/2 inch
20 inch
2 1/2 to 3 inch
24 inch
3 to 3 1/2 inch
28 inch
3 1/2 to 4 inch
32 inch
4 to 4 1/2 inch
36 inch
4 1/2 to 5 inch
40 inch
For caliper sizes larger than those given under Type 7, the ratio of ball diameter to caliper shall
be 8:1.
Planting pits for balled and burlapped trees shall be circular in outline with vertical sides. Pits
shall be at least two times greater in diameter than the earth ball. Before a tree is placed in a
plant pit, the pit shall be filled half full of water. Backfill shall be thoroughly worked and watered
to eliminate air pockets. Unsuitable backfill soils shall be replaced.
Trees shall be machine transplanted with tree spades. The following table represents the
minimum size of spade machine equipment to be used for transplanting plants based upon
caliper size. The table also represents the minimum diameter of rootballs for machine
transplanted plants.
Caliper
Min. Spade Machine Size
(Based upon rootball width)
1 to 3 inch
44 inch
3 to 6 inch
65 inch
6 to 9 inch
80 inch
9 to 12 inch
90+ inch
Each tree shall be transported to the new site using the same spade with which it was dug, or
several trees may be spade -dug and transported in a pod trailer manufactured specifically for
this purpose. Trees shall not be removed from spade or transported in a haul truck. The
Contractor shall give the Engineer one -week notice before transplanting trees.
409
Planting pits for machine -dug trees shall have the same dimension as the machine ball being
placed. Before a tree is placed ina planting pit, the pit shall be filled half full of water and allowed
to drain. Once the tree is placed, voids in the pit shall be filled with clean suitable backfill and
tamped. If unsuitable soil is encountered in the planting pits, the Contractor shall dispose of said
material and backfill with suitable material as determined by the Engineer.
After the tree is planted (collected or machine transplanted), a basin shall be built to hold at least
30 gallons of water. For each inch of trunk diameter greater than 3 inches, the basin capacity
shall be increased by 10 gallons. The depth of saucer shall not be below the top of the root
system of the tree. The basin shall be filled with water three times and allowed to standeach
time until empty before refilling. Saucers shall be covered with a 4 -inch -thick layer of fresh moist
wood chip mulch as shown on the plans. The size of mulch shall be approximately 1/4 to 1/2 inch
wide and 3 to 4 inches long. A sample shall besubmitted in advance to the Engineer for approval.
Transplanting shall be accomplished within one day. Trees shall not be placed in holding beds.
All transplanted trees shall be subject to a 180 -day maintenance period during one or more
growing seasons and shall be watered every seven calendar days. Each watering shall be 100
gallons per tree.
All transplanted trees shall be guyed per Standard Plan M 214-1. Guying material shall be
removed at the end of the 180 -day maintenance period. All trees damaged by the Contractor's
operations shall be replaced and replanted atthe Contractor's expense as approved. At the end
of the 180 -day maintenance period all dead trees shall be replaced and replanted with trees at
the Contractor's expense. Further maintenance will not be required.
The Contractor shall not damage existing landscaped areas, including but not limited to turf,
irrigation equipment, and other plants, during the transplanting operation. The Contractor may
use suitable platform material over existing turf to prevent damage from heavy machinery.
Wetland plugs shall be a minimum of 4 inches in diameter and 6 to 8 inches in depth. Holes left
in the existing wetlands from plug removal shall be filled with topsoil and tamped lightly. After
tamping, the filled hole shall be at the same elevation as the existing surrounding wetlands.
Transplant plugs shall be placed in containers (one plug per container) after harvesting to
facilitate handling and placing of material.
Plugs shall be spaced as directed in the Contract. Plugs shall be planted to match surrounding
grade.
Water shall be applied to plugs until soil is saturated. Plugs shall be watered thoroughly every
day for a period of one month.
Method of Measurement
410
215.04. The quantity of transplanting to be measured will be the actual number of plants of the
various types transplanted and accepted.
The quantity of transplanted trees to be measured will be the actual number of trees of the
various calipers and types transplanted and accepted in their final location.
Caliper measurement shall conform to the USA Standard for Nursery Stock, sponsored by the
American Association ofNurserymen, Inc.
Only living plants in healthy condition at the end of the maintenance period will be accepted. If
all other work is completed on the project, contract time will not be charged during the
maintenance period.
The quantity of transplanted plugs to be measured will be the actual number of plugs
transplanted and accepted in their final locations.
Basis of Payment
215.05. The accepted quantities of transplanting measured as provided above will be paid for at
the contract unit price each.
Payment will be made under:
Pay Item
Pay Unit
Transplant Tree Inch
Each
Transplant Shrub
Each
Transplant Plug
Each
Water required will not be measured and paid for separately but shall be included in the work.
Hauling plants to their new location, removing unsuitable backfill, and providing clean suitable
backfill for planting pit voids will not be measured and paid for separately but shall be included
in the work.
411
Section 216 — Soil Retention Covering
Description
216.01. This work consists of furnishing, preparing, applying, placing, and securing soil retention
blankets and turf reinforcement mats (TRM) for erosion control on roadway slopes or channels
as designated in the Contract or as directed.
This work shall also include site preparation to proper depth, placement of native soil over the
turf reinforcement mat as recommended by the TRM manufacturer or as directed by Weld
County. When Soil Retention Blankets (bio-degradable) are required, the work will be paid for
separately per Section 216 Soil Retention Blanket (straw/coconut).
Materials
216.02. Soil retention covering shall be either a soil retention blanket or a turf reinforcement mat
as specified in the Contract. Soil retention coverings shall conform to the following:
(a) Soil Retention Blanket. Soil retention blanket shall be composed of degradable natural
fibers mechanically bound together between two slowly degrading synthetic or natural fiber
nettings to form a continuous matrix and shall conform to the requirements of Tables 216-
1 and 216-2. The blanket shall be of consistent thickness with the fiber evenly distributed
over the entire area of the mat.
When specified, lightweight polypropylene netting shall be 1.5 pounds per 1,000 square
feet; heavyweight netting shall be 2.9 pounds per 1,000 square feet.
When biodegradable blanket is specified, the thread shall be 100 percent biodegradable;
polypropylene thread is not allowed.
When photodegradable netting is specified, the thread shall be polyester, biodegradable or
photodegradable.
Blankets and nettings shall be non-toxic to vegetation and shall not inhibit germination of
native seed mix as specified in the Contract. The materials shall not be toxic or injurious to
humans. Class 1 blanket shall be an extended term blanket with a typical 24 -month
functional longevity. Class 2 blanket shall be a long-term blanket with a typical 36 -month
functional longevity. The class of blanket is defined by the physical and performance
characteristics.
(b) Soil Retention Blanket (Straw -Coconut). Soil Retention Blanket (Straw -Coconut) shall be
a machine -produced mat consisting of 70 percent certified weed free agricultural straw or
Colorado native grass straw and 30 percent coconut fiber. The blanket shall be either
biodegradable or photodegradable. Blankets shall be sewn together on a maximum 2 -inch
centers.
412
Netting shall be as follows:
When biodegradable netting is specified, the top and bottom netting shall be 100 percent
biodegradable organic jute fiber. Netting shall be constructed using a weave unattached at
intersections which allows the strands of the net to move independently of each other.
When photodegradable netting is specified, the bottom side shall be lightweight
polypropylene. The top side shall be heavyweight or lightweight polypropylene.
(c) Soil Retention Blanket (Excelsior). Soil Retention Blanket (Excelsior) shall consist of a
machine -produced mat of 100 percentcurled wood excelsior, 80 percent of which shall be
6 inches or longer in fiber length. It shall be either biodegradable or photodegradable.
Blankets shall be sewn together at a maximum of 4 -inch centers.
Netting shall be as follows:
When biodegradable netting is specified, the top and bottom netting shall be 100 percent
biodegradable organic jute fiber. Netting shall be constructed using a weave unattached at
intersections which allows the strands of the net to move independently of each other.
When photodegradable netting is specified, the bottom side shall be lightweight
polypropylene. The top side shall be heavyweight or lightweight polypropylene.
(d) Soil Retention Blanket (Coconut). Soil Retention Blanket (Coconut) shall be a machine -
produced mat consisting of 100 percent coconut fiber. It shall be either biodegradable or
photodegradable.
Netting shall be as follows:
When biodegradable netting is specified, the top and bottom netting shall be 100 percent
biodegradable organic jute fiber. Netting shall be constructed using a weave which is
unattached at the intersections, and which allows the strands of the net to move
independently of each other.
When photodegradable netting is specified, the bottom and top side shall be heavyweight
polypropylene.
413
Table 216-1 — Physical Requirements for Soil Retention Blanket — Photodegradable
or Biodearadable Blankets
Photo/Bio-
Degradable
Class
Minimum
Roll Width
Minimum
Thickness
ASTM
D6525
Acceptable
Matrix Fill
Material
Min. Mass
per Unit
Area ASTM
D6475
Size of Net
Opening
Photo-
degradable
Size of Net
Opening
Bio-
degradable
1
6.5 ft.
250 mils
Straw/
Coconut
g oz./SY
Minimum:
0.50"x0.50"
Minimum:
0.50"x0.50"
Maximum:
0.75"x0.75"
Maximum:
0.5"x1.0"
1
6.5 ft.
250 mils
Excelsior
8 oz./SY
Maximum:
1.0"x2.0"
None
2
6.5 ft.
200 mils
Coconut
8 oz/SY
Minimum:
0.50" x0.50"
Maximum:
0.75"x0.75"
Minimum:
0.50"x0.50"
Maximum:
0.5"x1.0"
Table 216-2 — Performance Requirements for Soil Retention Blanket —
Photodearadable or Biodearadable Blankets
I Product
Class
Slope Application
" C" Factor' ASTM
D 6459
Channel Application
2
Permissible Shear Stress
(Un-vegetated) ASTM D
6460
Minimum Tensile
Strength ASTM D
6818
1
≤ 0.10@3:1
2.00 Ibs/sf
100 Ibs/ft
2
≤ 0.10@3:1
2.25 Ibs/sf
125 Ibs/ft
Table Notes:
1 "C" Factor calculated as ratio of soil loss from soil retention blanket protected slope
(tested at specified or greater gradient, h:v) to ratio of soil loss from unprotected (control)
plot in large-scale testing.
2 Permissible shear stress is the minimum shear stress that a product must be able to
sustain without physical damage or excess soil loss when it is installed on a bare soil
channel. Failure is defined as '/2 inch of soil loss during a 30 -minute flow event in large
scale testing.
Blankets shall be tested for physical properties and have published data from an
independent testing facility.
Large scale testing of Slope Erosion Protection ("C" factor) shall be performed by an
independent testing facility.
(e) Turf Reinforcement Mat. Before installation, topsoil shall be placed and amended with soil
conditioning per Section 207 and Section 212. Then one-half of the specified seed shall be
applied by hand broadcasting at the broadcast rate and raked into the soil per Section 212.
After installation, the TRM shall be covered with 0.5 inches of topsoil in accordance with
Section 207. After the topsoil has been placed, the remaining one-half of the seed shall be
414
hand broadcast at the broadcast rate and raked into the soil in accordance with Section
212.
Turf reinforcement mat (TRM) shall be a rolled mat consisting of UV stabilized, corrosion
resistant, non -degradable synthetic fibers, filaments, or nets processed into a permanent
three-dimensional matrix of the thickness specified in Tables 216-3 and 216-4. TRMs shall
provide sufficient thickness, strength and void space to permit soil filling and retention, and
the development of vegetation within the matrix. The class of TRM is defined by the physical
and performance characteristics as specified in the following tables.
TRMs shall be tested for physical properties and have published data from an
independent testing facility.
Large scale testing of Permissible Shear Stress shall be performed by an independent
testing facility.
Table 216-3 — Physical Requirements' for Turf Reinforcement Mat
Product
Class
Minimum
Roll Width
Minimum
Thickness
ASTM D6525
Acceptable Matrix Fill
Material2
Size of Net
Opening2
1
6.5 ft.
250 mils
Excelsior, Straw/Coconut,
Coconut, or Polymer fibers
Minimum:
0.50"x0.50"
Maximum:
0.75"x0.75"
2
6.5 ft.
250 mils
100% UV Stabilized
Synthetic or Coconut Fibers
Maximum:
0.50"x 0.50,,
3
6.5 ft.
250 mils
100% UV Stabilized
Synthetic Fibers
Maximum:
0.50"x 0.50"
Table Notes:
1 For TRMs containing degradable components, all property values shall be obtained on the
non -degradable portion of the matting alone.
2 For TRMs with nets and fill material. Netted TRMs shall be sewn together on a maximum 2 -
inch centers.
415
Table 216-4 — Performance Requirements for Turf Reinforcement Mat
Specification
LandLok 450'2
Pyramat 50',2
Pyramat 75',2
Thickness ASTM D-6525 (in)
0.50
0.30
0.40
Tensile Strength ASTM D-6818 (Ibs/ft)
425 x 350
3200 x 3000
4000 x 3000
Elongation ASTM D-6818 (%)
50
30x30
40x35
Resiliency ASTM D-6524 (%)
90
70
80
Flexibility ASTM D-6576 (in -lb)
0.026
0.195
0.534
UV Resistance % Retained @ 1,000
Hours ASTM D-4355
I 80
90
90
Velocity (Vegetated) (ft/sec)
18
22
25
Permissible Shear Stress3 (Vegetated)
ASTM D 6460 (Ibs/ft2)
I 10
14
16
Manning's n (Unvegetated)
0.025
0.028
0.028
Seeding Emergence ASTM D-7322
(%)
I 409
-
619
Roll Sizes (ft x ft)
8x140
16x 140
16 x 348.75
I
8.5x120
15 x 120
8.5x120
I 15 x 120
Table Notes:
1 In the event that the product name is not called out in the plans, Pyramat 75 shall be the
installed.
2 Approved equivalent products may be used if approved by the Engineer. An approved
equivalent product must meet or exceed all specifications listed above.
3 Permissible shear stress is the minimum shear stress that a product must be able to sustain
when placed on a fully vegetated channel without physical damage or excess soil loss.
Failure is defined as 1/2 inch of soil loss during a 30 -minute flow event in large scale testing.
(f) Staples. Staples shall be made of ductile steel wire.
For use in Channel: 0.165 inch, "U" shaped staples shall be 8 inches long and have a 1 -
inch crown.
For use on Slope: 0.165 inch, "U" shaped staples shall be 8 inches long and have a 1 -inch
crown. "T" shaped pins shall not be used.
A sample of the staples and a Certificate of Compliance (COC) including the manufacturer's
product data showing that the product meets the Contract requirements shall be submitted
for approval at the Environmental Pre -construction Conference. Installation of the blanket
will not begin until approval has been received from the Engineer in writing.
(9)
Earth Anchors. The mechanical earth anchor shall be composed of a load bearing face
plate, a tendon rod or wire rope, and a locking head or percussion anchor. Each element
of the anchor shall be composed of corrosion resistant materials. The anchor and wire rope
shall have a breaking strength of 9,500 pounds utilizing standard tensile testing and ASTM
A1007-07. The anchor shall have a minimum 1,000 pounds' ultimate holding strength in
normal soil and a manufacturer's recommended 216.03 minimum driven depth of 3.5 feet.
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A sample of the anchors and a Certificate of Compliance (COC) including the manufacturer's
product data showing that the product meets the Contract requirements shall be submitted
for approval at the Environmental Pre -construction Conference. Installation of the blanket
will not begin until approval has been received from the Engineer in writing.
Construction Requirements
216.03. The Contractor shall install soil retention coverings per Standard Plan M-216-1 and the
following procedure:
(1) Prepare soil per subsection 212.06(a).
(2) Apply topsoil or soil conditioning as directed in the Contract to prepare seed bed.
(3) Place seed per the Contract.
(4) Unroll the covering parallel to the primary direction of flow.
(5) Ensure that the covering maintains direct contact with the soil surface over the entirety of
the installation area.
(6) Do not stretch the material or allow it to bridge over surface inconsistencies.
(7) Staple the covering to the soil such that each staple is flush with the underlying soil.
(8) Ensure that staples or earth anchors are installed full depth to resist pull out. No bent over
staples will be allowed. Install anchor trenches, seams, and terminal ends as shown on the
plans.
The Contractor shall install TRMs using the following procedure:
(1) Place 5 inches of topsoil or soil amended with soil conditioning.
(2) Apply half of the specified seed at the broadcast rate and rake it into the soil.
(3) Install TRM.
(4) Place 1 inch of topsoil or soil amended with soil conditioning into the matrix to fill the product
thickness.
(5) Apply the remaining half of the specified seed at the broadcast rate and rake it into the soil.
(6) Install soil retention blanket (Photodegradable or Biodegradable Class 1) over the seeded
area and TRM.
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When applicable, the covering shall be unrolled with the heavyweight polypropylene netting on
top and the lightweight polypropylene netting in contact with the soil.
216.04 Slope Application. Soil retention coverings shall be installed on slopes as follows:
The upslope end shall be buried in a trench 3 feet beyond the crest of the slope if possible.
Trench depth shall be a minimum of 6 inches unless required by the manufacture to be deeper.
Before backfilling begins, staples shall be placed across the width of the trench. The trench shall
then be backfilled to grade with soil amended with soil conditioning or topsoil, compacted by foot
tamping, and seeded. Fabric shall be brought back over trench and secured with staples or earth
anchors at 1 foot on center.
There shall be an overlap wherever one roll of fabric ends, and another begins with the uphill
covering placed on top of the downhill covering. Staples shall be installed in the overlap.
There shall be an overlap wherever two widths of covering are applied side by side. Staples shall
be installed in the overlap.
Staple checks shall be installed on the slope length at a maximum of every 35 feet. Each staple
check shall consist of two rows of staggered staples.
The down slope end shall be buried in a trench 3 feet beyond the toe of slope. Before backfilling
begins, staples shall be placed across the width of the trench. The trench shall then be backfilled
to grade with soil amended with soil conditioning or topsoil, compacted by foot tamping, and
seeded. Fabric shall be brought back over the trench and secured with staples or earth anchors.
If a slope runs into State waters or cannot be extended 3 feet beyond the toe of slope, the end
of covering shall be secured using a staple check as described above.
Coverings shall be securely fastened to the soil by installing staples or earth anchors at the
minimum rate shown on the Standard Plan M-216-1. Staple or earth anchor spacing shall be
reduced where required due to soil type or steepness of slope.
216.05 Channel Application. Soil retention coverings shall be installed as follows on a channel
application:
Coverings shall be anchored at the beginning and end of the channel across its entire width by
burying the end in a trench. Trench depth shall be a minimum of 6 inches, unless a larger depth
is specified by the manufacturer's recommendations. Before backfilling begins, staples shall be
placed across the width of the trench. The trench shall then be backfilled to grade with soil
amended with soil conditioning or topsoil and compacted by foot tamping and seeded. Fabric
shall be brought back over the trench and stapled.
Covering shall be unrolled in the direction of flow and placed in the bottom of the channel first.
Seams shall not be placed downthe center of the channel bottom or in areas of concentrated
flows when placing rolls side by side.
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There shall be an overlap wherever one roll of covering ends and another begins with the
upstream covering placed on top of thedownstream covering. Two rows of staggered staples
shall be placed.
There shall be an overlap wherever two widths of covering are applied side by side. Staples shall
be placed in the overlap.
The covering shall have a channel check slot every 30 feet along the gradient of the flowline.
Check slots shall extend the entirewidth of the channel. The covering shall be buried in a trench.
Before backfilling begins, staples shall be placed across the width of the trench. The trench shall
then be backfilled to grade with soil amended with soil conditioning or topsoil, compacted by foot
tamping and seeded. Fabric shall be brought back over the trench and continued down the
channel.
Coverings shall be securely fastened to the soil by installing staples at the minimum rate shown
on the plans. Staple spacing shall be reduced where needed due to soil type or high flows.
216.06 Maintenance. The Contractor shall maintain the soil retention coverings until all work on
the Contract has been completed and accepted. Maintenance shall consist of the repair of areas
where damage is due to the Contractor's operations. Maintenance shall be performed at the
Contractor's expense. Repair of those areas damaged by causes not attributable to the
Contractor's operations shall be repaired by the Contractor and will be paid for at the contract
unit price. Areas shall be repaired to reestablish the condition and grade of the soil and seeding
before application of the covering.
Method of Measurement
216.07. Soil retention coverings and turf reinforcement mats will be measured by the square
yard of finished surface which is installed and accepted by the Engineer. Trenches, overlap, and
wastage will not be measured separately but shall be included in the work.
If approved by the Engineer for use on the project, earth anchors will be measured by the actual
number of earth anchors complete in place and accepted.
Basis of Payment
216.08. The accepted quantities of soil retention coverings will be paid for at the contract unit
price per square yard. Theaccepted quantities of earth anchors will be paid for at the contract
unit price for each installed.
Payment will be made under:
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Pay Item
Pay Unit
Soil Retention Blanket (_)(Photodegradable Class _)
Square Yard
Soil Retention Blanket (_ )(Biodegradable Class _)
Square Yard
Turf Reinforcement Mat (Class _)
Square Yard
Earth Anchors
Each
Soil Retention Blanket (S -C) (BioD CL 2)
Square Yard
Soil Filled Turf Reinforcement Mat (Class 3)
Square Yard
Preparation of seedbed, placement of topsoil, fertilizing, soil conditioning, and seeding shall
not be paid for separately but shall be incidental to the Soil Filled Turf Reinforcement Mat.
Staples will not be measured and paid for separately but shall be included in the work.
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Section 217 — Herbicide Treatment
Description
217.01. This work consists of furnishing and applying herbicides to prevent or control plant
growth in areas shown on the plans or designated.
Materials
217.02. Herbicides shall be designated in the Contract.
All herbicide labels shall be currently registered with the Colorado Department of Agriculture and
the U.S. Environmental Protection Agency. All herbicides shall be supplied to the project in
labeled containers. The labels shall show the product name, chemical composition, expiration
date, and directions for use.
Construction Requirements
217.03. All herbicides shall be applied by commercial pesticide applicators licensed by the
Colorado Department of Agriculture as qualified applicators. The Contractor shall furnish
documentation of such licensing before herbicide application. Herbicide mixing and application
shall be done per instructions on the registered product label. The Engineer shall be furnished
such label information before mixing and application.
Once the project area is disturbed and the vegetation is removed or impacted, no break in
construction is expected to allow for habitat rehabilitation until the project construction is
complete. If a break in construction occurs, particularly during the growing season, and
vegetation growth occurs, including noxious weed growth, a qualified biologist will assess the
site prior to commencement of a second or continued phase of construction to identify any areas
where grubbing/mowing should occur and/or identify areas of noxious plants for mechanical,
manual, or chemical treatment.
The Contractor shall notify the Engineer at least 24 hours before each herbicide application and
shall indicate the time and location application will begin. Application will not be allowed on
Saturdays, Sundays, or holidays unless otherwise approved by the Engineer.
Herbicides shall not be applied when weather conditions, including wind conditions, are
unsuitable for such work. Herbicides shall not be applied when soil is extremely dry.
Herbicide application method shall be such that plant growth outside the designated treatment
areas will not be damaged. All damage caused by improper herbicide application shall be
repaired at the Contractor's expense.
Herbicides shall not be used on areas that are to be topsoil sources unless otherwise approved
by the Engineer.
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Method of Measurement
217.04. The quantity of herbicide treatment to be measured will be the actual number of square
yards treated per the foregoing requirements or the actual number of hours the Contractor
spends applying the herbicide and accepted by the Engineer. Areas designated to receive
herbicide treatment will be measured once for each designated application. Reapplication of
herbicide required due to inappropriate timing of the original application will not be measured or
paid for.
Basis of Payment
217.05. Herbicide treatment to control noxious weeds within the project area will not be
measured and paid for separately but shall be included in the Work.
Water will not be measured and paid for separately but shall be included in the Work.
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Section 240 — Protection of Migratory Birds
Description
240.01. This work consists of protecting migratory birds during construction. This includes, but
is not limited to roadway earthwork, bridge demolition or construction, new signing, new lighting,
new guardrail posts, erosion control, and minor drainage. The removal of nests without fledglings
before construction shall be coordinated with the Engineer.
The Contactor shall obtain a Permission to Enter Property from the landowners in order to
facilitate the Wildlife Biologist's ground surveys within adjacent property (area within 50 ft of work
limits) where ground nesting bird habitat may be present. If Permission to Enter Property is
denied by a property owner, record the denial and place the record in the project file to document
that due diligence was pursued.
Materials and Construction Requirements
240.02. The Contractor shall schedule clearing and grubbing operations and work on structures
to avoid taking (pursue, hunt, take, capture or kill; attempt to take, capture, kill or possess)
migratory birds protected by the Migratory Bird Treaty Act (MBTA).
The Contractor shall retain a qualified wildlife biologist for this project. The wildlife biologist shall
have a minimum of three years' experience conducting migratory bird surveys and implementing
the requirements of the MBTA. The Contractor shall submit documentation of the biologist's
education and experience to the Engineer for acceptance. A biologist with less experience may
be used by the Contractor subject to the approval of the Engineer based on review of the
biologist's qualifications.
The wildlife biologist shall record the location of each protected nest, bird species, the protection
method used, and the date installed. A copy of these records shall be submitted to the Engineer.
(a) Vegetation Removal. When possible, vegetation shall be cleared before the time when
active nests are present. Vegetation removal activities shall be timed to avoid the migratory
bird breeding season which begins on April 1 and runs to August 31. All areas scheduled
for clearing and grubbing between April 1 and August 31 shall first be surveyed within the
work limits for active migratory bird nests. The Contractor's wildlife biologist shall also
survey for active migratory bird nests within 50 feet outside work limits. Contractor
personnel shall enter areas outside the right of way only if a written, signed document
granting permission to enter the property has been obtained from the property owner. The
Contractor shall document all denials of permission to enter property. The Contractor shall
avoid all active migratory bird nests. The Contractor shall avoid the area within 50 feet of
the active nests or the area within the distance recommended by the biologist until all nests
within that area have become inactive. Inactive nest removal and other necessary
measures shall be incorporated into the work as follows:
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1. Tree and Shrub Removal or Trimming. Tree and shrub removal or trimming shall occur
before April 1 or after August 31 if possible. If tree and shrub removal or trimming will
occur between April 1 and August 31, a survey for active nests shall be conducted by
the wildlife biologist within the seven days immediately before the beginning of work
in each area of tree and shrub removal or trimming. The survey shall be conducted
for each phase of tree and shrub removal or trimming.
If an active nest containing eggs or young birds is found, the tree or shrub containing
the active nest shall remain undisturbed and protected until the nest becomes inactive.
The nest shall be protected by placing fence (plastic) a minimum distance of 50 feet
from each nest to be undisturbed. This buffer dimension may be changed if
determined appropriate by the wildlife biologist and approved by the Engineer. Work
shall not proceed within the fenced buffer area until the young have fledged, or the
nests have become inactive.
If the fence is knocked down or destroyed by the Contractor, the Engineer will suspend
the work, wholly or in part, until the fence is satisfactorily repaired at the Contractor's
expense. Time lost due to such suspension will not be considered a basis for
adjustment of time charges but will be charged as contract time.
2. Grasses and Other Vegetation Management. Due to the potential for encountering
ground nesting birds' habitat, if work occurs between April 1 and August 31, the area
shall be surveyed by a wildlife biologist within the seven days immediately before
ground disturbing activities.
The undisturbed ground cover to 50 feet beyond the planned disturbance, or to the
right of way line, whichever is less, shall be maintained at a height of 6 inches or less
beginning April 1 and continuing until August 31 or until the end of ground disturbance
work, whichever comes first.
If birds establish a nest within the survey area, an appropriate buffer of 50 feet will be
established around the nest by the biologist. This buffer dimension may be changed
if determined appropriate by the biologist and approved by the Engineer. The
Contractor shall install fence (plastic) at the perimeter of the buffer. Work shall not
proceed within the buffer until the young have fledged or the nests have become
inactive.
If the fence is knocked down or destroyed by the Contractor, the Engineer will suspend
the work, wholly or in part, until the fence is satisfactorily repaired at the Contractor's
expense. Time lost due to such suspension will not be considered a basis for
adjustment of time charges but will be charged as contract time.
(b) Work on Structures. If Bald Eagle roosts may be present, the wildlife biologist shall conduct
dusk and dawn surveys of the Bald Eagle roosts within seven (7) days before the start of
any construction during the winter season, November 15 to March 15. If a Bald Eagle roost
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is identified, construction activity shall not proceed within 0.25 miles of active nocturnal
roost sites between November 15 and March 15.
If raptors may be present, the wildlife biologist shall conduct raptor nest surveys within 0.5
mile of the construction site before the start of construction and before each construction
phase. This survey can be done with binoculars. If construction activities are located within
the Colorado Division of Wildlife (CDOW) recommended buffer zone for specific raptors,
"NO WORK" zones shall be established around active sites during construction according
to the CDOW standards or as recommended by the wildlife biologist in consultation with the
CDOW. The "NO WORK" zone shall be marked with either fencing or signing. Work shall
not proceed within a "NO WORK" zone until the wildlife biologist has determined that the
young have fledged, or the nest is unoccupied.
If raptor perches will be affected, the Contractor shall install perch poles, made from 2 inch
round steel signposts with 24 -inch T brackets without sign mounting holes. The poles shall
be at least 12 feet in height.
The Contractor shall prosecute work on structures in a manner that does not result in a
taking (pursue, hunt, take, capture or kill, attempt to take, capture, kill, or possess) of
migratory birds protected by the Migratory Bird Treaty Act (MBTA). The Contractor shall not
prosecute the work on structures during the primary breeding season, April 1 through August
31, unless the following actions are taken:
1. The Contractor shall remove existing nests before April 1. If the Contract is not
awarded before April 1 and Weld County has removed existing nests, then the
monitoring of nest building shall become the Contractor's responsibility upon Notice
to Proceed.
2. During the time that the birds are trying to build or occupy their nests, between April 1
and August 31, the Contractor shall monitor the structures at least once every three
days for any nesting activity.
3. If the birds have started to build any nests, they shall be removed before the nest is
completed. Water shall not be used to remove the nests if nests are located within 50
feet of any surface waters.
4. Installation of netting may be used to prevent nest building. The netting shall be
monitored and repaired or replaced as needed. Netting shall consist of a mesh with
openings that are % inch by % inch or less.
If an active nest become established, i.e., there are eggs or young in the nest, all work that
could result in abandonment or destruction of the nest shall be avoided until the young have
fledged or the nest is unoccupied as determined by the wildlife biologist and approved by
the Engineer. The Contractor shall prevent construction activity from displacing birds after
they have laid their eggs and before the young have fledged.
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If the project continues into the following spring, this cycle shall be repeated. When work
on the structure is complete, the Contractor shall remove and properly dispose of netting
used on the structure.
(c) Taking of a Migratory Bird. The taking of a migratory bird shall be reported to the Engineer.
The Contractor shall be responsible for all penalties levied by the U. S. Fish and Wildlife
Service (USFWS) for the taking of a migratory bird.
Method of Measurement
240.03. Wildlife Biologist will be measured by the actual authorized number of hours a wildlife
biologist is on site performing the required tasks.
Removal of nests will be measured by the actual number of man-hours spent removing inactive
nests just before and during the breeding season, April 1 through August 31. During this period,
the Contractor shall submit to the Engineer each week for approval a list of the workers who
removed nests and the number of hours each one spent removing nests.
Netting shall be measured by the square yard of material placed to keep birds from nesting on
the structure. Square yards shall be calculated using the length of netting measured where it is
attached to the ground and the average height of the netting where it is attached to the structure.
Basis of Payment
240.04. The accepted quantities measured as provided above shall be paid for at the contract
unit price for each of the pay items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Wildlife Biologist
Hour
Removal of Nests
Hour
Netting
Square Yard
Perch Poles
I Linear Foot
Payment for Wildlife Biologist shall be full compensation for all work and materials required to
complete the item, including wildlife biologist, wildlife survey, and documentation (record of nest
location and protection method).
Payment for Removal of Nests shall be full compensation for all work and material required to
complete the work.
Payment for netting shall be full compensation for all work and material required to complete the
item. Overlaps of netting will not be measured and paid for separately but shall be included in
the work. Maintenance and replacement, removal, and disposal of netting shall not be measured
and paid for separately but shall be included in the work.
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Clearing and grubbing shall be measured and paid for per Section 201. Mowing shall not be
measured and paid for separately but shall be included in the work.
Removal and trimming of trees shall be measured and paid for per Section 202.
Fence (Plastic) shall be measured and paid for per Section 607.
Perch poles, made from steel signposts, (2 inch round) will be measured and paid for by the
linear foot according to Section 614. 24 -inch T brackets without sign mounting holes will not be
paid for separately but shall be included in the work.
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Section 250 — Environmental, Health and Safety Management
Description
250.01. This work consists of protection of the environment, persons, and property from
contaminants that may be encountered on the Project. This includes monitoring the work for
encounters with contaminants or suspected soil and groundwater contaminants; the
management of solid, special, and hazardous waste; and management of visual emissions
associated with hazardous waste, when encountered on the project.
250.02. The Contractor shall furnish all personnel, materials, equipment, laboratory services,
and traffic control necessary to perform the contamination monitoring, testing, and site
remediation when required. Traffic control shall be perthe requirements of Section 630.
Monitoring equipment used to detect flammable gas, oxygen level, and toxic gas shall be
capable of detection to meet thefollowing standards:
Table 250-1 — Detection Standards for Monitoring Gases
Constituent
Threshold Limit
Increments
Flammable Gas
1'Y° LEL
1
Oxygen
19%
0.1
Toxic Gas
1 PPM
1 PPM
Table Notes:
LEL = lower explosive limit
PPM = parts per million
Construction Requirements
250.03 General. Prospective bidders, including subcontractors, are required to review the
environmental documents availablefor this project. These documents are listed in subsection
102.05 as revised for this project.
This project may be in the vicinity of property associated with petroleum products, heavy metal
based paint, landfill, buried foundations, abandoned utility lines, industrial area or other sites
which can yield hazardous substances or produce dangerous gases. These hazardous
substances or gases can migrate within or into the construction area and could create hazardous
conditions. The Contractor shall use appropriate methods to reduce, and control known landfill,
industrial gases, and visible emissions from asbestos encounters and hazardous substances
which exist or migrate into the construction area. The Contractorshall follow CDOT's Regulated
Asbestos -Contaminated Soil Management Standard Operating Procedure, dated October 18,
2016, for proper handling of asbestos -contaminated soil, and follow all applicable Solid and
Hazardous Waste Regulations for proper handling of soils encountered that contain any other
substance mentioned above.
Encountering suspected contaminated material, including groundwater, old foundations, building
materials, demolition debris, or utility lines that may contain asbestos or be contaminated by
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asbestos, is possible at some point during the construction of this project. When suspected
contaminated material, including groundwater, is encountered or brought to the surface, the
procedures under subsection 250.03(d) and 250.05 shall be followed.
Transportation of waste materials on public highways, streets and roadways shall be done per
Title 49, Code of Federal Regulations (CFR). All labeling, manifesting, transportation, etc. of
waste materials generated on this project shall be coordinated with the Engineer. All hazardous
waste manifests for waste materials generated on this project shall list Weld County as the
generator of the waste materials except as otherwise noted. If the Contractor contaminates the
site, the Contractor shall be listed as the generator on the hazardous waste manifests, permits,
and other documents for such material. If the project is not on a State Highway or frontage road,
then the appropriate local governmental entity having jurisdiction over the transportation system
facility shall be listed as the hazardous waste generator.
If waste materials must be handled in a permitted treatment, storage and disposal (TSD) facility,
the facility shall be designated in writing by the Engineer. If the waste materials are the result of
the Contractor's actions, the Contractor shall designate the facility.
The hazardous waste transportation phase of the work involves insurance required by law and
regulations. If the waste materials are determined to be hazardous, the Contractor must submit
proof that the transportation company is covered by the appropriate type and amount of
insurance required by laws and regulations governing the transportation of hazardous waste.
The Contractor alone bears the responsibility for determining that the work is accomplished in
strict accordance with all applicable federal, state, and local laws, regulations, standards, and
codes governing special waste, petroleum, and hazardoussubstance encounters and releases.
The Contract will list known or suspected areas of contamination. Health and Safety Officer,
Monitoring Technician, and Health and Safety Plan shall be required when so stated in the
Contract.
(a) Health and Safety Officer (HSO). The Contractor shall designate an HSO, not the Project
Superintendent, who shall have at least two years of field experience in chemical related
health and safety. The HSO shall be either a certified industrial hygienist (CIH), certified
hazardous materials manager (CHMM), professional engineer (PE) licensed in the State of
Colorado, certified safety professional (CSP), or registered environmental manager (REM)
meeting the criteria set forth in 29 CFR 1926. When asbestos is present or is suspected to
be present, the HSO shall have additional training and certification per the Air Quality
Control Commission Regulation No. 8 Part B. The HSO shall meet the minimum training
and medical surveillance requirements established by the Occupational Safety and Health
Association.When regulated asbestos contaminated soil (RACS) is present or is suspected
to be present on or near a project, the HSOshall have knowledge of RACS regulations. The
HSO shall meet the minimum training and medical surveillance requirements established
by the Occupational Safety and Health Administration (OSHA) and the Environmental
Protection Agency (EPA) for a supervisory Site Safety Official per 29 CFR 1962.65. The
Contractor shall furnish documentation to the Engineer, at the Pre -construction
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Conference, that the above requirements have been met. Certification as an Asbestos
Building Inspector per subsection 250.03(b) is recommended.
The HSO shall be equipped with the following:
1. Communication equipment as required in subsection 250.03(d)2A and a vehicle.
2. Monitoring and detection equipment for flammable gas, oxygen sufficiency, toxic gas,
radiological screening, and other hazards. This includes, as required, a combustible
gas indicator, flame ionization or photo ionization detector, oxygen meter, radiation
monitor with Geiger Mueller detector, and other foreseeable equipment.
3. Depth gauging equipment, sampling equipment, and sampling containers.
4. Personal protective equipment (levels C and D) when required.
The HSO shall recommend and supervise those actions which will minimize the risk of
hazardous substance related injury to the workers, Department personnel, the general
public, property, and the environment. Hazardous substance isdefined in 29 CFR 1926.32.
The HSO shall prepare written procedures for the monitoring of confined space entry and
working in or near excavations, including but not limited to trenches and drill holes
associated with this project. The HSO shall conduct or supervise all hazardous substance
and solid waste related testing, sampling, monitoring, and handling for this project to ensure
compliance with applicable statutes and regulations, and other applicable environmental
requirements under subsections 107.01 and 107.02.
The HSO shall be available for consultation and assistance with contaminated materials
related testing, sampling, and field monitoring as required by the Engineer.
The HSO shall prepare and submit a bound and indexed final site report to the Engineer at
the end of the project. This site report shall include a detailed summary of all contaminated
materials and contaminated water that were encountered and their final disposition.
During each week the HSO is utilized, the HSO shall prepare a daily diary which shall be
submitted to the Contractor and the Engineer. This diary shall be submitted at the end of
the week and shall become a part of the Department's records. The diary shall contain a
chronological log of activities on the project including: dates and times on site, equipment
used and calibrations, field monitoring results, visual observations, conversations,
directives both given and received, and disposition of suspected hazardous substances.
The Engineer will review this submittal and approve the actual number of hours to be paid.
(b) Monitoring Technician (MT). The Contractor shall designate a monitoring technician to be
responsible for monitoring of hazardous substances during work on the project. The MT
shall have a minimum of two years of actual field experience in assessment and
remediation of hazardous substances that may be encountered during highway
construction projects. When asbestos is present or is suspected to be present on or near a
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project, the MT shall have additional 40 hours' experience in RACS project management
and certification as an Asbestos Building Inspector per the Colorado Air Quality Control
Commission Regulation No. 8 Part B. The MT shall be experienced in the operation of
monitoring devices, identifying substances based upon experience and observation, and
field sampling (for testing) of all media that may be found on the site. Completion of the 40 -
hour hazardous waste and 8 -hour supervisory training required by OSHA and U.S. EPA
rules and regulations which complies with the accreditation criteria under the provisions of
the proposed 29 CFR 1910.121 is required before beginning work. The Contractor shall
furnish documentation at the Pre -construction Conference that demonstrates these
requirements have been met.
The MT shall be equipped with the following:
1. Communication equipment as required in subsection 250.03(d)2A and a vehicle.
2. Monitoring and detection equipment for flammable gas, oxygen sufficiency, toxic gas,
radiological screening, and otherhazards. This includes, as required, a combustible
gas indicator, flame ionization or photo ionization detector, oxygen meter, radiation
monitor with Geiger Mueller detector, and other foreseeable equipment.
3. Depth gauging equipment, sampling equipment, and sampling containers.
4. Personal protective equipment (levels C and D) when required.
The MT shall be present on site and perform monitoring as required by 250.03(d) when
work is being performed in areasof suspected contamination and on a predetermined basis
throughout other work on the project.
The MT shall monitor for compliance with regulations, the project Health and Safety Plan
and the Materials Management Plan (if they exist for the project), the Contract, and the
environmental documents for the project. The MTshall immediately notify the Contractor,
the Engineer, and the HSO of any hazardous condition.
During each week the MT is utilized, the MT shall prepare a daily monitoring diary which
shall be submitted to the Contractor, HSO and the Engineer. This diary shall be submitted
at the end of the week and shall become a part of the Department's records. The diary shall
contain a chronological log of activities on the project including: dates and timeson site,
equipment used and calibrations, field monitoring results, visual observations,
conversations, directives both given and received, and disposition of suspected hazardous
substances. The Engineer will review this submittal and approve the actual number of hours
to be paid.
(c) Health and Safety Plan (HASP). The HSO shall prepare a written HASP for the project,
formatted as shown in Appendix B, Occupational Safety and Health Guidance Manual for
Hazardous Waste Site Activities, DHHS (NIOSH) Publication No. 85-115, available from
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the Superintendent of Documents, U.S. Government Printing Office. The Contractor and
the HSO shall review the environmental documents listed before preparation of the HASP.
The Contractor shall submit a signed (or electronically sealed when HSO is a Professional
Engineer) electronic HASP to the Engineer for acceptance. The Engineer shall have seven
calendar days to review and accept or reject the proposed HASP. Within five calendar days
after acceptance, the HSO shall distribute the accepted HASP to each emergency
response agency servicing the project area, the HASP designated emergency hospital, and
the Engineer. Earth or demolition work shall not occur until after the HASP is accepted
distributed. The HASP shall also be available to the Contractor's employees, their
representatives, and officials of OSHA, EPA, Colorado Department of Public Health and
Environment (CDPHE), local government health department, Federal Highway
Administration, and as determined by the Engineer. The Engineer will distribute the
accepted HASP to appropriate Department personnel. The HSO shall revise and update
the HASP as warranted by changes in the field conditions.
All on -site workers (Contractor's, Department's, Utilities', and others) shall be briefed by
the HSO on the contents of the HASP and any revisions thereof. The HSO shall conduct
briefings (group or individual) to inform new employees, subcontractors, utility companies,
and other on -site workers of the HASP contents before their entry on site. All personnel
involved in excavation or other soil disturbing activities shall receive the required two-hour
Asbestos Awareness training by aCertified Asbestos Inspector, when asbestos discoveries
are anticipated, or discoveries are made. A signature log of all briefing attendees shall be
kept and furnished to the Engineer. The Contractor shall provide, as required, eyewash
equipmentand stations, emergency showers, hand and face washing facilities, and first aid
equipment.
The Contractor shall provide, as required, decontamination facilities for personnel and
equipment employed in the work. The exact procedure for decontamination and frequency
shall be included in the accepted HASP. Decontamination facilities shall meet the criteria
set forth in the Code of Federal Regulations (29 CFR and 40 CFR).
(d) Precautions and Procedures. The following minimum precautions and procedures shall be
followed during theconstruction of the project:
1. General construction precautions:
A. All monitoring and piezometer wells and test borings shall be established or
abandoned by the Contractor as regulated by the State Engineer's Office. Copies
of all required permits, notification, and abandonment documents shall be
submitted to the Engineer before payment approval.
B. Hazardous substance related activities shall have a work plan for each work phase
which shall be coordinated with the Engineer at least three workdays before
commencement of each phase of the work.
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C. The Contractor shall properly handle all investigation -derived waste generated by
this project. Documentation shall be submitted to the Engineer of all tests
performed for Treatment, Storage, and Disposal (TSD) determination;
classification of waste; hauling records; TSD acceptance; manifest (if required);
etc. per applicable laws and regulations.
D. When the work may involve air emissions, the Contractor shall contact the
Colorado Department of Public Health and Environment (CDPHE), Air Pollution
Control Division to ascertain if an air pollution emission notice (APEN) or permit is
required for this operation. The Contractor shall be responsible for filing the APEN
and obtaining said permit, if required. The processing of air pollution permits, if
required, in non -attainment areas or where public hearings are required, likely will
take more than 90 days.
2. For construction on a known or potentially contaminated site, the following conditions
shall apply, in addition to those listed in subsection 250.03(d)1:
A. The HSO shall be on site or readily available by radio, telephone or pager at all
times during the work. When on site, the HSO shall have an operational portable
or mobile cellular telephone available for immediate use in areas where such
service is available. When on site in cellular telephone non -service areas, the HSO
shall have available, for immediate use, radio access to a site with telephone
service. The HSO shall be notified at least 24 hours before the start of confined
space entry, storage tank removal, drilling, excavation, trenching, or dewatering
operations.
B. The HSO shall designate the onsite monitoring equipment for flammable gases,
oxygen deficient or enriched atmosphere, and toxic gases, such as but not limited
to, a flame ionization detector, photoionization detector, combustible gas indicator,
and oxygen meter. This designated equipment shall be on site during all
construction operations and be utilized during trenching, drilling, excavating,
confined space entry, underground storage tank removal, and other appropriate
construction operations. The exact equipment to fulfill this requirement shall be
specified in the accepted HASP. The HSO shall conduct or supervise the
monitoring. The monitoring equipment shall be calibrated as recommended by the
manufacturer.
C. When drilling, trenching, or excavating in the presence of detectable
concentrations of explosive gases, the soil shall be wetted, and the operating
equipment shall be provided with spark proof exhausts.
D. The Contractor, through the HSO, is responsible for ensuring that 29 CFR 1926 is
fully complied with duringthe construction of the project.
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E. Affected excavation operations shall be discontinued and personnel shall be
removed from the affected excavation sites where any of the following levels are
detected:
(1) 20.0 percent or more LEL flammable gas, or 10.0 percent in an underground
or confined space,
(2) Permissible Exposure Limit (PEL) of any toxic gas,
(3) 19.5 percent or less oxygen,
(4) 25.0 percent or more oxygen,
(5) Greater than 2 mrem/hr. (Beta particle and photon radioactivity),
(6) Greater than 15 pCi/L (Gross alpha particle activity), or
(7) Other action levels as determined by the HSO.
(8) Uncovering of suspect Asbestos Containing Material (ACM), including but not
limited to, buried facility components, active or abandoned utility lines, buried
foundations and demolition debris, or miscellaneous ACM dispersed in the
soil. The Contractor shall follow the procedures outlined in the HASP and 29
CFR 1926 to address these conditions. Work shall resume in these areas
when approved by the Engineer.
F. Personnel shall be issued and utilize appropriate health and safety equipment as
determined by the HSO, who shall provide the Engineer with a written explanation
of what personal protective equipment (PPE) shall be worn, when, and by which
personnel. Except in emergency cases, the Engineer shall be advised by the HSO
of changes in the degree of PPE before implementation.
G. Personnel shall avoid the area immediately downwind of any excavation unless
the excavation is monitored and declared safe.
H. The operators of excavating, trenching, or drilling equipment shall wear appropriate
PPE as required in the HASP.
I. Exhaust blowers shall be present at the location where required in the accepted
HASP.
J. The Contractor shall accomplish the work with employees who have been trained
and equipped as required by the HASP and applicable provisions of 29 CFR 1910
and 29 CFR 1926.
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K. Fire extinguishers, electrical equipment and wiring shall conform to the applicable
requirements of 29 CFR 1926and 49 CFR.
L. Smoking shall not be permitted within 50 feet of any excavation.
3. For construction within 1,000 feet of a known or potentially contaminated site, the
following conditions, in addition tothose listed in subsection 250.03(d)(1) shall apply:
A. The areas under construction shall be checked with a combustible gas indicator
before excavation begins to determine if flammable or combustible gas is in the
area.
B. Excavations, trenches and drill holes shall be monitored by the HSO for
flammable gas, toxic gas and oxygen deficiency or enrichment. This shall be
carried out continuously unless the presence of flammable, combustible, or toxic
gas or oxygen deficiency or enrichment in the area can be ruled out by the HSO.
The recommendation to discontinue monitoring must be agreed to by the
Engineer and the Contractor. Before implementation, this agreement shall be
written, and shall contain specific conditions that will require re-evaluation of the
area.
C. When flammable or toxic gas is found in the area, those precautions and
procedures in subsection 250.03(d)2 shall apply.
4. The following procedures shall be followed if the level of contamination as
documented in the environmental documents referenced in subsection 102.05 as
revised for this project is exceeded, or if previously unidentified contaminated air, soil
or water, is encountered during the construction of the project:
A. Work in the immediate area of the release or discovery of contamination shall
cease. The Engineer shall be immediately notified.
B. If no HSO is required by the Contract, the Contractor shall designate an HSO as
directed, per subsection 250.03(a).
C. The Engineer may direct the HSO to evaluate the material for potential
hazardous substance or other contamination or unsafe conditions. This
evaluation may include, but is not limited to, on -site field monitoring, on -site
testing, and on or off site laboratory analysis. Removal of storage tanks and
surrounding contaminated soils shall be per applicable laws, regulations and
established procedures. If the contaminated material cannot be placed in the
embankment or remediated on site, it must be removed to an appropriate TSD
facility, as designated inwriting by the Engineer. The HSO shall supervise the
necessary testing required to make appropriate TSD determinations. Disposal of
the unsuitable material shall be considered as remediation work as described in
subsection 250.03(d)4.D and 250.03(d)4.E.
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D. If this site is determined to be contaminated with petroleum products, hazardous
substances or other solid waste in excess of that indicated in the above listed site
investigation documents, a thorough Site Investigation and Waste Management
Plan shall be accomplished under the supervision of the HSO. The Site
Investigation and Waste Management Plan shall be submitted to the Engineer
for approval and shall determine the extent of contamination and propose at least
three types of remedial action for the contaminated area as required by
applicable statutes and regulations. The HSO shall be available to assist the
Engineer in explaining this study tothe regulatory agencies. When requested by
the Engineer, the Contractor shall prepare a Remediation Plan based on the
selected remedial method and shall submit this to the Engineer for approval. The
time required forthe Engineer's review of the Remediation Plan, including all
necessary drawings, calculations, specifications, and other documentation will
not exceed four weeks after a complete submittal is received. This work shall not
be done unless authorized in writing by the Engineer.
E. If the site is determined to be contaminated with petroleum products; hazardous
chemicals, materials, or wastes; or other solid wastes, and is required to be
remediated, the HSO or other qualified individuals will supervise the Remediation
Plan implementation as concurred to by the regulatory agencies, as directed.
Hazardous Waste generated by remedial activities shall list the Colorado
Department of Transportation as the hazardous waste generator on the required
paperwork for projects on State Highways and their associated frontage roads.
If this project is not on a State Highway or frontage road, then the appropriate
local governmental entity having jurisdiction over the transportation system
facility shall be listed as the hazardous waste generator. If the waste disturbed
or produced was caused by Contractor negligence, the Contractor shall be listed
as the hazardous waste generator. Remediation work shall be done only when
authorized by the Engineer in writing.
250.04 Heavy Metal Based Paint Management. When the work includes the removal of paint
or items covered with paint which may contain lead, chromium or other heavy metals, the
requirements of this subsection shall apply in addition to the requirements of subsection 250.03.
The requirements of the HASP shall be per OSHA Publication No. 3142, Working with Lead in the
Construction Industry.
Paint Removal and Waste Disposal work shall be performed per 29 CFR 1926.62, State and
local air qualityregulations, the Steel Structures Painting Council (SSPC) Guide for Containing
Debris Generated During Paint Removal Operations, the Industrial Lead Paint Removal
Handbook (SSPC 91-18), and the references contained.
The following minimum precautions and procedures shall be followed unless modified in the
approved HASP or its updates:
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(a) The Contractor shall contact the CDPHE, Air Pollution Control Division to ascertain if an air
pollution permit is requiredfor the cleaning or demolition work. If an air pollution permit is
required, the Contractor shall obtain the permit. The Contractor shall furnish the Engineer
with a copy of the permit application and the permit issued before starting cleaning or
demolition activities. A copy of the Air Pollution Emission Notice [APEN] shall be provided to
the Engineer, if such notice is required under the Colorado Air Quality Control Commission's
regulations. The processing of air pollution permits in non -attainment areas, or where public
hearings are required, likely will take more than 90 days.
(b) The Contractor shall contain paint chips, corrosion residues, and spent abrasives, referred
to as waste materials, resulting from the cleaning or demolition operations. The Contractor
shall not deposit or release waste material into thewater, air or onto the ground below or
adjacent to the structure. The Contractor shall conduct cleaning operations to minimize the
waste materials produced. Before beginning the work, the Contractor shall submit to the
Engineer for acceptance, a detailed methods statement for capturing, testing, and
disposing of the removed materials. The Engineer will have seven calendar days to review
and accept or reject this methods statement.
(c) Abrasives utilized for blast cleaning shall be low -dusting and low waste. Unless approved
otherwise, vacuum blasting or wheel blasting shall be used.
(d) The HSO shall sample and test the waste material for lead, chromium, and other paint
associated heavy metals using the Toxicity Characteristic Leaching Procedure (TCLP) Test,
Method 1311 of the EPA publication, Test Methods for Evaluating Solid Waste 846. Sample
collection methodology and frequency shall be recommended by the HSO and accepted
by the Engineer with an adequate number of samples taken to be representative of all
waste material collected. If the waste material does not pass the TCLP test, it shall be
disposed of in a permitted TSD facility as designated in writing by the Engineer. The waste
materials handling decision shall be documented by a report (five copies) submitted to the
Engineer. This documentation shall include a description of sample collection methodology,
testing performed, test results, and comparison of test results with hazardous waste
requirements. The waste material shall not be held at an unpermitted TSD facility site in
excess of Resource Conservation and Recovery Act (RCRA) temporary storage time limits.
(e) When an item coated with paint is removed, all loose paint shall be removed and collected
from the item within 24 hours of the time it is removed or placed onto the ground. All loose
paint shall be removed and collected from a painted item before it is removed from the site.
The Contractor shall contain loose paint until it is removed and collected. Loose paint is
defined as that which can be removed by manual scraping methods. Over waterways, the
Contractor shall capture all paint debris by the method specified in the methods statement.
The paint debris shall be collected on a daily basis and shall be stored in a properly labeled,
tightly sealed container and placed in a secured location at the end of each working day.
(f)
All painted steel components which are not designated to be salvaged shall be recycled.
Contractor possession of the steel for future use shall be considered a form of recycling.
Before transport of the components off -site, the Contractor shall obtain a letter from the
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recipients of the painted steel components stating that they have been fully informed of the
contents of the paint and are capable of handling the paint. If the Contractor is to maintain
future possession of the steel, the Contractor shall supply this letter. If there will be more
than one recipient of the painted material, one letter shall be obtainedfrom each recipient.
The Contractor shall provide a copy of each letter to the Engineer. If the painted steel
components will be recycled by melting, the letter from the recipient is not required. The
Contractor shall submit a letter stating the destination of the painted steel components and
that they will be melted.
(g)
When the work consists of the removal of a bridge or components of a bridge coated with
paint which has been assumed to contain lead, chromium, other heavy metals, or a
combination thereof, the Contractor shall capture paint debris which is dislodged during
removal operations. The Contractor may choose any method for dismantling the bridge,
subject to the following required construction sequence limitations:
1. The concrete deck shall be removed before removal of the steel superstructure.
2. If the methods statement indicates that girders will be dropped to the ground during
dismantling, all debris from the concrete deck removal operation shall be removed
from the area below the bridge before any girders are dropped intothis area.
3. Girders may be cut and dropped only if the span is located entirely over land.
250.05 Material Handling. This work consists of the additional handling of groundwater and
soils to be excavated for construction of the project which are suspected or known to be
contaminated. This work also includes stockpiling or containerization, analytical sampling and
testing, and final disposition of contaminated groundwater and soils requiring special handling.
The Contractor shall maintain vertical trench walls for the work in the specified areas of known
or potential contamination, as shown on the plans. Shoring may be necessary to meet this
requirement. The Contractor shall confine the removal of contaminated groundwater and soils
encountered as a result of the excavation activities in the specified areas to the vertical and
horizontal limits of structure excavation specified in the Contract. The Contractor shall be
responsible for any contaminated materials generated beyond the limits of excavation. This shall
include any sampling, analysis, and disposal required, and the costs thereof. The Contractor
shall be listed as the generator of any such material. The limits of excavation shall be determined
as 18 inches outside of structures, including sewers, water lines, inlets, manholes, and other
underground structures to be constructed, or as directed.
Specific areas of known or potential contamination have been identified in the project plans.
There is the potential of encountering contaminated groundwater and soil, which has not been
summarized in the plans or specifications, at unknown locations on the site. Suspected
contaminated soil and groundwater shall be handled by one of three methods as follows:
(a) Materials Handling (Stockpile and Containerization). When recommended by the HSO and
authorized by the Engineer, material shall be stockpiled or containerized for analysis and
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characterization for proper handling and, disposal, or both. Sampling and testing of
materials shall be as described in the Contract. If analysis indicates that soil samples are
designated as uncontaminated, as determined by the criteria shown in the Contract or as
determined by the CDPHE, the associated soils will not require any special handling and
will become the property of the Contractor and may be used on site, subject to other
requirements of the Contract. Health and safety monitoring and strict fugitive dust control
shall be conducted during the placement of these soils. If analysis indicates that
groundwater samples are designated as uncontaminated, as determined by the criteria
shown in the Contract or as determined by the CDPHE, the groundwater shall be handled
per subsection 107.25.
Stockpiled and containerized materials shall be secured in compliance with the following
provisions until they are determinedto be uncontaminated:
1. The Contractor shall not store the material for more than 90 days.
2. The Contractor shall prevent any runoff from infiltrating the ground or running out of
the containment area.
3. Soils and groundwater containing different contaminants shall be placed in separate
containers or stockpiles.
4. The Contractor shall prevent the dispersion of materials or the dilution or mixing of
containers and stockpiles.
5. The ground surface on which the contaminated soils will be placed shall be covered
with plastic sheeting which will withstand the placement and removal of stockpiled
materials without breaching.
6. The ground surface shall be graded to drain toward the edge of the soil piles and the
berm or trench around them shall be covered by plastic sheeting.
7. Proper security shall be provided per 40 CFR.
(b) Solid Waste Disposal. Soils determined to be contaminated, but not hazardous, as
established by criteria in the Contract or as determined by CDPHE or other regulatory
agencies having jurisdiction, shall be handled and disposed of as recommended by the
HSO and approved by the Engineer. The Contractor shall haul this material to a solid waste
disposal facility.
(c) Contaminated Groundwater Disposal. Groundwater determined to be contaminated, but
not hazardous, as established bycriteria in the Contract or as determined by CDPHE or
other regulatory agencies having jurisdiction, shall be handled and disposed of as
recommended by the HSO and approved by the Engineer. The Contractor shall prepare a
dewatering plan proposing at least three types of treatment and/or disposal options of
contaminated groundwater as required by applicable statutes and regulations. One of the
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treatment options shall include permitting and onsite treatment before discharge or
disposal. The dewatering plan shall be submitted to the Engineer for approval four weeks
before dewatering activities begin.
(d) Hazardous Waste Disposal. Soils and groundwater that are designated or suspected to be
hazardous shall be containerized immediately upon excavation or upon discovery.
Hazardous material shall be labeled and transported to apermitted treatment, storage and
disposal (TSD) facility or to a hazardous waste disposal facility approved by the Engineer.
(e) Additional Requirements. Stockpiled or containerized material characterized as
uncontaminated, contaminated, orhazardous shall be stored and disposed of in a manner
consistent with current established federal, state, and local regulations for waste materials.
Materials with contaminants not specifically regulated shall be disposed of by the
Contractor as directed, in consultation with CDPHE. All areas where wastes are generated
shall be reviewed by the HSO to identify potential contaminant sources that may result in a
contaminated waste stream.
Contaminated groundwater and soils, which have been identified as solid waste or
hazardous waste, requiring disposal according to federal, state, and local regulations, shall
be transported per 49 CFR by the Contractor to an appropriately permitted treatment
facility, landfill, incinerator, or asphalt plant or other facility approved to accept the waste.
CDPHE and the landfill or other treatment or disposal facility shall be notified by the HSO
of the material to be disposed of and the corresponding analytical test results before
shipment. Potentially contaminated water collected from the lined trench of a stockpile shall
be treated as required by Colorado Wastewater Discharge Permit System (CDPS) permits,
29 CFR and 40 CFR and reimbursed separately per Contract requirements.
250.06 Sample delivery. This work consists of the collection, containerization and delivery of
material samples for analysisto the testing facility designated in the Contract.
Environmental Protection Agency (EPA) protocol and standards shall be followed in the
collection, containerization, and transport of samples to be analyzed, including the
documentation of the proper chain of custody of all samples. The Contractor shall collect
sufficient sample material to perform the required analysis and is responsible for ensuring that
appropriate climate control has been provided for sample transport. Sample delivery shall be
made within the maximum allowable holding time for each sample type, not to exceed 24 hours,
excluding weekends. The time period required for sample collection and delivery to the testing
facility will not be considered an excusable delay. The analysis to be completedand turnaround
time shall be approved by the Engineer.
The Contractor shall provide the Engineer with a copy of documentation indicating that proper
chain of custody requirements have been followed for all samples.
Quality control samples shall be provided by the Contractor per the quality control requirements
of the testingfacility designated in the Contract (quality control requirements are available from
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the Engineer). The Contractor shall prepare, label, and transport these samples to the testing
facility in conjunction with the delivery of other samples authorized for analysis by the Engineer,
at no additional cost.
The Engineer may request splits of samples, in advance of collection, which shall be provided
at no additional cost by the Contractor.
250.07 Regulated Asbestos Contaminated Soils (RACS) Management. Environmental
documents or plans listed in the special provisions shall include known or suspected locations
that could involve encounters with RACS during excavation and other soildisturbing construction
activities. Unexpected discoveries of RACS may occur during excavation and soil disturbing
construction activities. RACS shall be properly managed or remediated, per subsection
250.07(a).
All asbestos related activities shall be performed by CDPHE certified asbestos professionals,
contractors, or consultants.
Certifications are issued by the CDPHE, Indoor Air Quality Unit. A Colorado Certified Asbestos
Building Inspector shall managethe assessment and disposal of RACS and other ACM. The
Indoor Air Quality Unit within CDPHE is the only unit that certifies such professionals. The
Contactor shall furnish a copy of the certification to the Engineer.
(a) Regulatory Compliance. RACS management is governed by 6 CCR 1007-2, Section 5.5,
which includes and references regulatory compliance with Colorado Air Quality Control
Commission Regulation No. 8 Part B -Asbestos, Colorado
Regulation No. 8 governs all asbestos activities, demolition, permitting, and certification of
Certified Asbestos Professionals in the State of Colorado. The Contractor shall conform to
all current regulations, policy directives, or both, issued by the CDPHE, and Weld County.
(b) Asbestos Management and Visual Inspections. Asbestos management shall be performed
by a CDPHE certified Asbestos Building Inspector. All inspections of the area of asbestos
contaminated soil removal shall be performed by a CDPHE certified Asbestos Building
Inspector to determine what, if any, controls must be instituted to allow future activity in the
excavation area.
(c) Permitting and Notification. The CDPHE requires notification of any soil disturbing activity
where asbestos is known, suspected, or discovered. A 24 -hour notification to CDPHE is
required before any soil disturbing activity of an unplanned asbestos discovery. A 10
workday notification to CDPHE is required before any soil disturbing activity in an area with
known or potential RACS. Removal of asbestos -containing material on a facility
component, that is located on or in soil thatwill be disturbed, with asbestos quantities above
the following trigger levels shall be permitted and abated per the requirements of Colorado
Air Quality Control Commission Regulation No. 8 (5 CCR 1001-10, Part B):
1. 260 linear feet on pipes,
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2. 160 square feet on other surfaces, or
3. The volume of a 55 -gallon drum.
All permit applications shall be submitted to the CDPHE a minimum of 10 days before start
of work for approval. The permit application and notification shall be submitted
simultaneously. A CDPHE certified General Abatement Contractorshall obtain all required
State and local permits and shall be responsible for all associated fees. Permit application,
notification, and waiver request forms shall be submitted to:
Colorado Department of Public Health and Environment Permit Coordinator/APCD - SS -
B1 4300 Cherry Creek Drive South, Denver, CO 80246-1530, Phone: (303) 692-3100, Fax:
(303) 782-0278
Application and waiver forms are available on the CDPHE website at
https://www.colorado.gov/pacific/cdphe/asbestos-forms
(d) CDOT's Regulated Asbestos -Contaminated Soil Management Standard Operating
Procedure, dated October 18, 2016. Asbestos contaminated soil shall be managed per 6
CCR 1007-2, Part 1, Section 5.5, Management of RACS. Regulations apply only upon
unexpected discovery of asbestos materials during excavation and soil disturbing activities
on construction projects, or when asbestos encounters are expected during construction.
The Contractor shall comply with procedures detailed in the CDPHE's Management of
Regulated Asbestos Contaminated Soil Regulation and CDOT's CDPHE approved
Regulated Asbestos -Contaminated Soil Management Standard Operating Procedure,
dated October 18, 2016, including the following minimum requirements:
1. Immediate actions and implementation of interim controls to prevent visible emissions,
exposure, and asbestos contamination in surrounding areas.
2. Soil Characterization.
3. Training required for all personnel involved in excavation and other soil disturbing
activities once asbestos is encountered during construction or on projects where
asbestos encounters are expected. Asbestos Awareness Training shall be given by a
qualified and certified Asbestos Building Inspector with a minimum of six months'
experience inspecting asbestos contaminated soil.
4. Assessment for the presence and extent, within the proposed area of disturbance, of
asbestos discoveries, whether expected or unexpected, by a CDPHE Certified
Asbestos Building Inspector.
5. Investigation and sampling required for risk assessment and management.
Investigation, if required, shall be conducted by a CDPHE Certified Asbestos Building
Inspector.
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6. Risk assessment and determinations for further management or abatement.
i. Risk assessment and determinations shall be made by a CDPHE Certified
Asbestos Building Inspector and coordinated with the Engineer.
ii. Soil remediation is not necessarily required, depending on the circumstances.
7. Submit CDPHE 24 -hour Notification Form for unexpected RACS discovery included
in Attachment 1 of the CDOT Regulated Asbestos -Contaminated Soil Management
Standard Operating Procedure.
8. Submit CDPHE 10 -day Notification Form for planned RACS management included in
Attachment 1 of the CDOT Regulated Asbestos -Contaminated Soil Management
Standard Operating Procedure.
(e) Risk Assessment and Determinations for Further Management or Remediation. Risk
assessment and determinations for further management or remediation shall be closely
coordinated with the Project Engineer and Project Manager of the Statewide Management
Plan.
250.08 Methamphetamine Lab Sites. Demolition of former Methamphetamine (meth) labs is
enforced by the Governing Authority, which varies from county to county. The Contractor shall
demolish all buildings that are identified as former meth labs, as listed in public listings by the
Governing Authority. The Contractor shall provide evidence of demolition to the Governing
Authority, obtain receipt of such evidence by the Governing Authority, and shall submit these to
Engineer immediately following demolition.
Septic tank removal at known meth lab sites shall undergo preliminary assessment by an
Industrial Hygienist or Certified Industrial Hygienist to determine proper removal and disposal.
Work shall proceed per the recommendations of the Hygienist.
Method of Measurement
250.09. Environmental Health and Safety Management will not be measured but will be paid for
on a lump sum basis. This will include all work, materials, and hourly time charges by the HSO,
and other personnel required to accomplish the following:
(1) Preparation, submittal and briefing of the initial HASP.
(2) Preparation and submittal of the Waste Management Plan.
A. Preparation and Submittal of the Dewatering Plan.
B. Preparation and Submittal of the Remediation Plan.
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(3) Procedures and equipment specified in subsections 250.03 - 250.07.
(4) PPE (levels C and D) for Contractor's personnel for any contamination identified in the pre -
construction investigations.
(5)
Preparation and submittal of the final site report.
The quantity to be measured for Health and Safety Officer will be the total number of hours that
the Health and Safety Officer is actually used, as authorized, for the following work:
(1) Field monitoring necessary to ensure the safety of workers on the site.
(2) Hours in excess of the items listed under Environmental Health and Safety Management.
(3) Hours that are necessary due to unforeseen site conditions.
(4) Hours of additional consultation or field work that is requested by the Engineer.
Equipment specified in subsection 250.03(a), preparation and submittal of the daily HSO diary,
travel to and from the project site, and PPE (Levels C and D) required for use by the HSO will
not be measured and paid for separately but shall be included in the hourly cost of the HSO.
The quantity to be measured for Monitoring Technician will be the total number of hours that
Monitoring Technician is actually used as authorized. Equipment specified in subsection
250.03(b), supervision of the MT, preparation and submittal of the daily monitoring diary, travel
to and from the project site, and PPE required for use by the MT (Levels C and D) will not be
measured and paid for separately but shall be included in the hourly cost of the MT.
Solid stockpiled materials will be measured by the cubic yard computed from cross sections by
the average end area or other acceptable method. Disposal of solid waste and solid hazardous
waste materials will be measured by the cubic yard in the disposal container.
Materials Sampling and Delivery will be measured by the actual number of samples collected,
containerized, and transported to the testing facility indicated in the Contract.
Additional environmental health and safety management work required and authorized by the
Engineer, but not included in the items listed above, will be considered extra work to be paid for
per subsection 109.04, unless such work is caused by the Contractor's action.
Basis of Payment
250.10. Partial payment for Environmental Health and Safety Management, as determined by
the Engineer, will be made as the work progresses. The Contractor shall submit a schedule of
environmental related Health and Safety Management work before the first partial payment is
made. The schedule shall indicate the environmental related Health and Safety Management
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time for each work item that requires Contractor environmental related Health and Safety
Management effort and the total time for the project.
The accepted quantity for Health and Safety Officer will be the number of hours actually used
and approved for payment by the Engineer and will be paid for at the contract unit price.
The accepted quantity for Monitoring Technician will be the number of hours of onsite monitoring
as approved by the Engineer and will be paid at the Contract unit price.
Environmental Health and Safety Management, Health and Safety Officer and Monitoring
Technician bid items shall include vehicles, phone charges, supplies, printing, postage, office
support, and all other miscellaneous costs associated with the work.
Payment for Groundwater Handling (Containerization and Analysis) will be made per subsection
109.04. Payment for Soil Handling (Stockpile) will be made at the contract unit price for all
excavated material required to be stockpiled for analysis. The contract unit price will be full
compensation for furnishing all materials, labor, equipment and incidentals necessary to
complete this work, and all handling of the material before disposal. This includes haul, stockpile,
and security. Payment for this work will be in addition to any payment made under other bid
items for excavation, embankment, or backfill on the project; or waste disposal of this material.
Payment for Solid Waste Disposal and Solid Hazardous Waste Disposal will be made at the
appropriate contract unit price for the disposal of material determined to be either solid waste or
solid hazardous waste. The contract unit prices will be full compensation for furnishing all
materials, labor, equipment, tools, storage containers for transport, containerization of material
for up to 60 days, and incidentals necessary to complete this work. This includes all handling of
the material, loading for disposal, unloading for disposal, and borrow material required for
replacement of excavated material disposed of offsite. It does not include stockpiling or
containerization required for analysis which is included in the item Materials Handling (Stockpile
and Containerization) paid for as described above. Payment for waste disposal fees and
transport of hazardous waste will be made as shown below. Payment for this work will be in
addition to any payment made under other bid items for excavation, embankment, backfill, or
material handling (stockpile and containerization) on the project.
(1) Solid Waste. Transport costs to the disposal facility and disposal fees will be included in
the contract unit price for this work.
(2) Solid Hazardous Waste. Transport costs, disposal fees, and treatment costs will be paid
for by planned force account per subsection 109.04.
(3)
Liquid Hazardous Waste. Transport costs, disposal fees, and treatment costs will be paid
for by planned force account per subsection 109.04.
The cost of shoring required to limit the removal of contaminated materials to the specified limits
shall be included in the contract unit prices for any excavation to be performed. Such shoring
445
ordered by the Engineer in areas other than the specified areas of known or potential
contamination, as shown on the plans, will be paid for per subsection 109.04.
Payment for Materials Sampling and Delivery will be made at the contract unit price for each
material sample collected, containerized and transported to the laboratory testing facility as
designated in the Contract. The contract unit price will be full compensation for furnishing all
materials, labor, equipment, tools and incidentals necessary to complete this work including
required sampling kits, containers, sample splits, and quality control samples.
The Contractor shall be responsible for damage caused by Contractor negligence to the
environment, persons, or property. Expenditures associated with actions of the Contractor shall
be borne by the Contractor at no cost to the project.
Contaminated groundwater containerized, treated, or disposed under the requirements of this
specification will be paid for by planned force account per subsection 109.04.
The accepted quantities will be paid for at the contract unit price for each of the pay items listed
below that appear in the bid schedule.
Pay Item
Pay Unit
Environmental Health and Safety Management
Lump Sum
Health and Safety Officer
Hour
Monitoring Technician
Hour
Materials Sampling and Delivery
Each
Materials Handling (Stockpile)
Cubic Yard
Solid Waste Disposal
Cubic Yard
446
Division 300 — Bases
Section 304 — Aggregate Base Course
Description
304.01. This work consists of furnishing and placing one or more courses of aggregate and
additives, if required, on a prepared subgrade.
This work consists of furnishing and placing aggregate as shouldering material adjacent to the
edges of pavement as designated in the plans.
This work consists of furnishing and placing aggregate as surface material on gravel roadways
as designated in the plans.
Aggregate Base Course (RAP) consists of hauling to the site and placing one or more courses
of asphalt millings on a prepared surface in conformity with the lines, grades, and typical sections
shown on the plans or established.
Equipment used in grade control of the base course shall be rubber tired or soft track to protect
against gradation breakdown. A steel tracked dozer shall not be used for grade control.
Pneumatic and/or steel wheel vibratory rollers shall be used to achieve compaction of the
aggregate base course.
Materials
304.02 Aggregate. The aggregates shall meet the requirements of subsection 703.03.
Acceptance will be based on stratified random samples.
Materials for the base course materials shall be Aggregate Base Course (Class 6) as shown in
subsection 703.03.
All aggregate base course materials shall be virgin materials unless approved in writing by the
Engineer.
If aggregate base course materials made from recycled concrete are allowed by the Engineer,
the material shall not be used in areas where it is not covered by a subsequent layer of either
hot mix asphalt pavement or Portland concrete cement pavement. The use of recycled concrete
in an aggregate base course material shall be approved in writing by the Engineer.
The aggregate base course (Class 6) must meet the gradation requirements and have a
resistance value of at least 69 when tested by the Hveem Stabilometer method. Class 6
aggregate base shall be a manufactured crushed material. No natural aggregate material will be
accepted. Class 6 aggregate base shall have a minimum of 45% of 1 or more fractured faces
per ASTM D5281 or as required.
447
Materials for Aggregate Base Course (Surface Gravel) shall meet all the requirements in Section
703.03. Approval of the surface gravel will be contingent on material meeting the requirements
in Table 703-2.
Materials for Aggregate Base Course (Shouldering) shall meet all the requirements for Class 6.
Materials for Aggregate Base Course (Surface Gravel) shall meet all the requirements in Section
703.03. Approval of the surface gravel will be contingent on material meeting the requirements
in Table 703-2.
Materials for Aggregate Base Course (Class 6)(RAP) shall be provided by the Contractor's
materials supplier (i.e., not generated from onsite materials) unless otherwise approved by the
Engineer. This material shall meet the requirements of subsection 703.03.
304.03 Commercial Mineral Fillers. Portland cement shall conform to subsection 701.01.
Hydrated lime shall conform to subsection 712.03.
Commercial Mineral Fillers will not be allowed in Aggregate Base Course (Shouldering) or in
Aggregate Base Course (Surfacing).
Construction Requirements
304.04 Placing. The Contractor shall ensure that all aggregate base course activities are
performed with machine control to within the tolerance specified in section 304.06.
If the required compacted depth of the aggregate base course exceeds 6 inches, it shall be
constructed in two or more layers of approximately equal thickness. The maximum compacted
thickness of any one layer shall not exceed 6 inches. When vibratory or other approved types of
special compacting equipment are used, the compacted depth of a single layer may be increased
to 8 inches upon request, provided that specified density is achieved, and written approval is
given.
A device capable of placing the shouldering material in its final position shall be used. The device
is subject to the Engineer's approval. Dumping of shouldering material on the roadway
surface will not be permitted. Any roadway and/or shoulder damage shall be removed by
milling 2 inches of material from the roadway and replacing it to the nearest longitudinal or
transverse joint at no additional cost to the Department.
Aggregate base course of any kind shall not be stockpiled onsite without first submitting a
method of handling statement and obtaining written approval from the Engineer.
304.05 Mixing. The Contractor shall mix the aggregate by methods that insure a thorough and
homogenous mixture.
304.06 Shaping and Compaction. Compaction of each layer shall continue until a density of at
least 95 percent of the maximum density has been achieved as determined per AASHTO T180
448
as modified by CP 23. The moisture content shall be at plus or minus 2 percent of optimum
moisture content. The surface of each layer shall be maintained during the compaction
operations so that a uniform texture is produced, and the aggregates are firmly keyed. Moisture
conditioning shall be performed uniformly during compaction.
Compaction of each reclaimed asphalt pavement aggregate layer shall continue until a wet
density of at least 95 percent of the maximum wet density when determined per a one point
AASHTO T180, Method D test has been achieved.
The surface of the base course shall be checked with a GPS Rover or other approved device.
The surface shall be verified by the Contractor and the Engineer before the application of any
primer or pavement. The variation of the surface from the plan surface elevation for base course
shall not exceed 0.04 feet (1/2 inch). All irregularities exceeding the specified tolerance shall be
corrected to the satisfaction of the Engineer at no additional cost to the Department.
The subbase or base course shall be brought to the specified cross section elevation as shown
in the plan (+/- 0.04 feet). High areas shall be trimmed to the proper elevation. Low areas shall
be filled and compacted to a condition similar to that of the surrounding grade. The finished
grade shall be maintained in a smooth and compacted condition until the pavement is placed.
Only blades with machine control capable of finishing the base grade to within the specified
tolerance shall be allowed. A trimming machine shall not be used to achieve final grade unless
written approval is obtained from the Engineer. If a trimming machine is approved for use, it shall
be machined controlled. The trimmer machine shall not change the trimming's approved proctor
for the aggregate base course material by more than 6 Ibs/cubic foot. If it does, the trimmings
shall not be allowed to be placed within the roadway prism.
Shouldering material shall be compacted initially after placement with approved rubber -tired
equipment. Shouldering material shall be wetted to achieve proper moisture content and shall
achieve a compacted density of at least 95% of the modified proctor maximum density value. A
water truck and or loaded bucket loader can be used for wheel rolling compaction on shoulder
material. A heavy plate tamper may be needed.
Method of Measurement
304.07. Aggregate base course will be measured by the ton and placed to the lines and grades
shown in the plans, within the specified grade tolerances and density requirements and
accepted.
The Contractor shall be aware that the plan quantities are based upon unit weight and in -place
density, as describe in the Plans. The Contractor's bid unit cost shall account for differing unit
weights intended to be furnished to the project as no quantity adjustments will be made for
differing unit weights. The Project Inspector will verify that the plan quantity has been
incorporated into the project utilizing information from delivery tickets furnished by the material
supplier. Failure to comply with the requirements of this subsection shall be grounds for
withholding of progress payments. At the sole discretion of Weld County, failure to comply with
449
the requirements of this subsection shall be grounds for replacement of damaged roadway
sections by the contractor at no cost to the County. Aggregate base materials will be measured
by the ton, or by the cubic yard compacted in place.
Basis of Payment
304.08. The accepted quantities of aggregate base course, of the class specified, will be paid
for at the contract price bid per ton or per cubic yard, as shown in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Aggregate Base Course (Class_)
Ton, Cubic Yard
Aggregate Base Course (RAP)
Ton, Cubic Yard
Aggregate Base Course (Shouldering)
Ton, Cubic Yard
Aggregate Base Course (Surface Gravel)
Ton, Cubic Yard
Aggregate Base Course (Class _)(Virgin)
Ton, Cubic Yard
Water will not be measured and paid for separately but shall be included in the work.
Commercial mineral fillers, when used, will be measured and paid for per Section 307 or as
provided in the Contract.
450
Section 306 — Reconditioning
Description
306.01. This work consists of blading, shaping, wetting, and compacting the existing subgrade
with moisture and density control.
To minimize possible earthwork settlements and to provide consistency in the subgrade material,
a work item described as Subgrade Reconditioning (Special) (2 -foot depth) is included. The work
areas shall be those contained within the roadway prism and located within 2 feet of the top of
subgrade (bottom of aggregate base course elevations) as indicated on the Plans. A general
description of the activities to be included within this work item follows:
(1) Complete clearing/grubbing, removals, and topsoil stockpiling to establish top of existing
subgrade elevations.
(2) Any areas which require cuts to get to the designed top of subgrade elevations will require
the top two feet of subgrade soils to be reconditioned.
(3)
Any areas which require fills of less than two feet to get to the designed top of subgrade
elevations will require the top two feet of subgrade soils to be reconditioned.
(4) Any areas which require fills of greater than two feet do not require subgrade soils
reconditioning.
(5)
The two feet reconditioning areas shall be brought up to design top of subgrade elevations
in equal lifts not to exceed 8 inches in depth. Each lift shall be tested for proper moisture
and compaction requirements before proceeding with the next lift.
(6) After the final top lift of subgrade material has been placed, all areas located within the
roadway prism.
Construction Requirements
306.02. The contractor shall ensure that all earthwork activities are performed with machine
control to the accuracies specified below. Unless otherwise shown in the plans, the top 24
inches of subgrade shall be excavated and hauled off of the site. Once the excavated material
is removed, the top 6 inches of the existing subgrade beneath shall be reconditioned by blading
and rolling. Sufficient water shall be added to meet the density requirements as specified in the
Contract. The reconditioned surface shall not vary above or below the lines and grades as staked
by more than 0.08 foot. The surface shall be tested for smoothness and density before the
application of any base course material. Where asphalt or concrete surfacing materials are to
be placed directly on the subgrade (including on aggregate base course), the subgrade plane
shall not vary more than 0.04 foot. All irregularities exceeding the specified tolerance shall be
corrected to the satisfaction of the Engineer at no additional cost to the Department. The surface
shall be satisfactorily maintained until base course has been placed.
451
When working with fine-grained embankment materials, the Contractor shall be required to
properly blend and break down dirt clumps and clods before commencing with moisture
conditioning and compaction. After placement of a loose thickness of embankment materials,
the Contractor shall utilize a disc harrow with minimum blade diameter of 16", pulled behind a
rubber -tire tractor. This equipment shall be utilized to produce well -blended and uniform
embankment materials. Grader or dozer rippers are not an adequate substitution for the disc
harrow. After the embankment lift has been adequately blended, as determined by the Inspector,
moisture conditioning, compaction, and grading of the lift can follow.
Method of Measurement
306.03. Reconditioning will be measured by the square yard of subgrade, including auxiliary
lanes, and shall include blading, shaping, scarifying, compacting the subgrade, finishing, and
maintenance of the finished surface.
Basis of Payment
306.04. The accepted quantities of reconditioning will be paid for at the contract unit price for
reconditioning.
Payment will be made under:
Pay Item
Reconditioning
ISubgrade Reconditioning (Special)(2 Foot Depth)
Pay Unit
Square Yard
'Square Yard
Water will not be measured and paid for separately but shall be included in the work.
452
Section 307 — Lime Treated Subgrade
Description
307.01. This work consists of treating the earth subgrade by combining lime and water with the
pulverized soil subgrade material to the specified depth and compaction requirements as shown
on the plans.
Materials
307.02 Lime. Lime for lime treated subgrade shall be applied in slurry form. Dry application of
lime will not be allowed unless otherwise approved by the Engineer. Commercial lime slurry shall
be a pumpable suspension of solids in water. Lime for lime treated subgrade shall conform to
the requirements of ASTM C977 and rate of slaking test for moderate reactivity per ASTM C110
and shall be the product of a high -calcium limestone as defined by ASTM C51.
307.03 Water. Water used for mixing or curing shall be per subsection 712.01, with the additional
requirement that the sulfate content shall be less than 500 ppm.
Construction Requirements
307.04 General. The Contractor shall construct one or more compacted courses of treated
material, to the depth specified in the Contract. The treated material shall be a uniform blend of
soil, lime, and water, free from loose or segregated areas. It shall have uniform density and
moisture content and be void of all vegetation and other organic or man-made material. The
subgrade shall be well bound for its full depth and width with a smooth surface suitable for
placing subsequent courses. The Contractor shall regulate the sequence of the work to
accurately apply and uniformly blend the lime at the designated rate and rework the courses as
necessary to meet the above requirements.
The Contractor shall submit a mix design to the Engineer for approval, before constructing the
test section.
The Contractor shall mix hydrated or quicklime with water to produce lime slurry at the job site
with equipment specifically manufactured for this purpose.
Excessive aeration of lime slurry will not be permitted.
The lime -treated subgrade shall not be mixed when it is raining, or when the subgrade material
is frozen. The lime -treated subgrade shall not be mixed or compacted if the temperature of the
lime or soil is below 35 °F.
307.05 Preparation of Subgrade. Before beginning any lime treatment, the subgrade shall be
constructed and finished to smooth and uniform surfaces conforming to the grades and typical
sections specified. Variation from the subgrade plane elevations specified shall not be more than
plus or minus 0.1 foot. The subgrade shall also be proof rolled per subsection 307.07. Soft or
453
otherwise unsuitable subgrade disclosed by proof rolling shall be over -excavated and replaced
to a compacted stable state. The in -place density shall be at least 95 percent of AASHTO T99
density within 0-3 percent of optimum moisture content.
307.06 Test Section. Before full-scale production, the Contractor shall construct a test section
to demonstrate, to the satisfaction of the Engineer, subgrade stabilization using the materials,
equipment, and methods to be used in full-scale production. The test section shall be at least
100 feet long, two spreading and mixing lanes wide, and the same depth as the course
represented in the plans. The test section shall be constructed at a location approved by the
Engineer.
The test section shall be tested per the same test requirements for the lime and soil design mix,
and as determined by the Contractor.
If the test section is unsatisfactory, the Contractor shall adjust the materials, equipment, and
methods or combinations thereof as necessary to conform to the specifications. Additional test
sections shall be constructed as required to produce a satisfactory test section before full-scale
production. Unsatisfactory test sections shall be removed and replaced at the Contractor's
expense. Full production shall not begin until a satisfactory test section is completed and
approved by the Engineer.
Before start of work, the Contractor shall determine the lime application rate, and the maximum
dry density and optimum moisture content of the material after it has been treated with lime. All
tests shall be performed in the presence of the Engineer. These test results will be used to
determine the Contract requirements for lime application.
307.07 Proof Rolling. Both before and after the lime treatment, the Contractor shall perform
proof rolling per subsection 203.08, except that final proof rolling will take place a minimum of
seven days after lime treatment, unless otherwise approved by the Engineer.
307.08 Processing Materials. After the subgrade has been finished and approved as specified,
the subgrade shall then be cut and pulverized by a cutting and pulverizing machine to the depth
and width shown on the plans. Precautions shall be taken to avoid forming furrows of loosened
material below the depth specified for the lime -stabilized soil mixture. The machine shall
uniformly cut and pulverize the loosened material to a depth not greater than 10 percent over
the thickness of the lime -treated layer as specified in the Contract and shall have cutters that
plane the base of the cut and pulverize zone to a smooth surface over the entire width of the cut.
The machine must give visible indication at all times that it is cutting to the proper depth.
(a) Lime Application. Lime shall be applied in the form of a slurry, on that area where the initial
mixing operations can be completed during the same working day, and at the specified
percentage of hydrated lime, by equipment capable of pumping and re -circulating the
mixture while in transit. The slurry shall be applied through spray bars to assure a uniform
flow and distribution.
454
(b) Initial Mixing. Initial mixing shall take place immediately after lime application. The lime,
soil, and water shall be thoroughly mixed and blended by a self-propelled rotary type mixing
machine, until a uniform mixture throughout the required depth and width is obtained and
all clods and lumps are reduced to a maximum 2 -inch diameter size. There shall be a
minimum 6 -inch overlap between passes to assure consistent mixing and breakdown.
1. The mixing machine shall make at least of two passes to uniformly mix the lime, water,
and soil to the full depth of the pulverized layer. Non -uniformity of color reaction, when
the treated material is tested with the standard phenolphthalein alcohol indicator, will
be considered evidence of inadequate mixing. Streaks and pockets of lime will also
be considered evidence of inadequate mixing and shall require additional mixing to
correct.
2. The moisture content of the mixture immediately following the blending of water, lime,
and soil shall not be less than optimum as determined by AASHTO T99, plus
necessary hydration moisture. Hydration moisture will be considered as one
percentage point for each percent of lime being added. When proper mixing has been
accomplished, the mixture shall be cured for at least 48 hours. Light rolling to seal the
surface of the mixture shall be required. The mixture shall be maintained in a moist
condition throughout the entire curing period.
(c) Final Mixing. After the required curing period, the mixture shall be uniformly mixed by a
self-propelled rotary type mixing machine and maintained at approximate optimum
moisture content as determined. If the lime stabilized soil mixture contains clods, they shall
be reduced by approved pulverization so that the remainder of the material shall meet the
gradation requirements of Table 307-1 when tested dry by laboratory sieves. If it is
determined that additional lime needs to be added to the previously mixed subgrade, the
total depth of the subgrade shall be mixed.
307.09 Compaction.
(a) Compaction of the lime and soil mixture shall begin immediately after final mixing. The
material shall be aerated or sprinkled as necessary to maintain the mixture within the
specified moisture content limits during and following compaction. The field density for the
compacted mixture shall be at least 95 percent of the maximum density of laboratory
specimens prepared from samples taken from the lime soil material in place after curing
and before compacting. The specimens will be compacted and tested per AASHTO T99,
and the in -place field density will be determined per CP 80. Any mixture that has not been
compacted shall not be left undisturbed for more than 30 minutes. The moisture content of
the mixture at the start of compaction shall be at 2 plus or minus 1 percent above the
optimum moisture content. The optimum moisture content will be determined per AASHTO
T99.
(b) The finished surface shall be smooth and uniform conforming to the typical sections
specified. All irregularities, depressions, or weak spots, which develop, shall be corrected
immediately by scarifying the areas affected, adding or removing material as required, and
455
reshaping and re -compacting by sprinkling and rolling. The surface of the course shall be
maintained in a smooth condition, free from undulations and ruts, until other work is placed
thereon, or the work is accepted.
(c) In addition to the requirements specified for density, the full depth of the materials shown
on the plans shall be compacted to the extent necessary to remain firm and stable under
construction equipment. After each section is completed, the Engineer will conduct tests. If
the material fails to meet the density and strength requirements per the lime and soil design
mix, it shall be reworked to meet these requirements at the Contractor's expense.
Throughout this entire operation, the shape of the course shall be maintained by blading,
and the surface upon completion shall be smooth and shall conform with the typical section
shown on the plans and to the established lines and grades. Variation from the subgrade
plan elevations specified shall not exceed 0.04 foot. Should the material, due to any reason
or cause, lose the required stability, density, or finish, before the next course is placed or
the work is accepted, it shall be recompacted and refinished at the Contractor's expense.
456
Table 307-1 — Schedule for Minimum Sampling and Testin
Element and Procedure
Process
Control
Acceptance
Remarks
pH
ASTM C977 (App) (Design)
ASTM G51 (Field)
1/5,000 sq.
yds. or
fraction
thereof
1/10,000
sq.yds. or
fraction
thereof
pH will be determined
after /o lime has been
established based on
unconfined compressive
strength
Atterberg Limits AASHTO T89,
T90
1/5,000 sq.
yds. or
fraction
thereof
1/10,000
sq.yds. or
fraction
thereof
Reduce by 1/2 original PI
Swell Potential ASTM D4546
1/5,000 sq.
yds. or
fraction
thereof
1/10,000
sq.yds. or
fraction
thereof
'/2% or less with 200 psf
surcharge pressure
Unconfined Compressive
Strength ASTM D5102
(Procedure B)
1/5,000 sq.
yds. or
fraction
thereof 1/soil
type
1/10,000
sq.yds. or
fraction
thereof
1/soil type
Determined by design
plan criteria. Do not
immerse in water after
moist -cure period. The
tests shall be conducted
on samples cured in a
moist environment for 5
days @ 100 °F.
Thickness Acceptance ASTM
C174
A lot is
defined as 1
core per
1500 sq. yds.
or fraction
thereof
1/3,000 sq.
yds. or
fraction
thereof
When measurement is
<0.5", 2 additional cores
shall be taken in that lot
and the average of 3
cores will determine the
thickness of that lot
Gradation
AASHTO T11 and T27
1/5,000 sq.
yds. or
fraction
thereof
1/10,000 sq.
yds. or
fraction
thereof
1": 100`)/0 passing;
#4: 60`)/0 passing;
Dry sieving after final
mixing
Determining Percent Relative
Compaction Soil -Aggregate by
Nuclear Method
CP 80
1/5,000 sq.
yds. or
fraction
thereof
1/10,000 sq.
yds. or
fraction
thereof
Minimum 95`)/0 of
maximum dry density per
AASHTO T99. Moisture
content of mixture at the
start of compaction shall
be at 2 ± 1`)/0 above
optimum moisture
content.
Moisture Density Curve AASHTO
T99
1/soil type
1/soil type
Sulfate
CP-L 2103
1/soil type
1/soil type
Water soluble sulfate
content in soil shall be
less than 0.2`)/0 by dry
soil weight.
457
307.10 Finishing and Curing. When initial compaction of the top layer of the lime -stabilized soil
mixture is nearing completion, the surface shall be shaped to the required lines, grades, and
cross section, and compaction continued until uniform and adequate compaction is obtained.
The treated material shall be maintained at a moisture content satisfactory for proper curing by
one of the following:
(1) Sprinkling for a period of seven days.
(2) Sprinkling for a period less than seven days until emulsified asphalt prime coat (diluted 1
to 1) is applied per subsection 307.10, item (3) below.
(3)
Applying a protective film of emulsified asphalt prime coat (diluted 1 to 1 with water)
immediately after the lime -treated subgrade has been finished. One application shall be
made consisting of 0.20 gallon diluted mixture per square yard.
The completed section shall be cured for a minimum of seven days before further courses are
added or any traffic is permitted, unless otherwise directed by the engineer. Acceptable
compressive strength test results shall be in a range from a minimum of 160 pounds per square
inch to 500 pounds per square inch.
307.11 Construction Joints. Construction joints are not required after each day's work unless
there is a time lapse of seven days or more between the processing of adjacent sections. If
construction joints are required, they shall be formed by cutting back into the completed work to
form a vertical face. Damage to completed work shall be avoided.
307.12 Thickness Acceptance. Lime treated subgrade will be accepted for minimum thickness
on a lot basis. A lot will consist of 1,500 square yards. One core shall be taken at random by the
Contractor's Process Control Inspector in each lot. When the measurement of the core from a
lot is not deficient by more than 0.5 inch from the minimum plan thickness, full payment will be
made. When such measurement is deficient by more than 0.5 inch and not more than 1.0 inch
from the plan thickness, two additional cores shall be taken at random and used in determining
the average thickness for that lot. The thickness of the core shall be determined by average
caliper measurement of cores tested per ASTM C174. When the average measurement of the
three cores is not deficient by more than 0.5 inch from the plan thickness, full payment will be
made. If the average measurement of the three cores is deficient by more than 0.5 inch but less
than 1.0 inch from the plan thickness, the entire lot may be left in place and a 10 percent price
reduction to the contract unit price will be made. If the average measurement of the three cores
is deficient more than 1.0 inch but less than 2.0 inches from the plan thickness, the entire lot
may be left in place and a 50 percent price reduction to the contract unit price will be made.
When the average thickness is deficient by more than 2.0 inches, the entire lot shall be replaced
at the Contractor's expense.
Method of Measurement
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307.13. Hydrated lime will be measured by the ton. If quicklime is used the pay quantity will be
determined using the certified lime purity for each truckload as follows:
• Pure quicklime (CaO) * 1.32 = Hydrated Lime (Ca(OH)2)
• Quicklime delivered * % purity * 1.32 = A
• Quicklime delivered * % inert material = B
• A + B = total hydrated lime produced = pay quantity
Processing lime -treated subgrade will be measured by the square yard for the area completed
and accepted. Overlap mixing will not be measured and paid for separately but shall be included
in the work.
Basis of Payment
307.14 The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule. Payment shall include all processing
materials, lime application and mixing, compaction, and materials used in curing.
Payment will be made under:
Pay Item
Pay Unit
Hydrated Lime
Ton
Processing Lime Treated Subgrade ( )
Square Yard
Test sections and coring will not be measured and paid for separately but shall be included in
the work. All proof rolling will be measured and paid for per Section 203.
459
II
Section 307a — Cement Treated Subgrade
Description
307.15. This work consists of treating the earth subgrade by combining Portland cement and
water with a mixture of imported subgrade soil to the specified depth and compaction
requirements as shown on the plans.
Materials
307.16 Portland Cement. Portland cement for cement treated subgrade shall be applied in dry
application. Portland cement for cement treated subgrade shall conform to the requirements of
ASTM CI 14.
307.17 Water. Water used for mixing or curing shall be per subsection 712.01, with the additional
requirement that the sulfate content shall be less than 200 ppm.
307.18 Soil. The Soil shall be free from roots, sods, weeds, and shall not contain gravel or stone
retained on a 1 -inch sieve and shall have between 12 and 35 percent fines (material passing the
U.S. No. 200 sieve) as determined by CP-31. The plasticity index of the material shall be
between 0 and 10 percent as determined by AASHTO T-89 and T-90. The material shall have a
minimum Sand Equivalency value of 35.
Construction Requirements
307.19 General. The Contractor shall construct one compacted course 12 -inches in thickness
of treated material. The treated material shall be a uniform blend of soil, cement, and water, free
from loose or segregated areas. It shall have uniform density and moisture content and be void
of all vegetation and other organic or man-made material. The subgrade shall be well bound for
its full depth and width with a smooth surface suitable for placing pavement. The Contractor shall
regulate the sequence of the work to accurately apply and uniformly blend the cement at the
designated rate and rework the courses with additional concentrations of cement as necessary
to meet the above requirements.
At least 7 days before commencing the stabilization work, the Contractor shall submit a mix
design and Process Control Plan to Weld County for Approval.
The Contractor shall mix Portland cement with water to produce a uniform mixture at the job site
with equipment specifically manufactured for this purpose.
Excessive aeration of the cement treated soil layer will not be permitted.
307.20 Typical Weather Operations. The cement -treated subgrade (CTS) shall not be mixed
when the subgrade material is frozen or raining to the extent that moisture content cannot be
controlled. The CTS shall not be mixed or compacted if the temperature of the cement or soil is
below 35 °F measured 3 -inches below the surface of the CTS. Remove and replace or rework
at the sole risk of the Contactor all CTS that is permitted to freeze within the first 24 hours,
460
whether frozen on the surface or full depth. When materials are exposed to freezing ambient air
temperatures after the first 24 hours but before the 7 day field cure period is complete,
demonstrate that the 7 day design strength has been achieved.
Failure to demonstrate the 7 day design strength has been achieved shall require removal and
replacement or rework at the sole risk of the Contactor at Contractor's expense.
When wind causes cement to blow across roadway, production shall cease as determined by
Weld County. Suspend application when Weld County determines that weather conditions are
unsuitable.
307.21 Cold Weather Operations. The CTS may proceed when the subgrade material falls
below 35 °F measured 3 -inches below the surface of the CTS. The CTS shall not be mixed or
compacted if the ambient air temperature is not 35 °F and rising. During cold weather operations,
a frost check will be completed on each day of production. The frost check can be a probe into
the ground or observation of excavation in the area to be treated. CTS operations shall not
proceed if the frost depth exceeds 10 -inches in the area to be treated. Once the air temperature
has reached the allowable temperature of 35 °F and rising and a frost check has been
completed, mixing can commence. CTS should not be placed if forecasted weather
temperatures indicate extreme low temperatures during the cure period. Soil temperature checks
shall be taken behind the mixing operation immediately when mixing commences and every 100 -
feet or as directed by Weld County, and must meet or exceed a minimum temperature of 35 °F
and should not contain frozen soil. If the resultant Soil/Cement/Water mixture is not above 35 °F
or contains frozen soil, operations shall cease. If proven, through the use of recording
thermometers, that the CTS froze before obtaining the required design strength as determined
by PC field cured cylinders, the affected area shall be removed and replaced or reworked at the
sole risk of the Contractor. Failure to demonstrate the 5 day design strength has been achieved
shall require removal and replacement or rework of the CTS section at the sole risk of the
Contractor at Contractor's expense.
Process Control will install recording thermometers at the beginning of the section and end of
the section to monitor and record cure temperatures during the curing period. Cure temperatures
will be monitored until Unconfined Compressive Strength test provide evidence cure has been
achieved or until the completion of the 5 day cure period. If strength or temperature specifications
are not met, removal and replacement or rework at the sole risk of the Contractor is required at
the Contractor's expense.
As directed by Weld County, repair or replace cured materials exposed to ambient air
temperatures below freezing or repeated freeze/thaw cycles that result in loosening or fluffing of
the surface. Removal and replacement is at the Contractor's expense.
307.22 Preparation of Subgrade. Before beginning any cement treatment, the subgrade shall
be constructed and finished to smooth and uniform surfaces conforming to the grades and typical
sections specified by importing material specified in 307.04. The material shall be compacted to
at least 93 percent relative compaction. Variation from the subgrade plan elevations specified
461
between the moisture treated subgrade zone and the CTS zone shall not be more than ±0.10
foot.
It is the Contractors option to place the subgrade material with low water content. Material that
is placed dry shall be mixed with water at the time of cement application per subsection 307.10.
Material placed dry shall be uniformly distributed and compacted to an elevation that will provide
the minimum required 12 -inches of treated material following processing, compaction, finishing,
curing, and trimming. The Contractor shall verify dry placed subgrade is not oversaturated,
frozen or contaminated before mixing with cement and water. Rework or removal and
replacement of material due to contamination, saturation, or freezing shall be at the Contractor's
expense.
Process Control will perform a Total Station survey of the area to obtain the elevation of the
moisture treated subgrade before placing the CTS material. The logged survey information shall
be maintained by the contractor.
The maximum subgrade compacted thickness of a single lift shall be 6 -inches. If the thickness
of the final subgrade lift is greater than 6 -inches, spread and compact the subgrade in multiple
lifts of equal thickness with a maximum lift thickness of 6 -inches. If the subgrade is spread in
multiple lifts, offset the longitudinal and transverse joints by at least 6 -inches.
307.23 Test Section. Before full-scale production, the Contractor shall construct a test section
to demonstrate subgrade stabilization using the materials, equipment, and methods to be used
in full-scale production. The test section shall be at least 100 -feet long, one spreading and mixing
lane wide, and the same depth as the course represented in the plans. The test section shall be
tested per the same test requirements for the cement and soil design mix. If the test section is
unsatisfactory, the Contractor shall adjust the materials, equipment, and methods or
combinations thereof as necessary to conform to the specifications. Additional test sections shall
be constructed as required to produce a satisfactory test section before full-scale production.
Unsatisfactory test sections shall be removed and replaced or reworked at the sole risk of the
Contractor. Full production shall not begin until a satisfactory test section is completed. Before
start of work, the Contractor shall determine the cement application rate, and the maximum dry
density and optimum moisture content of the material after it has been treated with cement.
307.24 Cold Weather Test Section. Before full-scale cold weather production, the Contractor
shall construct a test section to demonstrate subgrade stabilization using the materials,
equipment, and methods to be used in full scale cold weather production. The test section shall
be at least 100 -feet long, one spreading and mixing lane wide, and the same depth as the course
represented in the plans. The test section shall be tested by Owner Acceptance and Process
Control per Table 307-1 and soil mix design. If the test section is unsatisfactory, the Contractor
shall adjust the materials, equipment, and methods or combinations thereof as necessary to
conform to the specifications. Additional test sections shall be constructed as required to
produce a satisfactory test section before full-scale cold weather production. Unsatisfactory test
sections shall be removed and replaced or reworked at the sole risk of the Contractor. Full cold
weather production shall not begin until a satisfactory test section is completed. Before start of
work, the Contractor shall determine the cement application rate, maximum dry density and
462
optimum moisture content of the material after it has been treated with cement. A cold weather
test section shall follow the below list:
(1) A Hold Point and frost check shall take place as soon as ambient air temperature reaches
35 °F and is rising.
(2) Start test section mixing once ambient air temperature is 35 °F and rising. CTS should not
be placed if forecasted weather temperatures indicate extreme low temperatures during
the cure period.
(3)
Record the beginning ground temperature measured 3 -inches below the surface of the
CTS.
(4) Before mixing record the frost depth, mixing water temperature, and ground temperature
measured 6 -inches, 9 -inches and 11 -inches below the surface of the CTS for informational
purposes.
(5)
Record temperature of the mixed soil and air immediately when mixing commences and
continuously until the required field cure strength is achieved.
(6) Nine PC field cure compressive strength specimens shall be obtained from the test section
length.
(7)
Field cure cylinders shall be cured under the same conditions and protection as the in place
treated material. If cylinders are buried within the CTS layer, they shall be located a
minimum of 2 -feet from edges of CTS section. PC cylinders shall be taken in each third of
the test section and cured at the test sample location.
(8) Thermo -couplers shall be placed 1 -inch below the surface of the soil at the beginning area
and the end area of the test section and a minimum of 2 -feet from edges of CTS section.
(9)
Additional thermo-coupler(s) will be left above the blanket to continuously record the
ambient air temperature during the curing period.
(10) After the 5 days of curing in the field, the field cure specimens will be tested to determine
the in -situ strength and to validate the test section and confirm cold weather production
plan.
(11) The test section establishes the minimum allowable temperature of the soil for CTS mixing.
Additional test sections are required to establish a new minimum soil temperature.
(12) The Contractor shall submit a summary of the test section results to Weld County for
Acceptance before continuing with full scale production in cold weather. The report shall
include confirmation from Owner Acceptance and Process Control representatives that the
test section achieved the required specifications. Weld County reserves the right to revert
back to the original typical weather operation specifications and Weld County may stop the
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work if the requirements are not being met to the satisfaction of the Department, due to
field conditions during placement or during cure period that are not conducive to a quality
product, or other reasons as determined by Weld County.
307.25 Processing Materials. After the subgrade has been finished and approved as specified,
the subgrade shall then be processed and pulverized by a self-propelled rotary type mixing
machine to the depth and width shown on the plans. Precautions shall be taken to avoid forming
furrows of loosened material below the depth specified for the cement -stabilized soil mixture.
The machine shall uniformly process and pulverize the loosened material to a thickness of the
cement -treated layer as specified in the Contract and shall have cutters that plane the base of
the cut and pulverize zone to a smooth surface over the entire width. The machine must give
visible indication at all times that it is processing to the proper depth.
(a) Cement Application. Cement shall be applied in the form of a dry application, on that area
where the mixing and final compaction operations can be completed during the same
working day. Equipment for spreading dry cement shall be of an approved screw -type
spreader box, mixer, or other semi -enclosed equipment which is equipped with a metering
device. Spreading of cement by aggregate spreaders or motor -graders will not be allowed.
Contractor to provide an example field calculation sheet attached to method statement for
reference. Process Control will perform measurement and Weld County to witness and
verify.
(b) Mixing. Mixing shall take place immediately after cement application. The cement, soil, and
water shall be thoroughly mixed and blended by a self-propelled rotary type mixing
machine, until a uniform mixture and color is obtained throughout the required depth and
width.
The mixing machine shall make a sufficient number of passes to uniformly mix the cement,
water, and soil to the full depth of the pulverized layer. Streaks and pockets of cement will be
considered evidence of inadequate mixing, and shall require additional mixing to correct.
The moisture content of the mixture immediately following the blending of water, cement, and
soil shall not be less than optimum as determined by ASTM D 558, plus necessary hydration
moisture.
307.11 Compaction.
(a) Compaction of the cement and soil mixture shall be completed within 90 minutes of the
time cement or water is applied. The field density for the compacted mixture shall be at
least 95 percent of the maximum density of laboratory specimens prepared from samples
taken from the cement soil material in place before compacting. The specimens will be
compacted and tested per ASTM D 558, and the in -place field density will be determined
per Colorado Procedure (CP) 80. The moisture content of the mixture at the start of
compaction shall be between optimum and to 3 percent above the optimum moisture
464
content. The optimum moisture content will be determined per ASTM D 558, as specified
in the subgrade stabilization design.
Moisture content and density measurements will be determined per CP 80, In -Place
Density and Moisture Content of Soil and Soil -Aggregate by the Nuclear Method. Per
Section 8.4.1 of CP 80, if gauge's moisture content is off by 1 percent, the moisture content
will be determined per AASHTO T265, Standard Method of Test for Laboratory
Determination of Moisture Content of Soils.
Maintain moisture content of the surface material at not less than optimum during finishing
operations. If material becomes oversaturated, it must be remediated or replaced.
(b) The finished surface shall be smooth and uniform conforming to the typical sections
specified. All irregularities, depressions, or weak spots, which develop, shall be corrected
immediately by scarifying the areas affected, adding or removing material as required,
adding additional cement, and reshaping and re -compacting by sprinkling and rolling. The
surface of the course shall be maintained in a smooth condition, free from undulations and
ruts, until other work is placed thereon or the work is accepted.
In addition to the requirements specified for density, the full depth of the materials shown
on the plans shall be compacted to the extent necessary to remain firm and stable under
construction equipment. After each section is completed, Owner Acceptance will conduct
tests. If the material fails to meet the density and strength requirements per the cement and
soil design mix, it shall be reworked to meet these requirements at the Contractor's
expense. Throughout this entire operation, the shape of the course shall be maintained by
blading. The surface shall be smooth and conform to the required lines, sections and
grades, per the plans and thoroughly cured, or to within a minimum of 0.1 foot above the
finished subgrade elevation to allow for trimming to final grade before placement of the
surface coarse. Variation from the subgrade plan elevations specified shall not exceed 0.04
foot. Process Control will immediately perform a Total Station survey on the compacted
material to obtain elevation of the compacted CTS and the data given to the Contractor for
entry into the logged data of moisture treated subgrade elevations per subsection 307.08
to calculate and verify the minimum thickness of CTS is obtained. The logged data shall be
maintained by the contractor and made available to the Engineer upon request.
307.26 Finishing and Curing. When initial compaction of the top layer of the cement -stabilized
soil mixture is nearing completion, the surface shall be shaped to the required lines, grades, and
cross section, and compaction continued until uniform and adequate compaction is obtained.
The treated material shall be maintained at a moisture content satisfactory for proper curing by
one of the following:
(1) Sprinkling for a minimum period of five days or until further Courses are added.
(2) Sprinkling for a period less than five days until emulsified asphalt prime coat (diluted 1 to
1) is applied per subsection 307.12, item (3) below.
465
(3) Applying a protective film of emulsified asphalt prime coat (diluted 1 to 1 with water)
immediately after the cement -treated subgrade has been finished. One application shall be
made consisting of 0.20 gallon diluted mixture per square yard. Contractor to submit asphalt
type to be used as prime coat to Weld County for approval.
(4) During cold weather curing, the soil will be covered with insulating blankets with a minimum
R -Value of 0.5 continuously for a minimum of 5 days or until field cure specimens indicate
that the subgrade has met or exceed required strength, whichever is longer. No watering
or sprinkling will be necessary during this period.
The completed section shall be cured for a minimum of five days or until it has reached the
minimum compressive strength as determined by Unconfined Compressive Strength ASTM D
1633, before further courses are added or any traffic is permitted, unless otherwise directed by
Weld County. Acceptable compressive strength test results shall be a minimum of 160 pounds
per square -inch to a maximum of 500 pounds per square -inch.
The Contractor is required to maintain the Subgrade in good condition until all work has been
completed. Maintenance shall include immediate repairs to any defects that may occur. A repair
procedure shall be submitted to Weld County for approval in advance of the repair work. If
Subgrade deterioration exists, the back scatter nuclear density testing may be used to determine
acceptability of the Subgrade area.
307.27 Proof Rolling. The Contractor shall perform proof rolling per subsection 203.08 with the
exception of the requirement that proof rolling must be conducted within 48 hours of when initial
pavement course is placed. Once an area has passed a proof roll another proof roll is not
required unless directed by the Engineer. Proof rolling shall be performed a minimum of five
days after cement treatment or when minimum compressive strengths have been attained,
unless otherwise approved by the Engineer.
307.28 Construction Joints. Transverse and longitudinal daily construction joints shall be
addressed by an overlap of 12 -inches at the beginning of each work day. Daily construction
joints will be formed by reprocessing material previously installed a minimum of 12 -inches
horizontally.
307.29 Thickness Measurement. CTS will be accepted for minimum thickness on a lot basis.
A lot will consist of 1,500 square yards. One core shall be taken at random by Owner Acceptance
at the rate of 1/3,000 square yards. When the Owner Acceptance measurement of the core from
a lot is not deficient by more than 0.5 -inch from the minimum plan thickness, the tested lot will
be accepted. When such measurement is deficient by more than 0.5 -inch and not more than
1.0 -inch from the plan thickness, two additional cores shall be taken at random and used in
determining the average thickness for that lot. The thickness of the core shall be determined by
average caliper measurement of cores tested per ASTM C 174. When the average
measurement of the three cores is not deficient by more than 0.5 -inch from the plan thickness,
the tested lot will be accepted.
466
If the average measurement of the three cores is deficient by more than 0.5 -inch but less than
1.0 -inch from the plan thickness, the entire lot may be left in place and a 10 percent price
reduction to the contract unit price will be made. If the average measurement of the three cores
is deficient more than 1.0 -inch but less than 2.0 -inches from the plan thickness, the entire lot
may be left in place and a 50 percent price reduction to the contract unit price will be made.
When the average thickness is deficient by more than 2.0 -inches, the entire lot shall be replaced
at the Contractor's expense. If three consecutive thickness tests fail (> 2 -inches deficient), work
shall cease. No additional work shall occur until corrective action(s) by Contractor is submitted
and approved by Weld County.
Refer to CDOT Standard Specifications section 412.21 for pavement thickness test values PT
+1 requirements.
467
Table 307-1 - Schedule for Minimum Sampling and Testin
Element and
Procedure
Process
Control
Owner
Acceptance
Remarks
Unconfined
Compressive
Strength ASTM D
1633
1/5,000 sq. yds.
or fraction
thereof
1/10,000 sq.
yds. or fraction
thereof
Determined by design plan criteria. The tests
shall be conducted on samples cured in a moist
environment for 5 days @ 100 °F. When
material is found to be < 25% deficient of the
required strength the engineer will evaluate the
roadway design section. When material is
found to be > 25`)/0 deficient of the required
strength the section will be removed and
replaced.
Cold Weather
Unconfined
Compressive
Strength ASTM D
1633
1/1,500 sq. yds.
or fraction of
thereof. At least
one set per
production area.
Field cured.
1/10,000 sq.
yds. or fraction
thereof, at
least one set
per production
area
PC field cure cylinders shall be cured under the
same conditions and protection as the in place
treated material. PC cylinders shall be cured at
the test sample location. Based on test results,
expected current/future conditions, the
frequency of testing may be reduced at the sole
discretion of Weld County.
Thickness
Acceptance ASTM C
174
Survey
verification per
307.08 and
307.11
,
yds.1/3000 sq.
fraction
thereof Or
I Refer to Revision of Section 307.08, 307.11,
and 307.15
'Gradation CP 31
1/5,000 sq. yds.
or fraction
thereof
1/10,000 sq.
yds. or fraction
thereof
I1 -inch - 100`)/0 passing; #200 - 12`)/0 to 35`)/0
Passing
Determining Percent
Relative Compaction
Soil -Aggregate by
Nuclear Method CP
80
1/5,000 sq. yds.
or fraction
thereof
1/10,000 sq.
yds. or fraction
thereof
o
Minimum 95 /o of maximum dry density as per
ASTM D 558. Moisture content of mixture at the
start of compaction shall be at optimum to 3`)/0
above optimum moisture content.
Moisture Density
Curve ASTM D 558
I1/soil type
I1/soil type
I
(Water Soluble
Sulfate CP-L 2103
IN/A
I1/2,000cy
Water Soluble sulfate content in soil shall be
less than 0.2`)/0 by dry soil weight. May propose
reduction after 5 consecutive passing tests
LA Abrasion
IN/A
I1/source
Unit Weight and
Voids
IN/A
I 1/source
Plasticity Index
N/A
1/2,000cy
Shall be between 0 and 10 percent as
determined by AASHTO T-89 and T-90. May
propose reduction after 5 consecutive passing
tests
Cement Application
Measurement
I1/shift
'Witness
'Refer to section 307.10 (a)
(Sand Equivalency
IN/A
I1/source
Test for deleterious materials in pit run material.
Minimum SE value of 35
Method of Measurement
II
468
307.30. Cement will not be measured separately but shall be included in the work. Processing
cement -treated subgrade will not be measured separately but shall be included in the work.
Overlap mixing will not be measured and paid for separately but shall be included in the work.
Emulsified asphalt prime coat will not be measured and paid for separately but shall be included
in the work.
Test sections and coring will not be measured and paid for separately but shall be included in
the work.
Proof rolling will not be measured separately but shall be included in the work.
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Division 400 — Pavements
Section 401 — Plant Mix Pavements (General)
Description
401.01. These specifications include general requirements that are applicable to all types of hot
mix asphalts irrespective of gradation of aggregate, kind and quantity of asphalt cement, or
pavement use. Deviations from these general requirements will be indicated in the specific
requirements for each type.
This work consists of one or more courses of asphalt mixture constructed on a prepared
foundation per these specifications and the specific requirements of the type under contract, and
in conformity with the lines, grades, thicknesses, and typical cross sections shown on the plans
or established.
Materials
401.02 Composition of Mixtures. The asphalt plant mix shall be composed of a mixture of
aggregate, filler or additives if required and approved, asphalt cement, and reclaimed material if
permitted and used.
(a) Mix Design. The Contractor shall submit the following to the Engineer:
1. A proposed hot mix asphalt mix design prepared per Colorado Procedure 52, including
a proposed job -mix gradation for each mixture required by the Contract which shall be
wholly within the Master Range Table in subsection 703.04 before the tolerances
shown in Section 401 are applied. The weight of lime shall be included in the total
weight of the material passing the 75 µm (No. 200) sieve.
2. The name of the refinery supplying the asphalt cement and the source of the anti -
stripping additive.
3. A sufficient quantity of each aggregate for the Department to perform the tests
specified in Section 3.2.1 of CP 52.
4. The job -mix formula for pavement shall be established by a testing laboratory
approved by the County and at the Contractor's expense. Copies of all test data shall
be provided to and approved by the County before construction.
The Contractor's proposed job -mix formula for each hot mix asphalt grading will be
tested by the Department utilizing materials actually produced and stockpiled for use
on the project.
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The job -mix formula for each mixture shall establish a single percentage of aggregate
passing each required sieve size, a single percentage of asphalt cement to be added
to the aggregate, and a single temperature for the mixture at the discharge point of
the plant.
When Laboratory tests indicate that a proposed job -mix formula complies with the
specifications as revised for the project, a Form 43 shall be executed between the
Engineer and the Contractor to establish the job -mix formula.
After the Form 43 is executed, and all materials are available on the project, the
Contractor shall notify the Engineer a minimum of one working day in advance of
beginning production of the hot mix asphalt. Any changes in the Form 43 will require
the same notification unless otherwise approved by the Engineer.
(b) Mixtures Furnished to the Project. After the job -mix formula is established, all mixtures
furnished for the project shall conform thereto within the ranges of tolerances listed in Table
401-1.
Table 401-1 —'Tolerances for Hot Mix Asphalt
Asphalt Content
± 0.3%
Asphalt Recycling Agent
± 0.2%
'Hot Mix Asphalt — Item 403, Gradations
2Passing the 9.5 mm (3/8 inch) and larger sieves
± 6%
2Passing the 4.75 mm (No. 4) and 2.36 mm (No. 8 ) sieves
± 5%
2Passing the 600 µm (No. 30) sieve
± 4%
2Passing the 75 µm (No. 200) sieve
± 2%
Table Notes:
1 When 100% passing is designated, there shall be no tolerance. When 90 — 100%
passing is designated, 90% shall be the minimum; no tolerance shall be used.
2 These tolerances apply to the Contractor's Process Control Testing.
The job -mix formula for each mixture shall be in effect unless modified in writing on Form
43.
Should a change in sources of materials be made, a new job -mix formula shall be
established before the new material is used. This new job -mix formula shall be in effect
until modified by the Engineer. Requests made in writing by the Contractor for changes in
the job -mix formula will be considered. The job -mix formula may be changed by the
Engineer if the change will produce a mixture of equal or better quality and will:
1. Permit better utilization of available material, or
2. Result in a saving in cost to the Department through an adjustment in unit price.
Tests for cleanliness, abrasion loss, and percent of fractured faces will be made on
representative samples of aggregate taken during production or from the stockpiles.
471
Hot mix asphalt (HMA) will be tested for moisture susceptibility by the Department per Table
401-2. If a sample fails to meet the criteria shown in Table 401-2, the Contractor shall take
corrective action before being permitted to continue production. If proper corrective action
cannot be readily determined, the Engineer will suspend the use of such material until
Laboratory tests indicate that the corrective measures taken by the Contractor will provide
material that is in compliance.
If one or more samples fail to meet the requirements of Table 401-2, material from the area
represented by the failing sample will be evaluated as follows:
If the area represented by the failing sample contains 2,000 tons of the new pavement or
less, then the result for the failing sample shall be considered a lot of one and will be
evaluated according to the formulas and procedures in subsection 105.03.
If the area represented by the failing sample contains more than 2,000 tons of the new
pavement, then the material from the area represented by the failing sample will be
sampled and tested according to the following method:
Pavement samples for possible moisture susceptibility testing will be taken at a minimum
frequency of once every 2,000 tons throughout the project. The Engineer will observe the
sampling, take possession of the samples, and retain these samples for possible testing.
Sample size shall be a minimum of 20 pounds. If a 10,000 -ton sample fails, then the four
2,000 ton samples from the area represented by that failing 10,000 -ton sample will be
tested for moisture susceptibility. The 10,000 -ton result and the four 2,000 ton results will
be considered a lot of five and will be evaluated according to the formulas and procedures
in subsection 105.03. If less than four retained samples are on hand because the 10,000 -
ton sample represents less than 8,000 tons of hot mix asphalt, the price adjustment will be
based on the test results from the retained samples on hand plus the test result from the
10,000 -ton sample.
For the above evaluation, the "F" factor used in calculating P factors shall be 2.5. The P
value shall be applied to price of the HMA item. If asphalt cement is not paid for separately,
the price reduction shall be multiplied by 0.60. Lottman P values will not be combined with
Pay Factors for other elements determined per Process Control/Owner Acceptance
(PC/OA) specifications.
Table 401-2 — HMA Moisture Susceptibility Test Frequency/Criteria
Grading
Test Procedure
Minimum Test
Result
Sampling Frequency
All
Gradings
CP L-5109
Method B
70
One per 10,000 tons or fraction
thereof (minimum)
(c) Reclaimed Asphalt Pavement (RAP) Mixes Furnished to the Project. RAP is allowed in hot
mix asphalt (HMA) up to a maximum binder replacement of 20 percent, provided all
specifications for HMA are met. Fine Aggregate Angularity requirements shall apply only to
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the virgin fraction of the fine aggregate. The RAP shall not contain clay balls, vegetable
matter, or other deleterious substances, and must meet the uniformity requirements as
outlined below.
HMA Project Verification Testing for asphalt content and gradation will be performed at the
frequencies listed in the Field Materials Manual per CP-L 5120.
The Contractor shall have an approved mix design for the amount of RAP to be used. The
AC content of the RAP utilized in the Contractor RAP mix design shall be the average AC
content determined per 1B or 1C, below, or alternatively, a minimum of five samples of the
Contractor's RAP stockpile may be sampled and the average AC content of the RAP be
determined using AASHTO T-164, Method A or B, or per 1C below. The Contractor shall
determine the total binder replaced by the binder in the RAP pursuant to the following
equation:
Total Binder Replaced = (A x B) x 100/E
Where:
A = RAP % Binder Content*
B= RAP %in Mix*
E = Total Effective Binder Content*
* in decimal format (i.e., 2% is 0.02)
The Total Binder Replaced by the binder in the RAP shall not exceed 20 percent of the
effective binder content of either the mix design or the produced mix.
The use of RAP shall be controlled per subsections 105.05 and 106.05. If the Contractor
elects to use RAP, the following additional conditions shall apply:
The Contractor shall have an approved Process Control (PC) Plan that details how
the RAP will be processed and controlled. The PC plan shall address the following:
A. RAP Processing Techniques. This requires a schematic diagram and narrative
that explains the processing (crushing, screening, and rejecting) and stockpile
operation for this specific project.
B. Control of RAP Asphalt Binder Content (AASHTO T-164, Method A or B). RAP
Asphalt Binder Content may also be determined per CP-L 5120, provided a RAP
AC content correction factor is determined through correlation testing with
AASHTO T-164, Method A or B. The correction factor shall be determined by
performing correlation testing on the first five samples of the RAP AC content,
then at a frequency of one for every five AC content tests thereafter. The
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correction factor shall be determined by calculating the average difference in AC
content between CP-L 5120 and AASHTO T-164, Method A or B, and applying
the correction to the AC content determined per CP-L 5120.
Frequency: 1/1,000 tons of processed RAP material (minimum five tests)
C. Alternative Control of RAP Binder Content. The Contractor may propose a RAP
asphalt content correction factor to be used in conjunction with CP-L 5120. The
proposed CP-L 5120 RAP asphalt content correction factor shall be used with all
RAP asphalt contents tested for the mixture design and quality control sampling
and testing. The methodology of the proposed CP-L 5120 RAP asphalt content
correction factor shall be outlined in detail in the approved RAP PC Plan. At a
minimum, the proposed CP-L 5120 correction factor shall identify the principal
source locations of the RAP aggregate, gradation of the material tested, and
specific ignition oven serial number used in all the RAP asphalt content testing.
The RAP source locations, material gradation, and specific equipment used shall
substantiate the CP-L 5120 asphalt content correction factor used for the testing.
The substantiation must be from data gathered from historical information or
specific asphalt content correction data obtained from tests performed on similar
virgin aggregate sources, virgin material gradations, and the specific equipment
used.
D. Control of RAP Gradation (CP31 or AASHTO T-30):
Frequency: 1/1,000 tons of processed RAP material (minimum three tests)
E. Process Control Charts shall be maintained for binder content and each screen
listed in subsection 401.02(b), during addition of any RAP material to the
stockpile. The Contractor shall maintain separate control charts for each RAP
stockpile. The control charts shall be displayed and shall be made available,
along with RAP AC extraction testing laboratory reports, to the Engineer upon
request.
2. The processed RAP must be 100 percent passing the 31.5 mm (1'/4 inch) sieve. The
aggregate obtained from the processed RAP shall be 100 percent passing the 25.0
mm (1 inch) sieve. The aggregate and binder obtained from the processed RAP shall
be uniform in all the measured parameters per the following:
3. If RAP millings generated are incorporated in the same project, per CPL 5145 the
Contractor shall pave with a virgin mix design until sufficient amount of processed
RAP has been stockpiled and tested to allow full production of a RAP HMA mix.
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Table 401-2a — Uniformity*
I Parameter
Standard Deviation
Binder Content
0.5
Percent Passing 19 mm (%")
4.0
Percent Passing 12.5 mm ('/2")
4.0
Percent Passing 9.5 mm (%")
4.0
Percent Passing 4.75 mm (#4)
4.0
Percent Passing 2.36 mm (#8)
4.0
Percent Passing 600 µm (#30)
I 3.0
Percent Passing 75 µm (#200)
I 1.5
Table Notes:
*Uniformity is the maximum allowable Standard Deviation
processed RAP.
of test results of
401.03 Aggregates. Aggregates shall meet the applicable requirements of subsection 703.04.
401.04 Mineral Filler. Mineral filler shall meet the requirements of subsection 703.06.
401.05 Hydrated Lime. Hydrated lime shall meet the requirements of subsection 712.03.
401.06 Asphalt Cements. The type and grade of asphalt cement will be specified in the
Contract. The asphalt cement shall meet the applicable requirements of Section 702.
Construction Requirements
401.07 Weather Limitations and Placement Temperatures. Hot mix asphalt shall be placed
only on properly prepared unfrozen surfaces which are free of water, snow, and ice. The hot mix
asphalt shall be placed only when both the air and surface temperatures equal or exceed the
temperatures specified in Table 401-3 and the Engineer determines that the weather conditions
permit the pavement to be properly placed and compacted.
If the temperature falls below the minimum air or surface temperatures, paving shall stop.
The Contractor shall schedule the work so that no planed or recycled surface is left without
resurfacing for more than ten calendar days during the period specified in Table 401-4, below.
The Contractor shall immediately place a temporary hot mix asphalt layer on any surface that
has been planed or recycled and cannot be resurfaced per the above temperature requirements
within ten calendar days after being planed or recycled. The minimum thickness of the temporary
hot mix asphalt layer shall be 2 inches.
Table 401-3 — Placement Temperature Limitations in °F
Compacted Layer Thickness in
inches
Top Layer
Layers Below Top Layer
< 1'/2
60
50
11/2-<3
50
40
3 or more
45
35
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Table Notes:
1. Air temperature is taken in the shade. Surface is defined as the existing base on which
the new pavement is to be placed.
2. The Contractor shall perform the process control required to assure adequate quality of
the hot mix asphalt used in the temporary layer. All applicable pavement markings shall
be applied to the temporary layer surface.
The Contractor shall maintain the temporary layer for the entire period that it is open to traffic.
Distress which affects the ride, safety, or serviceability of the temporary layer shall be
immediately corrected to the satisfaction of the Engineer. The temporary hot mix asphalt layer
shall be removed when work resumes.
Table 401-4 — Periods Requiring Overlay of Treated Surfaces
Location by Elevation
Period During Which Planned or Recycled
Surfaces Must be Overlaid within 10 Days
All areas below and including 7000 feet
October 1 to March 1
All areas above 7000 feet up to and
including 8500 feet
September 5 to April 1
All areas above 8500 feet
August 20 to May 15
401.08 Asphalt Mixing Plant. The asphalt mixing plant shall be capable of producing a uniform
material, have adequate capacity, and be maintained in good mechanical condition. Defective
parts shall be replaced or repaired immediately if they adversely affect the proper functioning of
the plant or plant units, or adversely affect the quality of the hot asphalt plant mix.
Dust, smoke, or other contaminants shall be controlled at the plant site to meet all air quality
requirements per subsections 107.01 and 107.24.
Acceptable safety equipment shall be provided by the Contractor to accommodate sampling and
testing.
Hot asphalt plant mix shall not be stored longer than nine hours unless additional protective
measures are used and approved.
When hot asphalt plant mix is obtained from a commercial plant, the Contractor shall make
arrangements for approved laboratory facilities at the plant site for testing hot asphalt paving
mixtures. The plant laboratory shall meet the requirements of subsection 620.04.
401.09 Hauling Equipment. Trucks used for hauling asphalt mixtures shall have tight, clean,
smooth metal beds thinly coated with a minimum amount of paraffin oil, lime solution, or other
approved release agent. Petroleum distillates such as kerosene or fuel oil will not be permitted.
Each truck shall have a cover of canvas or other suitable material to protect the mixture from the
weather.
401.10 Asphalt Pavers. Self-propelled asphalt pavers shall be provided and equipped with an
activated screed assembly, heated (if necessary), capable of spreading and finishing the asphalt
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plant mix material in lane widths applicable to the typical section and thicknesses shown in the
Contract. Pavers used for shoulders and similar construction shall be capable of spreading and
finishing courses of asphalt plant mix material in widths shown in the Contract.
The paver's receiving hopper shall have sufficient capacity for a uniform spreading operation
and shall have an automatic distribution system that will place the mixture uniformly in front of
the screed.
The screed or strike -off assembly shall produce the specified finished surface without tearing,
shoving, or gouging the mixture.
The paver shall include an approved longitudinal paver wedge system to create a sloped safety
edge as shown on the plans. The wedge system shall be attached to the screed and shall
compact the HMA to a density at least as dense as the compaction imparted to the rest of the
HMA layer by the paving screed. The system shall provide a sloped safety edge equal to 32
degrees plus or minus 5 degrees measured from the pavement surface cross slope extended.
A single plate strike off shall not be used. The system shall be adjustable to accommodate
varying paving thicknesses. The Engineer may allow the Contractor to use handwork for short
sections or to saw cut the sloped safety edge after paving operations are completed in areas
such as transitions at driveways, intersections, interchanges.
The Contractor shall submit the proposed paver wedge system for approval at the Pre -
construction Conference. The Engineer may require proof that the system has been used on
previous projects with acceptable results or may require a test section constructed before the
beginning of work to demonstrate that it creates an acceptable wedge shape and compaction.
Paving shall not begin until the system is approved in writing by the Engineer. The safety edge
may be constructed on each lift of HMA or on the full -specified plan depth on the final lift. The
finished shape of the safety edge shall extend for the full depth of the asphalt pavement or for
the top 5 inches whichever is less.
The paver shall be capable of operating at forward speeds consistent with uniform and
continuous laying of the mixture. Stop and go operations of the paver shall be avoided.
The asphalt paver shall be equipped with a means of preventing the segregation of the coarse
aggregate particles from the remainder of the asphalt plant mix when that mix is carried from the
paver hopper back to the paver augers. The means and methods used shall be approved by the
paver manufacturer and may consist of chain curtains, deflector plates, or other such devices
and any combination of these.
The following specific requirements shall apply to the identified asphalt pavers:
(1) Blaw-Knox asphalt pavers manufactured prior to 2007 shall be equipped with the Blaw-
Knox Materials Management Kit (MMK).
(2) Cedarapids asphalt pavers shall be those that were manufactured in 1989 or later.
477
II
(3) Caterpillar asphalt pavers shall be equipped with deflector plates as identified in the
December 2000 Service Magazine entitled "New Asphalt Deflector Kit {6630, 6631, 6640}".
Before the start of using the paver for placing plant mix, the Contractor shall submit for approval
a full description in writing of the means and methodologies that will be used to prevent asphalt
paver segregation. Use of the paver shall not commence before receiving approval from the
Engineer.
The Contractor shall supply a Certificate of Compliance that verifies that the approved means
and methods used to prevent asphalt paver segregation have been implemented on all pavers
used on the project.
Pavers shall be equipped with automatic screed controls with sensors capable of sensing grade
from an outside reference line and maintaining the screed at the specified longitudinal grade and
transverse slope. The sensor shall be constructed to operate from either or both sides of the
paver and shall be capable of working with the following devices:
(1) Ski -type device at least 30 feet in length.
(2) Short ski or short shoe.
(3) At least 5,000 feet of control line and stakes.
The type or types of devices to be furnished shall be as provided in the Contract.
The controls shall be capable of maintaining the screed at the specified transverse slope within
+/- 0.1 percent.
Manual operation will be permitted for constructing irregularly shaped and minor areas.
If the automatic controls fail or malfunction the equipment may be operated manually for the
remainder of the normal working day, provided specified results are obtained.
If the Contractor fails to obtain and maintain the specified surface tolerances, the paving
operations shall be suspended until satisfactory corrections, repairs, or equipment replacements
are made.
Placement of hot mix asphalt on a waterproofed bridge deck shall be accomplished with
equipment that will not damage the membrane or protective covering.
401.11 Tack Coat. When ordered by the Engineer or specified in the Contract, a tack coat shall
be applied between pavement courses and paid for per Section 407.
401.12 Surface Conditioning. After the roadbed has been graded and compacted, the
subgrade shall be trimmed to the correct elevation (+/- 0.04 feet) and cross section as shown on
the plans. The surface of the base course shall be checked with a GPS Rover or other approved
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device. The surface shall be verified by the Contractor and the Engineer before the application
of any pavement. The variation of the surface from the plan surface elevation for base course
shall not exceed 0.04 feet (1/2 inch). High areas shall be trimmed to the proper elevation. Low
areas shall be filled with base course material and compacted to a condition similar to that of the
surrounding grade. The finished grade shall be maintained in a smooth and compacted condition
until the pavement is placed. All irregularities exceeding the specified tolerance shall be
corrected to the satisfaction of the Engineer at no additional cost to the Department.
Only blades with machine control capable of finishing the base grade to within the specified
tolerance shall be allowed. A trimming machine shall not be used to achieve final grade unless
written approval is obtained from the Engineer. If a trimming machine is approved for use, it shall
be machined controlled. The trimmer machine shall not change the trimming's approved proctor
for the aggregate base course material by more than 6 Ibs/cubic foot. If it does, the trimmings
shall not be allowed to be placed within the roadway prism.
Before placing tack coat and beginning overlay work, the surface to be tack coated shall be
swept to remove accumulations of loose gravel and debris.
Asphalt plant mix shall be placed only on properly constructed surfaces that are free from
substances that would adversely affect the pavement quality.
Contact surfaces of curbing, gutters, manholes, and other structures shall be painted with a
uniform coating of asphalt cement before placing asphalt mixture against them.
401.13 Preparation of Asphalt Cement. The asphalt cement shall be heated to the specified
temperature without local overheating and shall be continuously supplied to the mixer at a
uniform temperature within the specified range.
401.14 Preparation of Aggregates. Heating and drying of the aggregates shall be
accomplished without damaging the aggregate.
When hydrated lime is used it shall be added to the aggregate per one of the following methods:
(a) Lime Slurry Added to Aggregate. The hydrated lime shall be added to the aggregate in the
form of a slurry and then thoroughly mixed in an approved pugmill. The slurry shall contain
a minimum of 70 percent water by weight.
(b) Dry Lime Added to Wet Aggregate. The dry hydrated lime shall be added to the blended
aggregate wetted a minimum of 2 percent above the surface saturated dry condition (SSD)
as shown on the Form 43, and then thoroughly mixed in an approved pugmill. The Engineer
will not require the Contractor to increase the moisture above 5 percent total, although the
Contractor may elect to do so if the added water is necessary to meet the minimum Lottman
specification (See Table 401-2).
The Contractor may request that the 2 percent above SSD requirement be waived, provided the
requirements of CPL 5150 have been met. If the HMA fails to meet the minimum TSR
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requirements defined in Table 401-2 at any point during production, the Contractor shall
immediately be required to add the minimum amount of moisture as defined above.
The lime -aggregate mixture may be fed directly into the hot plant after mixing or it may be
stockpiled for not more than 90 days before introduction into the plant for mixing with the asphalt
cement. The hydrated lime may be added to different sized aggregates and stockpiled, by adding
75 percent of the lime to the aggregate passing the 4.75 mm (No. 4) sieve and 25 percent to the
aggregate retained on the 4.75 mm (No. 4) sieve.
In order to ensure the required lime and water quantities are introduced, lime and water feed for
lime operation shall have control systems that change introduction rates in conjunction with
changes in plant mix production. The control systems shall be documented in the Contractor's
PC Plan.
When a test for aggregate percent moisture falls below the required minimum, the Contractor
will receive a warning. When two consecutive tests for aggregate percent moisture fall below the
required minimum, a follow up test will immediately be performed. A failure on the follow up test
will result in suspension of work. Production will remain suspended until the source of the
problem is identified and corrected. Each time production is suspended, corrective actions shall
be proposed in writing by the Contractor and approved in writing by the Engineer before
production may resume.
401.15 Mixing. The dried aggregates and asphalt shall be combined in the mixer in the
quantities required to meet the job -mix formula.
The materials shall be mixed until the aggregate is completely and uniformly coated, and the
asphalt is uniformly distributed throughout the aggregate.
The minimum temperature of the mixture when discharged from the mixer and when delivered
for use shall be as shown in Table 401-5.
Hot mix asphalt mixture shall be produced at the lowest temperature within the specified
temperature range that produces a workable mix and provides for uniform coating of aggregates
(95 percent minimum per AASHTO T195), and that allows the required compaction to be
achieved.
Storing or holding of asphalt mixture will be permitted provided the characteristics of the mixture
are not altered. If storing or holding of the mixture causes segregation, excessive heat loss, or
adversely affects the quality of the finished product, corrective action shall be taken. Unsuitable
mixture shall be disposed of at the Contractor's expense.
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Table 401-5 — HMA Minimum Discharge/Delivery Temperatures
Asphalt Grade
Minimum Mix Discharge
Temperature, EFI
Minimum Delivered Mix
Temperature, F2
PG 58-28
275
235
PG 64-22
290
235
PG 76-28
320
280
PG 64-28
320
280
PG 70-28
320
280
PG 58-34
300
280
Table Notes:
1 The maximum mix discharge temperature shall not exceed the minimum discharge
temperature by more than 30 °F.
2 Delivered mix temperature shall be measured behind the paver screed.
When placing hot asphalt mixture over bridge decks covered by waterproofing membrane, the
minimum temperature of the mixture when rolling operations begin shall be 250 °F. The job -mix
formula temperature may be increased up to 30 °F to obtain this temperature.
401.16 Spreading and Finishing. Asphalt pavers shall be used to distribute the mixture to the
established grade and required thickness over the entire width or partial width as practicable.
The longitudinal joint in both a new pavement and an overlay pavement layer shall offset the
joint in the layer immediately below by 6 inches. In every pavement layer, the longitudinal joints
shall not be constructed in the wheel paths. The Contractor shall submit a longitudinal joint and
pavement marking plan three days before the Pre -paving Conference. The plan shall show the
location and configuration of the proposed longitudinal joints and pavement markings and shall
detail the methods to be used to field establish a control line. The Contractor shall use a
continuous string line to delineate every longitudinal joint during paving operations. All exposed
string line shall be picked up and disposed of at the end of each day's paving. Paving shall not
commence until the plan has been approved in writing by the Engineer. The joints in the top
layer of pavement shall be located as follows unless otherwise approved in writing by the
Engineer:
1. For 2 -lane roadways, offset 6 to 12 inches from the center of pavement and from the outside
edge of travel lanes.
2. For roadways of more than 2 lanes, offset 6 to 12 inches from lane lines and outside edge
of travel lanes.
Longitudinal joints shall not cross the centerline, lane line, or edge line unless approved by the
Engineer.
Where paving operations are on the present traveled roadway, the Contractor shall arrange
paving operations so there will be no exposed longitudinal joints between adjacent travel lanes
at the end of a day's run. With the approval of the Engineer, the Contractor may leave an
exposed longitudinal joint conforming to the following:
481
1. When the thickness of the pavement course being placed is 1.5 inches or less a vertical
exposed longitudinal joint may be constructed.
2. When the thickness of the pavement course being placed is greater than 1.5 inches the
joint shall be constructed according to one of the following:
A. The entire joint shall be tapered 3:1 or flatter. A Taper steeper than 3:1 shall be
considered vertical.
B. The top portion of the longitudinal joint may be vertical. The vertical portion shall be a
maximum of 1.5 vertical inches. The remainder of the joint, below the vertical portion,
shall be tapered 3:1 or flatter.
On areas where the use of mechanical spreading and finishing equipment is impracticable, the
mixture shall be dumped, spread, raked, screeded, and luted by hand tools to the required
compacted thickness and grades.
Production of the mixture shall be maintained so pavers can be used in echelon to place the
wearing course in adjacent lanes.
The asphalt mixture shall be transported and placed on the roadway without segregation. All
segregated areas behind the paver shall be removed immediately upon discovery. The
segregated material shall be replaced with specification material before the initial rolling has
taken place. If more than 50 square feet of segregated pavement is ordered removed and
replaced in any continuous 500 linear feet of paver width Iaydown, operations shall be
discontinued until the source of the segregation has been found and corrected.
If at any time, the Engineer observes segregated areas of pavement, they will notify the
Contractor immediately.
After rolling, segregated areas will be delineated by the Engineer and evaluated as follows:
1. The Engineer will delineate the segregated areas to be evaluated and inform the Contractor
of the location and extent of these areas within two calendar days, excluding weekends
and holidays, of placement.
2. In each segregated area or group of areas to be evaluated, the Contractor shall take five
10 -inch cores at random locations designated by the Engineer. Per CP 75, the Contractor
shall also take five 10 -inch cores at random locations designated by the Engineer in non-
segregated pavement adjacent to the segregated area. These cores shall be within 30 feet
of the boundary of the segregated area and in the newly placed pavement. The coring shall
be in the presence of the Engineer and the Engineer will take immediate possession of the
cores. The Contractor may take additional cores at the Contractor's expense.
I3.
Gradation of the aggregate of the cores will be determined by Weld County per CP 46.
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4. The core aggregate gradations from the segregated area will be compared to the core
aggregate gradations of the corresponding non -segregated area.
5. Two key sieves of the core gradations from the segregated area will be compared to the
core gradations from the corresponding non -segregated area to determine the difference.
If differences for both key sieves exceed the allowable difference specified in the table
below, the area is segregated.
Table 401-6 — Seareaation Determination
Mix Grading
Key Sieves
Allowable Difference, %
SX
2.36 mm #8), 4.75 mm (#4)
9
S
2.36 mm (#8), 4.75 mm (#4)
9
6. Segregated areas in the top lift shall be removed and replaced, full lane width, at the
Contractor's expense. The Engineer may approve a method equivalent to removal and
replacement that results in a non -segregated top lift. Segregated areas, in lifts below the
top lift that are smaller than 50 square feet per 100 linear feet of lane width shall be
corrected by the Contractor at the Contractor's expense in a manner acceptable to the
Engineer. Segregated areas larger than 50 square feet per 100 linear feet of lane width in
any lift shall be removed and replaced, full lane width, by the Contractor at the Contractor's
expense.
If the area is determined to be segregated, the coring shall be at the expense of the Contractor.
If the area is determined to be non -segregated, the Engineer will reimburse the Contractor
$2,000 for obtaining the 10 cores.
The Engineer will perform a systematic segregation check per CP 58 as early in the project as
is feasible to determine if temperature segregation problems exist. Temperature segregation will
be of concern on the project if, across the width of the mat, temperatures vary by 25 °F or more.
Densities will not need to be taken in the systematic segregation check. The Engineer will
discuss the temperature findings of the systematic segregation check with the Contractor.
The Engineer may evaluate the HMA for low density due to temperature segregation whenever
industry best practices, as detailed on Form 1346, are not being followed or the Engineer
suspects temperature segregation is occurring. The Engineer will first meet with the Contractor
to discuss the paving practices that are triggering the temperature investigation. Areas across
the mat, excluding the outside 1 foot of both edges of the mat, that are more than 25 °F cooler
than other material across the width may be marked for density testing. Material for temperature
comparison will be evaluated in 3 -foot intervals behind the paver across the width of the mat.
The material shall be marked and tested per CP 58. If four or more areas within a lot of 500 tons
have densities of less than 93 percent of the material's maximum specific gravity for SMA mixes
or less than 92 percent of the material's maximum specific gravity for all other HMA mixes, a 5
percent price disincentive will be applied to the 500 -ton lot. The 500 -ton count begins when the
Engineer starts looking for cold areas, not when the first cold area is detected. This price
disincentive will be in addition to those described in Sections 105 and 106. Only one area per
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delivered truck will be counted toward the number of low -density areas. Temperature
segregation checks will be performed only in areas where continuous paving is possible.
401.17 Compaction. The hot mix asphalt shall be compacted by rolling. Both steel wheel and
pneumatic tire rollers will be required. The number, weight, and type of rollers furnished shall be
sufficient to obtain the required density while the mixture is in a workable condition. Compaction
shall begin immediately after the mixture is placed and be continuous until the required density
is obtained. When the mixture contains unmodified asphalt cement (PG 58-28 or PG 64-22) or
modified (PG 58-34), and the surface temperature falls below 185 °F, further compaction effort
shall not be applied unless approved, provided the Contractor can demonstrate that there is no
damage to the finished mat. If the mixture contains modified asphalt cement (PG 76-28, PG 70-
28 or PG 64-28) and the surface temperature falls below 230 °F, further compaction effort shall
not be applied unless approved, provided the Contractor can demonstrate that there is no
damage to the finished mat. If the Contractor can demonstrate to Weld County that all the
manufacturer's recommendations were followed and the pneumatic tire roller is detrimental to
the finished surface of the HMA, the Contractor may request Weld County to waive the
pneumatic tire roller requirement.
Pneumatic tire rollers shall not be used on SMA pavement.
Steel wheel rollers shall not be used in vibratory mode when compacting HMA or SMA on bridge
decks.
Warm Mix Asphalt compaction requirements shall conform to CP 59.
All roller marks shall be removed with the finish rolling. Use of vibratory rollers with the vibrator
on will not be permitted during surface course final rolling and will not be permitted on any rolling
on bridge decks covered with waterproofing membrane.
SMA shall be compacted to a density of 93 to 98 percent of the daily theoretical maximum
specific gravity, determined according to CP 51. All other HMA shall be compacted to a density
of 92 to 98 percent of the daily theoretical maximum specific gravity, determined according to
CP 51. If more than one theoretical maximum specific gravity test is taken in a day, the average
of the theoretical maximum specific gravity results will be used to determine the percent
compaction. Field density determinations will be made per CP 44 or 81.
The longitudinal joints shall be compacted to a target density of 90 to 98 percent of the theoretical
maximum specific gravity. The theoretical maximum specific gravity used to determine the joint
density will be the average of the daily theoretical maximum specific gravities for the material
that was placed on either side of the joint. Density (percent relative compaction) will be
determined per CP 44.
The Contractor shall obtain one 6 -inch diameter core at a random location within each
longitudinal joint sampling section for determination of the joint density. The Contractor shall
mark and drill the cores at the location directed by the Engineer and in the presence of the
Engineer. The Engineer will take possession of the cores for testing. The Contractor may take
484
additional cores at his own expense. Coring locations shall be centered on the visible line where
the joint between the two adjacent lifts abuts the surface. The center of all joint cores shall be
within 1 inch of this visible joint line. Core holes shall be repaired by the Contractor using
materials and methods approved by the Engineer. PC and OA joint coring shall be completed
within five calendar days of joint construction.
Longitudinal joint coring applies to all pavement layers. When constructing joints in an echelon
paving process, the joints shall be clearly marked to ensure consistent coring location. In small
areas, such as intersections, where the Engineer prescribes paving and phasing methods, the
Engineer may temporarily waive the requirement for joint density testing.
Incentive or disincentive payment determined for joint density per subsection 105.05 will apply
to the HMA on each side of the joint. If a layer of pavement has joints constructed on both sides,
incentive or disincentive payment for each of those joints will apply to one half of the pavement
between the joints.
Along forms, curbs, headers, walls, and all other places not accessible to the rollers, the mixture
shall be thoroughly compacted with mechanical tampers.
Any mixture that becomes loose and broken, mixed with dirt, or is in any way defective, shall be
immediately removed and replaced with fresh hot mixture, and compacted to conform to the
surrounding area.
The Contractor shall construct a compaction pavement test section (CTS) for each job mix for
which 2,000 or more tons are required for the project. The CTS will be used to evaluate the
number of rollers and the most effective combination of rollers and rolling patterns for achieving
the specified densities. Factors to be considered include, but are not limited to, the following:
(1) Number, size, and type of rollers.
(2) Amplitude, frequency, size, and speed of vibratory rollers.
(3) Size, speed, and tire pressure of rubber tire rollers.
(4) Temperature of mixture being compacted.
(5) Roller patterns.
The CTS shall be constructed according to the following procedures:
(1) The CTS shall be constructed to provide the nominal layer thickness specified. The first
500 tons of hot mix asphalt on the project location shall constitute the CTS. The production
and placement rates of the CTS shall closely approximate the anticipated production and
placement rates for the remainder of the Contract.
485
(2) Compaction of the CTS shall commence immediately after the hot mix asphalt has been
spread and shall be continuous and uniform over the entire CTS. For the CTS, compaction
shall continue until no discernible increase in density is obtained by additional compactive
efforts. All compaction shall be completed before the surface temperature of the mixture
drops below 185 °F.
Approved types of rollers shall be used to achieve the specified density. The Contractor shall
determine what methods and procedures are to be used for the compaction operation. The
compaction methods and procedures shall be used uniformly over the entire last 200 tons. The
Contractor shall record the following information and a copy of this data shall be furnished to the
Engineer.
(1) Type, size, amplitude, frequency, and speed of roller.
(2) Tire pressure for rubber tire rollers, and whether the pass for vibratory rollers is vibratory or
static.
(3) Surface temperature of mixture behind the laydown machine and subsequent temperatures
and densities after each roller pass.
(4) Sequence and distance from laydown machine for each roller, and number of passes of
each roller to obtain specified density.
Two sets of random cores shall be taken within the last 200 tons of the CTS. Each set shall
consist of seven random cores. The Engineer will determine the coring locations using a stratified
random sampling process. The locations of these cores will be such that one set can serve as a
duplicate of the other. One set of these cores shall be immediately submitted to the Engineer.
This set will be used for determining acceptance of the CTS and determining density correction
factors for nuclear density equipment. Densities of the random samples will be determined by
cores according to CP 44. Density correction factors for nuclear density equipment will be
determined according to CP 81. Coring shall be performed under Weld County observation.
Coring will not be measured and paid for separately but shall be included in the work. For SMA,
a CTS is not used. The Contractor shall follow the requirements for the demonstration control
strip per the Revision of Section 403, Stone Matrix Asphalt Pavement.
The CTS meets requirements if the Quality Level of the random samples is greater than or equal
to 75. The Quality Level will be determined according to CP 71. Once constructed and accepted,
the CTS shall remain in place and become part of the hot mix asphalt on the project.
When the Quality level is less than 75 the Contractor shall construct an additional test section,
utilizing different rollers, or roller positions, or roller patterns as required. A written proposal
detailing the changes in methods and procedures that will be used to obtain density is to be
submitted to the Engineer for review before constructing the additional test section.
If the Quality Level of a CTS is less than 75 and greater than or equal to 44, the Engineer may
accept the material at a reduced price per Section 105.
486
If the Quality Level of a CTS is less than 44, the Engineer may:
(1) Require complete removal and replacement with specification material at the Contractor's
expense.
(2) Where the finished product is found to be capable of performing the intended purpose and
the value of the finished product is not affected, as determined by the Engineer, permit the
Contractor to leave the material in place with a pay factor, but not more than 75 percent of
the bid price.
Each CTS shall be 500 tons. If in -place densities of the CTS, as determined by nuclear density
equipment before determining density of the cores, meet the CTS density requirements, the
Contractor may begin production paving and continue to place hot mix asphalt pavement under
the following conditions:
(1) The period during which the Contractor continues to pave without test results from cores
shall not exceed one workday.
(2) Construction proceeds at the Contractor's risk. If correlation with the cores reveals that the
densities do not meet the CTS requirements, the hot mix asphalt pavement placed
subsequently will be subject to price reduction or removal and replacement.
After production paving work has begun, a new Roller Pattern shall be demonstrated when a
change in the compaction process is implemented.
All additional costs associated with construction of the CTS shall be at the Contractor's expense.
The hot mix asphalt placed in the CTS will be paid for per subsection 401.22, at the contract
price for the hot mix asphalt.
If the Contractor requests changes to the roller pattern that was established during the CTS, the
Contractor must perform a Roller Pass Study to demonstrate that the specified density is
obtained with the new roller pattern before proceeding with the paving operation with Engineer
Approval.
All hot mix asphalt (HMA) materials or work will be evaluated for conformity to the Contract per
subsection 105.05 except HMA that is used for patching and temporary pavement. The
Contractor shall determine the necessary roller compaction process needed to produce a target
pavement density of 94.0 percent of the average daily theoretical maximum specific gravity
(RICE) values per Colorado Procedure 44 Method B. During the first day of production, three
stratified random locations will be selected by the Department. At each location, a minimum of
three 4 -inch diameter cores shall be taken by the Contractor within an 18 -square foot area of
pavement. The Department will take possession of the set of three cores from each location and
determine the intermediate percent relative compaction for each core. Each set of three cores
will be averaged to produce the percent compaction for each location. A minimum of three
487
locations will be used to measure the percent compaction of the first day of production. All coring
shall be completed by the Contractor and submitted to the Department.
Full production of the thin lift shall not begin until the required project compaction process is
successfully established by the Contractor and approved by the Engineer. The approved
compaction process shall be used for the duration of the thin lift paving. Changes to the thin lift
mixture shall require a new roller compaction process.
During production, density tests shall be taken at a frequency of one set of three cores per 500
tons of HMA placed. Each 4 -inch diameter core in the set shall be taken by the Contractor within
an 18 -square foot area of pavement at each stratified random location. The Department will take
possession of a set of three cores from each location to determine the intermediate percent
compaction for each core. Each set of three cores will be averaged to produce the percent
compaction for each location.
The Contractor will be immediately notified when the Department locates areas of in -place
density less than 89.8 percent of average RICE for the material. The actual area of pavement to
be removed full width and replaced will be determined by the Contractor, taking one 4 -inch
diameter exploratory core at 50 -foot intervals or less in each direction from the affected location
until two successive locations are found in each direction which are greater than 90.9 percent of
the average RICE for the material.
401.18 Joints. Placing of the hot mix asphalt shall be continuous, and rollers shall not pass over
the unprotected end of a freshly laid mixture. Transverse joints shall be formed by cutting back
on the previous run to expose the full depth of the course. A coat of asphalt cement shall be
applied to contact surfaces of all joints just before additional mixture is placed against the
previously compacted material. Location and configuration of longitudinal joints shall be per
subsection 401.16.
401.19 Pavement Samples. The Engineer may take samples of the compacted pavement at
random locations on the project for testing. Where samples have been taken, new material shall
be placed and compacted by the Contractor to conform with the surrounding area.
401.20 Surface Smoothness. The roadway surface smoothness shall be tested per subsection
105.07.
Method of Measurement
401.21. Hot mix asphalt and asphalt cement will be measured by the ton. Batch weights will not
be permitted as a method of measurement. The tonnage shall be the weight used in the accepted
pavement. Deduction will not be made for the weight of asphalt cement in the mixture.
Basis of Payment
401.22. All work performed and measured as described above will be paid for as provided in the
respective sections for each type specified.
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If there is no pay item for asphalt cement of the type specified it will not be measured and paid
for separately but shall be included in the work.
Water used in the mixing plant, per subsection 401.14, to bring the lime -aggregate mixture to
approved moisture content will not be measured and paid for separately but shall be included in
the work.
Facilities for testing hot asphalt plant mix at the site of the commercial plant will not be paid for
separately but shall be included in the work.
When asphalt cement is a separate pay item, the amount of asphalt cement contained in
reclaimed asphalt pavement (RAP) material will not be measured or paid for but shall be included
in the work.
Coring for in -place density, coring for longitudinal joint density, core hole repair, and associated
expenses will not be paid for separately but shall be included in the work. Traffic control for this
work will be paid for per the contract.
All costs of the temporary hot mix asphalt layer required according to subsection 401.07,
maintenance and removal of the temporary pavement layer, temporary pavement marking, and
traffic control will not be paid for separately, but shall be included in the work.
All costs associated with the construction of the safety edge specified in subsection 401.10 will
not be paid for separately but shall be included in the work.
489
Section 403 — Hot Mix Asphalt
Description
403.01. This work consists of constructing one or more courses of hot mix asphalt (HMA) on a
prepared base per these specifications, and in conformity with the lines, grades, thicknesses,
and typical cross sections shown on the plans or established.
The HMA acceptance testing for this project shall be the gradation testing procedures per the
CDOT Field Materials Manual. All mix designs shall be submitted in accordance with the
following:
(a) Contractor HMA Mix Designs. All HMA mix designs shall follow CP 52 including a
completed Form 429 in the submittal package and any time a new HMA mix design is
submitted.
(b) Approval of HMS Mix Designs. All HMA mix designs will be approved following CP 54.
Contractor coordination and communication with the Engineer is mandatory for the
acquisition of all materials needed for verification testing. Mix design shall not be approved
or used on the project when the verification process has not been satisfactorily completed
and a Form 43 has been approved.
Sampling of all materials shall be performed in the presence of the Engineer's
representative. All material required in the submitted mix design package shall be collected
the same day and in the same location during the scheduled sampling and pickup time.
ISubmitted mix(es) oil samples, in an approved container(s), shall be provided to the
Engineer's representative at the scheduled sampling and pickup time.
(c) HMA Check Testing Program. The HMA Check Testing Program (CTP) shall follow CP 13.
Sample splits of the HMA used for the CTP shall be taken in the presence of the Engineer's
Representative. The sample splits shall follow:
(1) Samples shall be from the same batches, loads, or trucks.
(2) Batch tickets shall be submitted to the Engineer's Representative at the time of
sampling. Failure to provide batch tickets at the time of sampling shall result in the
rejection of the sample from the CTP. The CTP shall start over or Owner Acceptance
test results will be used without dispute or challenge from the Contractor or
subcontractor during the course of HMA paving operations.
(3)
CTP samples shall be from the same mix design that was submitted for the Engineer's
review and acceptance. The Engineer shall not approve any CTP samples that are
not from the HMA mix design which has been submitted for their review and
acceptance.
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I (4) An oven correction mix shall be prepared for the OA lab a minimum of 2 weeks before
the CTP scheduled dates for all mix designs that are to be used in the CTP.
The asphalt pavement shall be composed of a mixture of aggregate, filler if required, and asphalt
cement.
Hot Mix Asphalt (Patching) consists of those quantities required for the replacement of unstable
corrugated areas in the existing pavement, pipe trenches, areas removed for curb and gutter
forms, areas between the curb and gutter or sidewalk and the existing paved parking lots, and
areas designated on the plans. These quantities will be restricted to small areas which require
hand placement methods and where conventional paving equipment cannot be utilized.
Materials
403.02. The materials shall conform to the requirements of subsections 401.02 through 401.06.
The design mixes for hot mixes asphalt shall conform to the following:
491
Table 403-1 — HMA Mix Design Properties
I Property
Test
I Method
SX
(PG 64 —
28)
S
(PG 76 —
28)
S
(PG 64 —
22)
SG
(PG 64 —
22)
I Patching
Air Voids, percent
at: N (design)
CPL
5115
13.5-4.5
13.5-4.5
13.5-4.5
13.5-4.5
13.5-4.5
Lab Compaction
N (design)
CPL(Revolutions): ' 51P 5
I 100
I 100
I 100
I 100
I 100
'Stability, minimum
5106
I 30
I 30
I 30
I 30
I 30
Aggregate Retained
on the 4.75 mm
(No. 4) Sieve for S,
SX and SG, and on
the 2.36mm (No. 8)
Sieve for ST and
SF with at least 2
Mechanically
Induced fractured
faces, % minimum
I CP 45
I 60%
I 60%
I 60%
I 90%
I 60%
Accelerated
Moisture
Susceptibility
Tensile Strength
Ratio (Lottman),
minimum
CPL
5109
Method
B
I 80
I 80
I 80
I 80
I 80
Minimum Dry Split
Tensile Strength,
kPa (psi)
CPL
5109
Method
B
' 205 (30)
' 205 (30)
' 205 (30)
' 205 (30)
' 205 (30)
Grade of Asphalt
Cement, Top Layer
'
I PG 64-28
I PG 76-28
I
I
I
Grade of Asphalt
Cement, Layers
below Top
I
I PG 64-22
I
I PG 64-22
I PG 64-22
I PG 64-22
Voids in the Mineral
(VMA) %
minimum
I CP 48
TabAggregate
I See 403-2 le
I See 403-2 le
I See 403-2 le
le
I See 403-2
See
Table
403-2
Voids Filled with
Asphalt (VFA), /o
I AI MS -2
I 65-75
I 65-75
I 65-75
I 65-75
I 65-75
Dust to Asphalt
Ratio
Fine Gradation
Coarse Gradation
I CP 50
0.6 — 1.2
0.8 — 1.6
0.6 — 1.2
0.8 — 1.6
0.6 — 1.2
0.8 — 1.6
0.6 — 1.2
0.8 — 1.6
0.6 — 1.2
0.8 — 1.6
I
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• Al MS 2 = Asphalt Institute Manual Series 2
• Mixes with gradations having less than 40% passing the 4.75 mm (No. 4) sieve shall be
approached with caution because of constructability problems.
• Gradations for mixes with a nominal maximum aggregate size of one -inch or larger are
considered a coarse gradation if they pass below the maximum density line at the #4 screen.
• Gradations for mixes with a nominal maximum aggregate size of 3/4" to 3/8" are considered a
coarse gradation if they pass below the maximum density line at the #8 screen.
• Gradations for mixes with a nominal maximum aggregate size of #4 or smaller are considered
a coarse gradation if they pass below the maximum density line at the #16 screen.
All mix designs shall be run with a gyratory compaction angle of 1.25 degrees and properties
must satisfy Table 403-1. Form 43 will establish construction targets for Asphalt Cement and all
mix properties at Air Voids up to 1.0 percent below the mix design optimum.
Table 403-2 — Minimum Voids in the Mineral Aaareaate (VMA
Nominal Maximum
Size*, mm (inches)
***Design Air
Voids** 3.5`)/0
***Design Air
Voids** 4.0`)/0
***Design Air
Voids** 4.5`)/0
***Design Air
Voids** 5.0`)/0
37.5 (1'/2)
11.6
11.7
11.8
N/A
25.0 (1)
12.6
12.7
12.8
N/A
19.0 (%)
13.6
13.7
13.8
N/A
12.5 ('/2)
14.6
14.7
14.8
N/A
9.5 (%)
15.6
15.7
15.8
16.9
Table Notes:
• The Nominal Maximum Size is defined as one sieve larger than the first sieve to retain more
than 10%.
** Interpolate specified VMA values for design air voids between those listed.
*** Extrapolate specified VMA values for production air voids beyond those listed.
The Contractor shall prepare a quality control plan outlining the steps taken to minimize
segregation of HMA. This plan shall be submitted to the Engineer and approved before beginning
the paving operations. When the Engineer determines that segregation is unacceptable, the
paving shall stop, and the cause of segregation shall be corrected before paving operations will
be allowed to resume.
A minimum of 1 percent hydrated lime by weight of the combined aggregate shall be added to
the aggregate for all hot mix asphalt when determined by the Engineer.
Acceptance samples shall be taken per CP-41, as determined by the Engineer.
Construction Requirements
403.03. The construction requirements shall be as prescribed in subsections 401.07 through
401.20.
Areas to be patched shall be excavated and squared to a neat line, leaving the sides of the
excavation vertical. Before placement of the patch, the exposed sides of the existing pavement
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shall be thoroughly coated with emulsified asphalt (slow -setting). Hot mix asphalt shall then be
placed and compacted in succeeding layers not to exceed 3 inches in depth.
The Contractor shall construct the work such that all roadway pavement is placed before the
time paving operations end for the year, and shall be completed to the full thickness required by
the plans. The Contractor's Progress Schedule shall show the methods to be used to comply
with this requirement.
If liquid anti -stripping additive is added at the plant, an approved in -line blender must be used.
The blender shall be in the line from the storage tank to the drier drum or pugmill. The blender
shall apply sufficient mixing action to thoroughly mix the asphalt cement and anti -stripping
additive.
Method of Measurement
403.04. Hot mix asphalt will be measured as prescribed in subsection 401.21.
Basis of Payment
403.05. The accepted quantities of hot mix asphalt will be paid for per subsection 401.22, at the
contract unit price per ton for the asphalt mixture.
Payment will be made under:
Pay Item
Pay Unit
Hot Mix Asphalt (Grading _)
Ton
Hot Mix Asphalt (Grading _)(Asphalt)
Ton
Hot Mix Asphalt (Patching)(Asphalt)
Ton
Hot Mix Asphalt (Grading S)(100)(PG 64-28)
Ton
Hot Mix Asphalt (Grading S)(100)(PG 64-22)
Ton
Hot Mix Asphalt (Grading SX)(100)(PG 64-28)
Ton
Aggregate, asphalt cement, asphalt recycling agent, additives, hydrated lime, and all other work
necessary to complete each hot mix asphalt item will not be paid for separately but shall be
included in the unit price bid.
Asphalt cement will not be measured and paid for separately but shall be included in the work.
Asphalt cement used in Hot Mix Asphalt (Patching) will not be measured and paid for separately
but shall be included in the work.
Excavation, preparation, and tack coat of areas to be patched will not be measured and paid for
separately but shall be included in the work.
IThe Contractor shall collect the scale ticket on each load when it is delivered to the project site
and ensure that the information required in subsection 109.01 is shown on each ticket. The scale
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tickets shall be provided to the Engineer prior to the start of the next day's paving operations.
The Contractor shall provide to the County, envelopes which contain the previous day's signed
tickets and the following:
(a) On each envelope: Project number, location, date of paving, type of material, daily total
and cumulative total.
(b) One of the following:
1. Two adding machine tape tabulations of the weight tickets with corresponding total
run and signed by two different persons,
2. One signed adding machine tape tabulation of the weight tickets that has been
checked and signed by a second person, or
3. Signed check tape of computer scale tickets that have a cumulative total. These
scale tickets must be consecutive and without voids or adjustments.
(c) A listing of any overweight loads on the envelope, including ticket numbers and amount
over legal limit.
(d) A comparison of the actual yield for each day's placement to the theoretical yield.
Theoretical yield shall be based on the actual area paved, the planned thickness, and the
actual density of the mixture being placed. Any variance greater than +2.5% shall be
indicated on the envelope and a written explanation included.
495
Section 405 — Heating and Scarifying Treatment
Description
405.01. This work consists of recycling the top portion of the existing asphalt pavement as shown
in the Contract, by cleaning, heating, scarifying, redistributing, re -leveling, compacting, and
rejuvenating the existing asphaltic material.
Materials
405.02. Asphalt rejuvenating agent shall meet the requirements of subsection 702.02(f).
Construction Requirements
405.03. Weather limitations shall be as provided in subsection 401.07. Before commencing
heating and scarifying operations, the pavement shall be cleaned of all loose material. Power
brooms shall be supplemented by hand brooming and use of other tools as required to bring the
surface to a clean, suitable condition free of deleterious material.
Equipment used to heat and scarify the asphalt surface shall meet the following requirements:
(1) Capable of uniformly applying heat under totally insulated enclosed hoods to produce
radiant heat.
(2) Self-propelled and capable of scarifying to the depth specified.
(3) Capable of covering a minimum of 750 square yards per hour while heating the existing
surface to the extent that it will be remixed by the scarifiers to a depth not less than
specified.
The heating operation shall extend at least 4 inches beyond the width of scarifying on both sides.
When a pass is made adjacent to a previously placed mat, the longitudinal seam shall extend at
least 2 inches into the previously placed mat. The temperature of the scarified material shall be
between 200 and 300 °F when measured immediately behind the scarifier. The scarified material
shall be distributed and leveled by a paving machine. The paving machine shall be capable of
screeding the full width of the scarified material to produce a uniform cross section as shown in
the Contract.
While the scarified material is still hot and before it is placed by the paving machine, an
application of asphalt rejuvenating agent shall be applied as specified.
The asphalt surface shall be compacted immediately after it has been distributed and leveled,
and while it is still workable. Two rollers shall be used to compact the scarified material. A steel
wheel roller shall be used first to provide breakdown rolling, followed by a pneumatic tire roller
with a minimum weight of 12 tons, to complete compaction to 92 to 96 percent of maximum
theoretical density. When the mixture surface temperature falls below 165 °F, no further
496
compaction effort shall be done unless approved. A minimum of 24 hours shall elapse before an
asphalt pavement overlay is applied to the scarified pavement.
The weight per cubic foot of the existing asphalt surface shall be determined per AASHTO T166.
Scarification depth will be acceptable when the moving average of a minimum of three
consecutive random tests per hour indicates that the required amount per square foot, based on
the weight per cubic foot of the existing asphalt surface, has been scarified. Testing shall be
performed by the Contractor in lots of three per hour, or as often as necessary to maintain
process control.
The longitudinal surface smoothness of the roadway before and after heating and scarifying shall
be tested per subsection 105.07(f).
Method of Measurement
405.04. Heating and scarifying treatment will be measured by the square yard of work completed
and accepted.
Basis of Payment
405.05. The accepted quantities of heating and scarifying treatment will be paid at the contract
unit price per square yard for heating and scarifying treatment, and shall include cleaning,
heating, scarifying, redistributing, re -leveling, and compacting the existing asphalt surfacing.
Payment will be made under:
Pay Item
Pay Unit
Heating and Scarifying Treatment
Square Yard
Asphalt rejuvenating agent will be measured and paid for per Section 411.
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Section 406 — Cold Asphalt Pavement (Recycle)
Description
406.01. This work consists of pulverizing the existing asphalt surfacing to the depth shown on
the plans, mixing a recycling agent and water, if required, with the pulverized material, then
spreading and compacting the mixed material.
Materials
406.02. The recycling agent shall be either a high float emulsified asphalt (polymerized) or
emulsified recycling agent meeting the requirements of subsection 702.02(e).
The pulverized material shall meet the following gradation requirements:
Table 406-1 — Cold Asphalt Pavement (Recycle) Pulverized Material Gradation
Requirements
Sieve Size
Percent Passing
31.5 mm (1 '/4 inch)
100
25.0 mm (1 inch)
90-100
The sealing emulsion shall be high float emulsion (diluted), emulsified asphalt (SS), or approved
equal.
Construction Requirements
406.03 Weather Limitations. Daily recycling operations shall not begin until the atmospheric
temperature is 55 °F and rising. Recycling operations shall be discontinued when the
temperature is 60 °F and falling. Recycling operations shall not be performed when the weather
is foggy or rainy, or when weather conditions are such that the proper mixing, spreading,
compacting, and curing of the recycled material cannot be accomplished. Cold recycled
pavement damaged by precipitation shall be reprocessed or repaired by methods approved by
the Engineer, at the Contractor's expense.
The construction of cold recycled pavement will not be allowed from September 16 through May
14 unless otherwise approved. The Contractor's Progress Schedule shall show the methods to
be used to comply with this requirement.
406.04 Milling. The existing asphalt surfacing shall be cold recycled in a manner that does not
disturb the underlying material in the existing roadway.
Adjacent recycling passes shall overlap at the longitudinal joint a minimum of 4 inches.
The beginning of each day's recycling operation shall overlap the end of the preceding recycling
operation a minimum of 100 feet unless otherwise directed.
498
Any fillet of fine, pulverized material which forms adjacent to a vertical face shall be removed
before spreading the mixed material, except that such fillet adjacent to existing pavement which
will be removed by a subsequent overlapping milling operation need not be removed. Vertical
cuts in the roadway shall not be left overnight.
406.05 Mixing. When commencing recycling operations, the recycling agent shall be applied to
the pulverized material at the initial design rate determined by the Materials Laboratory, based
on samples obtained by the Department before construction. The exact application rate of the
recycling agent will be determined and may be varied as required by existing pavement
conditions. An allowable tolerance of plus or minus 0.2 percent of the initial design rate or
directed rate of application shall be maintained at all times.
A representative of the recycling agent supplier shall be present on the project during recycling
operations until an acceptable production sequence is established as determined by the
Engineer.
The Contractor may add water to the pulverized material to facilitate uniform mixing with the
recycling agent. Water may be added before or concurrently with the recycling agent, provided
that this water does not adversely affect the recycling agent.
406.06 Spreading. Recycling and placing recycled material shall be at a rate sufficient to provide
continuous operation of the paving machine. If paving operations result in being excessively
behind or in excessive stopping of the paving machine, as determined by the Engineer, recycling
operations shall be suspended. Recycling may resume when the Contractor can synchronize
the rate of recycling with the capacity of the paving machine.
If segregation occurs behind the paver, the Contractor shall make changes in equipment,
operations, or both to eliminate the segregation.
406.07 Compacting and Finishing. After the recycled material has been spread, traffic,
including Contractor's equipment, shall not be allowed on the recycled material until it starts its
initial break as determined by the Engineer. However, if precipitation is imminent, compaction
may proceed to seal the surface from additional moisture.
Initial rolling shall be performed with one or more pneumatic tire rollers and be continued until
no displacement is observed. Final rolling to eliminate pneumatic tire marks and achieve the
required density shall be done by steel wheel rollers either in static or vibratory mode. The use
of vibratory rollers shall be approved by the Engineer. If rollers are used in the vibratory mode,
vibration shall be at low amplitudes to prevent transverse cracks.
The recycled material shall be compacted to a minimum of 100 percent of the density of a
laboratory specimen compacted per CP 53. If the area tested fails to meet the required density,
the area shall be reworked until it attains 100 percent compaction. The frequency of density
testing for project acceptance will be one per 5,000 square yards. The Engineer will perform one
CP 53 for calculation of the percent relative compaction with each field density taken.
499
Rollers shall not be started or stopped on uncompacted recycled material. Rolling shall be
accomplished so that starting and stopping will be on previously compacted cold recycled
pavement or existing pavement.
Any type of rolling that results in cracking, movement, or other types of pavement distress shall
be discontinued until the problem is resolved.
After the recycled material has been compacted, traffic, including the Contractor's equipment,
shall not be permitted on the cold recycled pavement for at least two hours, unless otherwise
approved.
Before placing the sealing emulsion or hot mix asphalt overlay, the cold recycled pavement shall
be allowed to cure until the free moisture is reduced to 1 percent free moisture or less, by total
weight of mix. Free moisture will be measured according to CP 57. After the free moisture
content of the cold recycled pavement has reached the acceptable level, the hot mix asphalt
overlay or sealing emulsion, if required, shall be placed. However, unless otherwise approved
by the Engineer, the cold recycled pavement shall be covered with a minimum thickness of 2
inches of hot mix asphalt within ten calendar days after it is laid and compacted. The sealing
emulsion, if required, shall be applied to the surface at an approximate rate of 0.025 to 0.10
gallons per square yard. The sealing emulsion shall be applied when the Engineer determines
that it is necessary to prevent raveling (progressive separation of aggregate particles).
Damage caused by the Contractor to the cold recycled pavement shall be repaired at
Contractor's expense, as directed, before placing any hot asphalt surfacing. Soft areas that are
not caused by the Contractor or weather shall also be repaired before placing the hot mix
asphalt.
406.08 Recycling Train. The Contractor shall furnish a self-propelled machine capable of
pulverizing the existing asphalt surfacing to the depth shown on the plans, in one pass. The
machine shall have a minimum rotor cutting width of 12 feet. The rotor cutting width selected for
the project shall allow for the longitudinal joint to be offset from the longitudinal joint of the layer
placed above by at least 6 inches. The longitudinal joint shall not fall in the wheel path. The
machine shall have standard automatic depth controls and maintain a constant cutting depth.
The machine shall also have screening and crushing capabilities to reduce or remove oversize
particles before mixing with recycling agent. Oversize particles shall be reduced to size by
crushing.
The machine shall perform continuous weight measurement of the pulverized material
interlocked with the recycling agent metering device so the required recycling agent content will
be maintained. Positive means shall be provided for calibrating the weight measurement device
and the recycling agent metering device.
A positive displacement pump, capable of accurately metering the required quantity of recycling
agent at rates as low as 4 gallons per minute, shall be used to apply the recycling agent. The
interlock system shall allow addition of the recycling agent only when pulverized material is
present in the mixing chamber. Each mixing machine shall be equipped with a meter capable of
500
registering the rate of flow and the total amount of recycling agent introduced into the mixed
material.
The recycling agent shall be applied through a separate mixing machine capable of mixing the
pulverized material and the recycling agent to a homogeneous mixture and placing the mixture
in a windrow. The mixture shall be placed in a windrow in a manner that prevents segregation.
406.09 Paver. The recycled material shall be placed with a self-propelled asphalt paver meeting
the requirements of subsection 401.10, except that the screed shall not be heated. The mixed
material shall be spread in one continuous pass, without segregation, to the lines and grades
established on the plans.
When a pick-up machine is used to feed the windrow into the paver hopper, the pick-up machine
shall be capable of picking up the entire windrow to the underlying materials.
406.10 Compactors. Rollers shall be steel wheel, pneumatic tire, vibratory or combination of
these types. The number and weight of rollers shall be sufficient to obtain the required
compaction while the recycled material is in a workable condition, except that each pneumatic
tire roller shall be 30 tons' minimum weight.
406.11 Smoothness. The longitudinal surface smoothness of the roadway before and after cold
recycling shall be tested by the Contractor per subsection 105.07.
Method of Measurement
406.12. In -place cold recycled pavement will be measured by the square yard of paved surface
actually recycled, complete in place and accepted.
Repair of cold recycled pavement will be measured by the square yard of paved surface repaired
and accepted.
Basis of Payment
406.13. The accepted quantity of in -place cold recycled pavement will be paid for at the contract
unit price per square yard. Payment will be made under:
Pay Item
Pay Unit
Cold Asphalt Pavement (Recycle)
Square Yard
Repair of Cold Asphalt Pavement (Recycle)
Square Yard
Asphalt materials will be measured and paid for per Section 411.
Water will not be measured and paid for separately but shall be included in the work.
Repair of cold recycled pavement damaged by the Contractor or by weather will not be measured
and paid for separately but shall be included in the work.
501
Overlaps of preceding recycling operations will not be measured and paid for separately but
shall be included in the work.
502
Section 407 — Prime Coat, Tack Coat, and Rejuvenating Agent
Description
407.01. This work consists of preparing and treating an existing surface with asphalt material,
and blotter material if required, per these specifications and in conformity with the lines shown
on the plans or established.
Materials
407.02 Asphalt Material. The type and grade of asphalt material for prime and tack coating will
be specified in the Contract.
The asphalt material for all coatings shall meet the applicable requirements of Section 702. The
asphalt material for prime and tack coating may be conditionally accepted at the source. The
rejuvenating agent shall be accepted before loading into the distributor.
407.03 Blotter Material. Blotter material for prime coating shall consist of aggregate base
course conforming to the requirements specified for base course aggregate on the project.
Blotter material for rejuvenating agent shall consist of dry, gritty sand conforming to the fine
aggregate gradation of Table 703-2, or as approved.
Blotter material may be accepted in the stockpile at the source or at the roadway before
placement.
Construction Requirements
407.04 Weather Limitations. Prime coat and tack coat shall not be applied under the following
conditions:
(1) When the surface is wet.
(2) When weather conditions would prevent the proper construction of the prime or tack coat.
407.05 Equipment. The Contractor shall provide equipment for heating and uniformly applying
asphalt material and blotter material.
The distributor and equipment shall be capable of uniformly distributing asphalt material at even
temperature and uniform pressure on variable widths of surface up to 15 feet at readily
determined and controlled rates from 0.05 to 2.0 gallons per square yard. The allowable variation
from any specified rate shall not exceed plus or minus 0.02 gallon per square yard. Distributor
equipment shall include a tachometer, pressure gauges, accurate volume measuring devices or
a calibrated tank, and a thermometer for measuring temperatures of tank contents. Distributors
shall be equipped with a power unit for the pump and full circulation spray bars adjustable
laterally and vertically.
503
The distributor for rejuvenating agent shall also be equipped with the following:
(1) Heating facilities with controls to reach a temperature of 130 °F.
(2) Circulating system to maintain proper mixture of the rejuvenating agent.
407.06 Preparation of Surface. Preparation of the surface to be treated shall include all work
necessary to provide a smooth, dry, uniform surface. The work shall include patching, brooming,
shaping to required grade and section, compaction, and removal of unstable corrugated areas.
The edges of existing pavements which are to be adjacent to new pavement shall be cleaned to
permit the adhesion of asphalt materials.
407.07 Application of Asphalt Material. Asphalt material shall be applied by a pressure
distributor in a uniform and continuous spread. When traffic is maintained, not more than '/2 of
the width of the section shall be treated in one application, or sufficient width shall be left to
adequately handle traffic. Care shall be taken so the application of asphalt material at the
junctions of spreads is not in excess of the specified quantity. Excess asphalt material shall be
removed or distributed as directed.
Skipped areas or deficiencies shall be corrected. Asphalt material shall not be placed on any
surface where traffic will travel on the freshly applied material.
The rate of application, temperatures, and areas to be treated shall be approved before
application of the coating.
407.08 Application of Blotter Material. If, after the application of the prime coat or rejuvenating
agent the asphalt material fails to penetrate and the roadway must be used by traffic, blotter
material shall be spread in the quantity required to absorb excess asphalt material.
Method of Measurement and Basis of Payment
407.09. Asphalt material will be measured and paid for per Section 411.
Blotter material will not be measured and paid for separately but shall be included in the work.
Payment for patching will be made at the contract unit price for the various items used for
patching.
504
Section 408 — Joint and Crack Sealant
Description
408.01. This work consists of furnishing and placing an approved hot poured joint and crack
sealant in properly prepared cracks in asphalt pavements. Cracks with a width greater than 1/8
inch and less than 1 inch are to be filled with this material.
Materials
408.02. Materials for hot poured joint and crack sealant shall meet the requirements of
subsection 702.04.
Using a mixture of different manufacturers' brands or different types of sealant is prohibited.
Construction Requirements
408.03. Immediately before applying hot poured joint and crack sealant, the cracks shall be
cleaned of loose and foreign matter to a depth approximately twice the crack width. Cleaning
shall be performed using a hot compressed air lance. This lance shall be used to dry and warm
the adjacent asphalt immediately before sealing. Direct flame dryers shall not be used.
These Cracks shall be filled with hot poured joint and crack sealant flush with the pavement
surface. Immediately following the filling of the crack, excess sealant shall be leveled off at the
wearing surface by squeegee, a shoe attached to the applicator wand, or other suitable means
approved by the Engineer. The squeegeed material shall be centered on the cracks and shall
not exceed 3 inches in width or 1/16 inch in depth.
The sealant material shall be heated and applied according to the manufacturer's
recommendations. The equipment for heating the material shall be an indirect heating type
double boiler using oil or other heat transfer medium and shall be capable of constant agitation.
The heating equipment shall be capable of controlling the sealant material temperature within
the manufacturer's recommended temperature range and shall be equipped with a calibrated
thermometer capable of plus or minus 5 °F accuracy from 200 to 600 °F. This thermometer shall
be located so the Engineer can safely check the temperature of the sealant material.
Overheating of the sealant material will not be permitted.
The face of the crack shall be surface dry, and the air and pavement temperatures shall both be
at least 40 °F and rising at the time of sealant application.
Sealant material picked up or pulled out after being placed shall be replaced at the Contractor's
expense. The Contractor shall have blotter material available on the project in the event it is
required to prevent tracking or pulling. If required, blotter material shall be approved by the
Engineer and placed at the Contractor's expense.
505
Method of Measurement
408.04. Hot poured joint and crack sealant will be measured by the ton of material used. The
Engineer may require the weighing of equipment for determination of actual quantities of material
used.
Basis of Payment
408.05. The accepted quantities will be paid for at the contract unit price per ton.
Payment will be made under:
Pay Item
Pay Unit
Hot Poured Joint and Crack Sealant
Ton
All materials, equipment, and costs incidental to the preparation of the surface before application
of the hot poured joint and crack sealant will not be paid for separately but shall be included in
the work.
506
Section 409 — Chip Seal
Description
409.01. This work consists of furnishing and applying asphalt emulsion and cover coat material
on an existing surface, per these specifications and in conformity with the lines shown on the
plans or established. When rejuvenating agent or emulsified asphalt is used as a fog seal, cover
coat material will not be required.
Materials
409.02 Asphalt Emulsion. Emulsified asphalt shall be polymerized, or latex modified and
shall be rapid set or medium set conforming to the requirements of subsection 702.02(b).
Rejuvenating agent shall conform to the requirements of subsection 702.02(f).
409.03 Cover Coat Material. Cover coat material shall meet the requirements of subsection
703.05 for the type specified. The material will be accepted at the spreader.
Construction Requirements
409.04 Weather Limitations. Asphalt emulsion shall not be applied on a damp surface, when
either the air or pavement surface temperature is below 70 °F, or when weather conditions would
prevent the proper construction of the chip seal.
409.05 Equipment. The following equipment or its equivalent shall be used:
(1) Asphalt distributor and equipment shall be capable of uniformly distributing asphalt
emulsion at even temperature and uniform pressure on variable widths of surface up to 15
feet at readily determined and controlled rates from 0.05 to 2.0 gallons per square yard.
The allowable variation from any specified rate shall not exceed plus or minus 0.02 gallon
per square yard. The distributor's spreading capabilities shall be computer controlled or it
shall be calibrated to conform to the distributor manufacturer's procedure before applying
the emulsified asphalt. Distributor equipment shall include a tachometer, pressure gauges,
accurate volume measuring devices or a calibrated tank, and a thermometer for measuring
temperatures of tank contents. Distributors shall be equipped with a power unit for the
pump, and full circulation spray bars adjustable laterally and vertically. Distributors shall be
equipped with an automatic heater capable of maintaining the asphalt emulsion at the
manufacturer's recommended application temperature or at 140 °F, whichever is higher.
(2) A rotary power broom.
(3) A minimum of two pneumatic tire rollers that weigh at least 10 tons each.
(4) One self-propelled aggregate spreader of approved design supported by at least four
wheels equipped with pneumatic tires on two axles. The aggregate spreader shall be
507
capable of applying the larger cover coat material to the surface ahead of the smaller cover
coat material and shall have positive controls, so the required quantity of material is
deposited uniformly over the full width of the asphalt emulsion. Other types of aggregate
spreaders may be used provided they accomplish equivalent results and are approved.
409.06 Preparation of Surface. The entire surface that is to receive a chip seal shall be cleaned
of loose sand, dust, rock, mud, and all other debris that could prevent proper adhesion of the
asphalt coating. The cleaning shall be accomplished by power broom, scraping, blading, or other
approved measures. Chip sealing operations shall not be started until the surface is approved.
409.07 Applying Asphalt Emulsion. Asphalt emulsion shall be applied by a pressure distributor
in a uniform, continuous spread and within the temperature range specified. The distributor's
spreading capability shall be computer controlled or calibrated to conform to the distributor
manufacturer's procedure before applying the emulsified asphalt. If streaking occurs, the
distributor operation shall be stopped immediately until the cause is determined and corrected.
Streaking is alternating, narrow, longitudinal areas of excessive and then insufficient quantities
of asphalt emulsion. The quantity of asphalt emulsion per square yard may vary from the rate
shown in the Contract, as directed. A strip of building paper, at least 3 feet in width and with a
length equal to that of the spray bar of the distributor plus 1 foot shall be used at the beginning
of each spread. If the distributor does not have a positive cut-off, the paper shall be used at the
end of each spread. The paper shall be removed and disposed of in a satisfactory manner. The
distributor shall be moving forward at proper application speed at the time the spray bar is
opened. Skipped areas and deficiencies shall be corrected. Junctions of spreads shall be
carefully made to assure a smooth riding surface.
The length of spread of asphalt emulsion shall not be in excess of the area that trucks loaded
with cover coat material can immediately cover.
The spread of asphalt emulsion shall not be more than 6 inches wider than the width covered
by the cover coat material from the spreading device. Under no circumstances shall operations
proceed so asphalt emulsion will be allowed to chill, set up, dry, or otherwise impair retention of
the cover coat.
The distributor shall be parked so that asphalt emulsion will not drip on the surface of the traveled
way.
409.08 Application of Cover Coat Material. Immediately following the application of the asphalt
emulsion, cover coat material shall be spread in quantities as designated. The spreading rate
may vary from the rate shown in the Contract when approved. Spreading shall be accomplished
so the tires of the trucks or aggregate spreader do not contact the uncovered and newly applied
asphalt emulsion.
The cover coat material shall be moistened with a sufficient amount of water to reduce the dust
coating of the aggregate before spreading. The cover coat material shall not contain free
moisture as evidenced by drain down in the delivery truck bed.
508
Immediately after the cover coat material is spread, deficient areas shall be covered with
additional material. Rolling shall begin immediately behind the spreader and shall continue until
three complete coverages are obtained. Rolling shall be completed the same day the asphalt
emulsion and cover coat materials are applied.
The completed roadway surface shall be lightly broomed the following morning to remove any
excess material, without removing any embedded material. The Contractor shall conduct
additional brooming if so directed.
A fog seal shall be applied to the surface of the completed chip seal at the rate of 0.11 plus or
minus 0.04 gallon per square yard of diluted emulsion when directed. The fog seal shall have a
3:2 emulsion to water dilution rate. The application rate and the dilution rate may be changed by
the Engineer.
Method of Measurement
409.09. Chip seal will be measured by the number of tons, cubic yards, or square yards of the
designated type of cover coat aggregate.
Basis of Payment
409.10. The accepted quantities of chip seal will be paid for at the contract price per ton, cubic
yard, or square yard for cover coat material.
Payment will be made under:
Pay Item
Pay Unit
Cover Coat Material (Type )
Ton
Cover Coat Material (Type_) (Lightweight)
Cubic Yard
Cover Coat Material (Type )
Square Yard
Asphalt emulsion, including the asphalt emulsion used for fog seal, will be measured and paid
for per Section 411.
509
Section 411 — Asphalt Materials
Description
411.01. This work consists of furnishing asphalt materials of all types and the application of these
materials per these specifications and details shown on the plans.
Materials
411.02. All asphalt materials shall conform to the requirements of Section 702.
The type and grade of asphalt material will be specified in the Contract. The grade may be
changed one step by the Engineer at no change in unit price except as provided for under
subsection 104.02.
Emulsion used for seal coat will be identified as rapid setting or medium setting emulsion and
conform to the requirements of subsection 702.02.
Construction Requirements
411.03. Asphalt materials shall be fortified when required by the Contract with an additive of an
approved type. Additive shall be uniformly blended with asphalt materials at the refinery, or
through an approved in -line blender as specified in the Contract.
Asphaltic application methods which result in the discoloration of concrete structures, concrete
curbs, and concrete gutters will not be permitted. Coatings shall be applied so as to cause the
least inconvenience to traffic and to permit one-way traffic. Traffic will be permitted to travel on
fresh asphalt material when it can be accomplished without pickup or tracking of the asphalt
material.
Asphaltic materials used as fuel or lubricant shall be stored separately.
Emulsified asphalt for tack coat shall be diluted before use as shown in the Contract or as
directed.
Method of Measurement
411.04. Asphalt cement will be measured by the ton by one of the following methods as
determined by the Engineer:
(1) The pay quantity of asphalt cement will be determined by multiplying the total accepted
tons of paving mix by the weighted average of all asphalt content percentages obtained
from the field acceptance tests for that item, or
(2) The pay quantity of asphalt cement will be determined from the invoices for the asphalt
cement delivered to the job corrected by tank stabs.
510
Emulsified asphalt and liquid asphaltic materials will be measured by the gallon.
The pay quantity for emulsified asphalt shall be the number of gallons before dilution with water.
Concentrated asphalt rejuvenating agent will be measured by the gallon before any water is
added.
Emulsified asphalt used for seal coat will be measured by the actual number of tons placed and
accepted. The pay quantity of emulsified asphalt will be determined from the invoices of
emulsified asphalt delivered to the project, corrected by any weight of remaining emulsion in the
distributor truck or tanker at the conclusion of the project. The Engineer may elect to calculate
the remaining weight in a distributor by use of the average specific gravity of materials delivered,
or by tank stabs. The average specific gravity for this calculation will be as determined by the
Department. If tank stabs are to be utilized for this measurement, the Contractor's Process
Control Plan shall include appropriate information for calculations on the distributor used on the
project. This calculation will be limited to less than 4,000 gallons of material. All other material
shall require weigh back for proper calculation of payment. The weight shall be determined by
certified scales per Section 109. This will also be monitored and documented by daily distributor
gauge readings and yield calculations. All proposed methods of weighing materials, calibrating
distributor rates and monitoring the yields shall be included in the Process Control Plan per
Section 409.
Diluted emulsified asphalt used for fog seal on chip seals will be measured by the actual number
of tons of asphalt before dilution with water. Correction for the final diluted emulsion at the
conclusion of a project will assume a 3:2 emulsion to water dilution rate, and the water subtracted
from the weight of the remaining product unless otherwise approved.
Basis of Payment
411.05. Bituminous materials will not be measured and paid for separately but shall be included
in the unit prices for Hot Mix Asphalt (Grading SX)(100)(PG64-28) and Hot Mix Asphalt (Grading
S)(100)(PG64-22).
The accepted quantities, measured as provided above, will be paid for at the contract unit price
per ton or gallon as the case may be, for each of the pay items listed below that appear in the
bid schedule.
High float emulsified asphalt (polymerized) or emulsified recycling agent used in Item 406, Cold
Asphalt Pavement (Recycle) will be paid for by the gallon under the pay item Recycling Agent.
Water used to dilute emulsified asphalt or asphalt rejuvenating agent will not be paid for
separately but shall be included in the work.
Payment will be made under:
511
Pay Item
Pay Unit
Asphalt Cement (_)
Ton
Emulsified Asphalt ()
Gallon
Emulsified Asphalt (Rapid Setting)(Polymerized)
Ton
Emulsified Asphalt (Medium -Setting) (Polymerized)
Ton
Liquid Asphaltic Material (_)
Gallon
Asphalt Rejuvenating Agent
Gallon
Recycling Agent
Gallon
512
Section 412 — Portland Cement Concrete Pavement
Description
412.01. Where the Contract Documents, Project Special Provisions, or the CDOT Specifications
contradict one another, the more stringent specification shall apply. Notwithstanding the
foregoing, in the event of conflicting requirements involving any requirement within the Contract
Documents, Project Special Provisions, or the CDOT Specifications, the County shall have the
right to determine, in its sole discretion, which requirement(s) apply. The Contractor shall request
the County's determination respecting the order of precedence among conflicting provisions
promptly upon becoming aware of any such conflict.
The minimum thickness of concrete pavement shall be 9 inches unless otherwise shown on the
plans.
A minimum of 65% of the Portland Cement Concrete Paving (PCCP) shall be machine placed
(i.e., PCCP paving machine) by the Contractor. Hand pours for the PCCP will only be allowed in
areas where it is not possible to use a PCCP paving machine.
This work consists of constructing a pavement composed of Portland Cement Concrete on a
prepared subgrade or base course per these specifications and in conformity with the lines,
grades, thicknesses, and typical cross sections shown on the plans or established.
Materials
412.02. Materials shall meet the requirements of the following subsections:
Fine Aggregate
Coarse Aggregate
Portland Cement
Fly Ash
Water
Air -Entraining Admixtures
Joint Sealant with Backer Rod
Curing Materials
Reinforcing Steel
Chemical Admixtures
Dowel Bars and Tie Bars
703.01
703.02
701.01
701.02
712.01
711.02
705.01
711.01
709.01
711.03
709.03
Construction Requirements
412.03 Classification. Class P concrete shall conform to the requirements for an optimized mix
design and shall be per Sections 106.06(a) and 601.02. Fast track concrete pavement is
accelerated Class P concrete. Fast track concrete shall not be used unless written permission
is obtained from the Engineer.
513
The strength of the concrete shall be considered acceptable when the average equivalent 28 -
day flexural strengths for each lot are above the Lower Tolerance Limit (TO of 600 psi. Any lot
(5,000 SY or fraction thereof or a day's placement) or sub -lot (2,500 SY or fraction thereof) of
in -place concrete with a flexural strength less than 600 psi shall be removed and replaced at the
Engineer's sole discretion. If any lot or sublot, respectively, fails to meet the above criteria, the
lot or sublot shall be removed and replaced at no additional cost. Full payment at the unit bid
price shall be based on a Plan Value (PV) of 650 psi. Flexural strengths between 600 psi and
649 psi shall be subject to payment reductions as outlined in Section 105.06. Unless otherwise
specified in the Bid Documents, flexural strengths greater than 650 psi shall be subject to
payment increases as outlined in Section 105.06 and in Table 105-11.
ACI 318 shall be used to dispute acceptance strength results. Evaluation of low strength test
results shall follow CP 65 Method B.
412.04 Proportioning. Proportioning shall conform to the requirements listed below.
(a) The maximum allowable amount of Fly Ash shall be 20%. Class F fly ash shall be used.
Cement shall be one of the Portland or Hydraulic cements listed in section 701.01.
(b) Proportioning shall conform to the requirements of subsection 601.05 in addition to the
requirements below:
I (1)
Mixture Proportions
(i)
Composition. Concrete shall be composed of cementitious material, water, fine
and coarse aggregates, and admixtures. Supplementary Cementitious Materials
(SCM) choice and usage shall be per Section 601 of the Specifications. The total
cementitious material content shall be at least 520 LB/CY. Admixtures shall
consist of air -entraining admixture and also may include as approved, water -
reducing admixture.
Proportioning Studies. Trial design batches, mixture proportioning studies, and
testing requirements are the responsibility of the Contractor. Trial mixtures
having proportions, slumps, and air content suitable for the work shall be based
on methodology described in ACI 211.1, modified as necessary to accommodate
flexural strength. Submit test results, including:
1. Coarse and fine aggregate gradations and plots;
2. Combined aggregate gradation and coarseness/workability plots;
3. Coarse aggregate quality test results, including deleterious materials;
4. Fine aggregate quality test results;
5. Mill certificates for cement and supplemental cementitious materials;
514
6. Certified test results for air entraining, water reducing, retarding, non -
chloride accelerating admixtures;
7. Specified flexural strength, slump, and air content;
8. Documentation of required average CQC flexural strength, Ra;
9. Recommended proportions/volumes for proposed mixture and each of
three trial water-cementitious materials ratios;
10. Individual beam and cylinder breaks;
11. Flexural and splitting tensile strength summaries and plots;
12. Correlation ratios for acceptance testing and CQC testing; and
13. Historical record of test results documenting production standard deviation
(if available)
(iii) Water -Cement Ratio. At least three different water -cement ratios, which shall
produce a range of strengths encompassing that required on the project, shall
be used. The maximum allowable water -cement ratio shall be per Table 601-1 of
the Specifications. Laboratory trial mixtures shall be proportioned for maximum
permitted slump and air content.
(2) Trial Mixture Studies
Separate sets of trial mixture studies shall be made for each combination of
cementitious materials and each combination of admixtures proposed for use. No
combination of either shall be used until proven by such studies, except that, if
approved in writing and otherwise permitted by these specifications, an accelerator or
a retarder may be used without a separate trial mixture study. If the Contractor is
manufacturing these mixes and they are not on the CDOT approved mix design list
(APL), separate trial mixture studies shall be made for concrete for each placing
method (slip form, fixed form, or hand placement) proposed. The temperature of
concrete in each trial batch shall be reported. Each mixture shall be designed to
promote easy and suitable concrete placement, consolidation and finishing, and to
prevent segregation and excessive bleeding.
(3) Mixture Proportioning for Flexural Strength
II The following step-by-step procedure shall be followed:
515
(i) Fabricate all beams and cylinders for each mixture from the same batch or blend
of batches. Fabricate and cure all beams and cylinders per ASTM C 192/C 192M,
using 6" x 6" steel beam forms and 6" x 12" single -use cylinder forms.
(ii) Cure test beams from each mixture for 3-, 7-, 14-, and 28 -day flexural tests; six
beams to be tested per age.
(iii) Cure test cylinders from each mixture for 3-, 7-, 14-, and 28 -day splitting tensile
strength tests; six cylinders to be tested per age.
(iv) Test beams per ASTM C 78, cylinders per ASTM C 39/C 39M.
(v) Using the average strength for each water -cement blend at each age, plot all
results from each of the three mixtures on separate graphs for water -cement
blend versus:
1. 3 -day flexural strength
2. 7 -day flexural strength
3. 14 -day flexural strength
4. 28 -day flexural strength
5. 3 -day splitting tensile strength
6. 7 -day splitting tensile strength
7. 14 -day splitting tensile strength
8. 28 -day splitting tensile strength
(vi) From these graphs, select a water -cement blend that shall produce a mixture
giving a 28 -day flexural strength equal to 700 psi for laboratory mix designs and
650 psi for production mix designs.
(vii) Using the above -selected water -cement blend, select from the graphs the
expected 3 -day, 7 -day, 14 -day, and 28 -day flexural strengths and the expected
3 -day, 7 -day, 14 -day, and 28 -day splitting tensile strengths for the mixture.
(viii) From the above -expected strengths for the selected mixture, determine the
following Correlation Ratios:
1. Ratio of the 14 -day splitting tensile strength of the selected mixture to the
28 -day flexural strength of the mixture (for acceptance).
516
2. Ratio of the 7 -day splitting tensile strength of the selected mixture to the 28 -
day flexural strength of the mixture (for Contractor process control).
(ix) If there is a change in materials, additional mixture design studies shall be made
using the new materials and new Correlation Ratios shall be determined.
(x) No concrete pavement shall be placed until the Engineer has approved the
Contractor's mixture proportions. The approved water-cementitious materials
ratio shall not exceed the maximum value of 0.44 and shall not be increased
without the County's written approval.
(4) Average CQC Flexural Strength Required for Mixtures
To ensure meeting the strength requirements specified above, during production, the
mixture proportions selected during mixture proportioning studies and used during
construction shall produce a required average CQC flexural strength exceeding the
specified strength, R, by the amount indicated below. This required average CQC
flexural strength, Ra, shall be used only for CQC operations as specified above and
as specified in the previous paragraph. During production, the required Ra shall be
adjusted, as appropriate and as approved, based on the standard deviation of
equivalent 28 -day strengths being attained during paving.
From Previous Test Records: Where a concrete production facility has previous test
records current to within 18 months, a standard deviation shall be established per the
applicable provisions of ACI 214R. Test records from which a standard deviation is
calculated shall represent materials, quality control procedures, and conditions similar
to those expected, shall represent concrete produced to meet a specified flexural
strength or strengths within 50 psi of the 28 -day flexural strength specified for the
proposed work, and shall consist of at least 30 consecutive tests. Perform verification
testing, as directed by the Contracting Officer, to document the current strength. A
strength test shall be the average of the strengths of two specimens made from the
same sample of concrete and tested at 28 days. Required average CQC flexural
strength, Ra, used as the basis for selection of concrete proportions shall be the value
from the equation that follows, using the standard deviation as determined above:
Ra = R + 1.34S
Where:
S = standard deviation
R = specified flexural strength (minimum 650 psi)
Ra = required average flexural strength
517
Where a concrete production facility does not have test records meeting the
requirements above but does have a record based on 15 to 29 consecutive tests, a
standard deviation shall be established as the product of the calculated standard
deviation and a modification factor from Table 412-01.
Table 412-01 — Modification Factor for Concrete Production Facilities with
Consecutive Tests
Number of Tests
Modification Factor for Standard Deviation
15
1.16
20
1.08
25
1.03
30 or more
1.00
Without Previous Test Records: When a concrete production facility does not have
sufficient field strength test records for calculation of the standard deviation, the
required average strength, Ra, shall be determined by adding 15 percent to the
specified flexural strength, R.
Consolidation Testing_ The provisions relating to the frequency and amplitude of
internal vibration shall be considered the minimum requirements and are intended to
ensure adequate density in the hardened concrete. If a lack of consolidation of the
concrete is suspected by the Weld County Project Manager, additional referee testing
shall be required. Referee testing of hardened concrete shall be performed by cutting
cores from the finished pavement after a minimum of 24 hours for curing. Density
determinations shall be made based on the water content of the core as taken. ASTM
C642 shall be used for the determination of core density in the saturated -surface dry
condition.
Failure to meet the above requirements shall be considered evidence that the
minimum requirements for vibration are inadequate for the job conditions, and
additional vibrating units or other means of increasing the effect of vibration shall be
employed so that the density of the hardened concrete as indicated by further referee
testing shall conform to the above -listed requirements. All failing concrete shall be
removed and replaced.
412.05 Batching. Batching shall conform to the requirements of subsection 601.06 and 105.06.
The Contractor shall provide a Process Control (PC) manager to be onsite at all times when the
batch plant is producing concrete for the project. The PC manager shall ensure the batched
concrete meets project specifications before it leaves the batch plant. In addition to the PC
manager, the Contractor shall also have a PC tester onsite at all times when the batch plant is
producing concrete for the paving operations. The PC tester shall be responsible for taking all
samples required to ensure the batched concrete meets the project specifications. The PC
manager and tester shall ensure testing is completed in accordance with Section 106.06 of the
specifications.
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A minimum of 10 days prior to the start of concrete paving, the Contractor shall perform a pre-
production batch test consisting of a minimum of 10 cubic yards of the approved mix design. The
pre -production batch test shall be performed using the actual batch plant and the materials to
be used during the concrete paving operation. The batch plant shall have been used to produce
project specified concrete mix designs within the last 12 months. Proof of the batch plant's use
to produce project specified concrete pavement mix designs shall be provided to the Engineer
prior to the pre -production batch test.
A set of flexural strength beams and splitting tensile strength cylinders shall be taken and tested
at 3-, 7-, 14-, and 28 -days to determine the 3- 7-, 14-, and 28 -day average flexural and splitting
tensile strengths. The average daily flexural strengths will be compared with the average daily
flexural strength from the laboratory tests for the approved mix design. A flexural strength to
splitting tensile strength correlation curve shall be developed for the pre -production batch test.
The Contractor shall provide a Process Control Plan (PCP) to minimize voids in the concrete
pavement, such as clay balls, mud balls and other deleterious materials. It shall also identify the
Contractor's method for ensuring that the provisions of the PCP are met.
This PCP shall be submitted to the Engineer at the Pre -construction Conference. Paving
operations shall not begin until the Engineer has approved the PCP. This PCP shall identify and
address issues affecting the quality of aggregates incorporated into the concrete mix including
but not limited to:
(1) Washing aggregates.
(2) Inspection at the pits, plants and aggregate storage areas.
(3) Base or floor of pits, plants and aggregate storage areas.
(4) Inspection of truck beds.
(5) Methods and frequency of aggregate testing.
(6) Training of operators, haulers and inspectors in regard to aggregate quality.
(7) Plant site selection and layout.
(8) Grizzlies and screens on conveyors.
(9) Stabilization of haul roads and construction accesses.
(10) When Recycled Concrete Aggregate (RCA) is used in the concrete mix, the following items
shall be included in the Contractor's PCP.
(a) Type of crusher to be utilized.
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(b) Method of removing steel and other deleterious material.
(c) Method of controlling fines and crusher dust on the RCA.
(d) Method of monitoring and accommodating variation in absorption capacity.
(e) Method for measuring and controlling moisture content prior to incorporation into the
concrete mix.
(f) Method for ensuring stockpiles that are homogeneous when multiple sources of RCA
are to be used.
When the Engineer determines that any element of the approved PCP is not being implemented,
the paving shall stop, the cause shall be identified and corrected by the Contractor before paving
operations resume.
412.06 Mixing. Mixing shall conform to the requirements of subsection 601.07.
412.07 Equipment. Equipment and tools shall be capable of handling materials, performing the
work, producing a product of specified quality, and shall be approved. The equipment shall be
at the job site sufficiently ahead of the start of paving operations to be examined and approved.
(a) Hauling Equipment. Concrete may be hauled and placed with non -agitator equipment.
Bodies of non -agitating equipment shall be smooth, mortar tight containers, and shall be
capable of discharging the concrete at a controlled rate without segregation.
(b) Consolidating and Finishing Equipment. The slip -form method of paving shall be used for
65% or more of all mainline concrete paving. The Contractor's slip -form concrete paving
machine shall be capable of paving a minimum width of 16 feet. The Contractor shall use
stringless paving for slip -form concrete paving. The Contractor shall submit to the County
the specific equipment capabilities for review before any concrete paving being placed.
Concrete shall be spread, struck -off and finished by mechanical equipment, either from
fixed forms or by slip form method, unless otherwise permitted.
The Contractor shall use an approved longitudinal paver wedge system to create a sloped
safety edge. The Contractor shall modify the paver screed to create a safety edge that
meets the final cross-section shown on the plans. The system shall provide a sloped safety
edge equal to 32 degrees plus or minus 5 degrees measured from the pavement surface
cross slope extended. There may be areas where it is not possible to place the safety edge
in conjunction with mainline paving but where the safety edge is required, such as
transitions at driveways, intersections, interchanges, etc. In these areas the Engineer may
allow the Contractor to use handwork for short sections or to saw cut the sloped safety
edge after paving operations are completed.
The Contractor shall submit the proposed paver wedge system for approval at the Pre -
construction Conference. The Engineer may require proof that the system has been used
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on previous projects with acceptable results or may require a test section constructed
before the beginning of work to demonstrate that it creates an acceptable wedge shape.
Paving shall not begin until the system is approved in writing by the Engineer. The finished
shape of the safety edge shall extend for the full depth of the concrete pavement or for the
top 5 inches whichever is less.
The full width and depth of concrete requiring a finishing machine shall be consolidated by
a single pass of an approved internal vibrator. Internal vibrators shall be operated within a
frequency range of 4,000 to 8,000 vibrations per minute (VPM). Vibrators shall not be
operated in a manner to cause a separation of the mix materials, either a downward
displacement of large aggregate particles or an accumulation or laitance on the surface of
the concrete. Avoidance of separation of the mix may require reduction in the vibrator
frequency when forward motion of the paver is reduced. Paving machine operations shall
stop if any vibrator fails to operate within specifications. Vibration shall be stopped
whenever forward motion of the paver is stopped.
The use of surface vibrators shall be approved by the Engineer before use. Surface
vibrators shall be operated within a frequency range of 3,500 to 6,000 VPM.
An electronic monitoring device displaying the operating frequency of each individual
internal vibrator shall be required for mainline pavement exceeding 600 feet in length. The
monitoring device shall have a readout display near the operator's controls visible to the
paver operator and to the Engineer. It shall operate continuously while paving and shall
display all vibrator frequencies with manual or automatic sequencing among all individual
vibrators. If a vibrator monitor fails to function properly, a handheld device may be used
until the monitor is repaired. The Contractor shall measure the vibrations of each vibrator
at least once an hour. The vibrator monitor repair must be made within 48 hours.
The depth of penetration into the concrete pavement slab of internal vibrators shall be
between the surface and mid slab and passing above any reinforcing steel. An operating
position -locking device shall be provided so that no part of the vibrating unit can be lowered
to the extent that it will come in contact with reinforcing steel or tie bars while paving.
Vibrators shall have a minimum eccentric diameter of 1 1/2 inches or as approved by the
Engineer. Horizontal spacing of vibrators shall not exceed the manufacturer's
recommendations and shall not exceed 18 inches from center to center. The longitudinal
axis of the vibrator body shall be mounted approximately parallel to the direction of paving.
Vibrators shall meet or exceed the following specifications at manufacturers design
frequency of 10,000 VPM:
(1) Amplitude (peak to peak) 0.070 inch.
(2) Centrifuge force 1,200 pounds.
Within the frequency range, the Contractor shall adjust the frequency to provide optimum
consolidation for the mix and placement conditions.
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If any vibrator ceases to function properly, the paving operation shall be stopped
immediately and not resumed until the faulty vibrator has been repaired or replaced.
Concrete shall be thoroughly consolidated against and along the faces of all forms and
along the full length and on both sides of all joint assemblies by means of vibrators inserted
in the concrete.
Vibrators shall not come in contact with or cause displacement of the joint load transfer
devices, subgrade, or side forms and shall not interfere with placement of reinforcing steel.
Any variation from the above method must have prior written approval from the Engineer.
The Contractor's documentation shall include evidence that the proposed method of
consolidation will provide equal or better consolidation than the method described above.
(c) Concrete Saw. When sawed joints are required, the Contractor shall provide sawing
equipment adequate in number of units and power to complete the sawing to the required
dimensions and at a rate that will control cracking. The Contractor shall provide at least one
standby concrete saw in good working order at all times. An ample supply of saw blades
shall be maintained at the site of the work at all times during sawing operations. The
Contractor shall provide adequate artificial lighting facilities for night sawing. All of this
equipment shall be on the job during concrete placement.
(d) Wastewater generated from concrete saw operations shall be contained and disposed of
per subsection 107.25.
(e) Test Bridge. The Contractor shall furnish a movable bridge that conforms to subsection
601.15(g) for use by the Department.
412.08 Preparation of Subgrade. After the roadbed has been graded and compacted, the
subgrade shall be trimmed to the correct elevation (+/- 0.04 feet) and slope as shown on the
plans.
Only blades with machine control capable of finishing the base grade to within the specified
tolerance above shall be allowed. A trimming machine shall not be used to achieve final grade
unless written approval is obtained from the Engineer. If a trimming machine is approved for use,
it shall be machined controlled. The trimmer machine shall not change the trimming's approved
proctor for the aggregate base course material by more than 6 Ibs/cubic foot. If it does, the
trimmings shall not be allowed to be placed within the roadway prism.
The trimmed subgrade shall extend at least 2 feet beyond each edge of the proposed concrete
pavement when forms are used and at least 1 foot outside the track width of finishing, curing,
and tining equipment for slip form operations. Any work required beyond the planned roadbed
necessary to support the Contractor's paving equipment or hauling vehicles, will not be paid for
separately, but shall be included in the work.
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The subbase or base course shall be brought to the specified cross section elevation as shown
in the plan (+/- 0.04 feet). High areas shall be trimmed to the proper elevation. Low areas shall
be filled and compacted to a condition similar to that of the surrounding grade. The finished
grade shall be maintained in a smooth and compacted condition until the pavement is placed.
Untreated subgrade or base course shall be uniformly moist during concrete placement. If it
becomes too dry, the untreated subgrade or base course shall be sprinkled without forming mud
or pools of water.
412.09 Limitations of Placing Concrete. Limitations on the placing of concrete shall conform
to subsections 601.12(b) and (c), and 412.15.
412.10 Placing Concrete. A rubber tracked placer (RTP) machine shall be used to place
concrete pavement when dowel bar baskets are to be used in lieu of automatically inserted
dowel bars. A RTP machine shall be used when placing manual poured sections of PCCP.
Concrete placed in areas that result in panels that are oddly shaped (i.e., not rectangular) shall
be reinforced with welded wire mesh that conforms to Section 709.04 of the Weld County Special
Revisions.
The concrete shall be uniformly deposited on the grade in a manner that requires as little re-
handling as possible. Concrete for areas which contain load transfer devices shall not be
dumped directly from the hauling vehicles onto the grade. Concrete shall be placed by an
approved placer spreader machine. Concrete shall be deposited as near to expansion and
contraction joints as possible without disturbing them but shall not be dumped from the discharge
bucket or hopper onto a joint assembly unless the discharge is well centered on the joint
assembly. Necessary hand spreading shall be done with Shovels, not rakes. Workers shall not
walk-in freshly mixed concrete with footwear coated with earth or foreign substances. All
footprints in the fresh concrete shall be vibrated and finished flush with the adjacent surface.
Construction equipment other than standard paving equipment will not be allowed to handle
plastic concrete in advance of the paver in the roadway without approval.
Where concrete is placed adjacent to a newly constructed lane of pavement with the concrete
paving equipment operating on the newly constructed pavement, the concrete shall have
attained a minimum compressive strength of 2,000 psi before commencing paving.
Determination that the concrete has reached 2,000 psi shall not relieve the Contractor of the
responsibility for protecting the pavement.
Any concrete or foreign material that falls on or is worked into the surface of a completed slab
shall be removed immediately.
Following placement, the concrete shall be struck off to conform to the cross section shown on
the plans and to an elevation such that when the concrete is properly consolidated and finished,
the surface of the pavement will be at the elevation shown on the plans or established.
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The Contractor shall provide a MIT -Scan -2 which is manufactured by MIT GmbH.
The Contractor shall ensure the MIT -Scan -2 is calibrated for the specific dowel bar size or load
transfer device being placed and is operating within the manufacturer's tolerances. The
Contractor shall also ensure that the operator of the MIT -Scan -2 is fully competent in the use of
the device. The Contractor shall supply the serial number of the device to be used on the project.
412.11 Test Specimens. The Contractor shall furnish the concrete necessary for casting test
cylinders and performing air and slump tests.
412.12 Finishing. The sequence of operations shall be strike -off and consolidation, floating, and
final surface finish.
Water shall not be added to the surface of the concrete to assist in finishing operations. The
surface shall be finished to a uniform texture, true to grade and cross section, and free from
porous areas. When the finishing machine, either form, slip form, or hand finishing method,
leaves a surface that is not acceptable, the operation shall stop, and corrective action shall be
taken. Inability of the finishing machine to provide an acceptable surface finish, after corrective
action, will be cause for requiring replacement of the finishing machine.
Wastewater generated from concrete finishing operations shall be contained and disposed of
per subsection 107.25.
(a) Hand Finishing. Hand finishing shall be minimized wherever possible. The Engineer shall
be notified before hand -finishing work and the proposed hand finished work shall be
addressed in the Process Control Plan for concrete finishing. Unless otherwise specified,
hand finishing methods will be permitted only under the following conditions. Hand finished
concrete shall be struck off and screeded with a portable screed that is at least 2 feet longer
than the maximum width of the slab to be struck off. It shall be sufficiently rigid to retain its
shape. Concrete shall be thoroughly consolidated by hand vibrators. Hand finishing shall
not be allowed after concrete has been in -place for more than 30 minutes or when initial
set has begun unless otherwise approved by the Engineer. Finishing tools made of
aluminum shall not be used.
The Contractor shall provide a Process Control Plan (PCP) to ensure that proper hand
finishing is accomplished per current Industry standards for concrete pavement placement.
It shall also identify the Contractor's method for ensuring that the provisions of the PCP are
met. The PCP shall be submitted to the Engineer at the Pre -construction Conference.
Paving operations shall not begin until the Engineer has approved the PCP. The PCP shall
identify and address issues affecting the quality of finished concrete pavement including
but not limited to:
(1) Timing of hand finishing operations
(2) Methodology to place and transport concrete
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(3) Equipment and tools to be utilized
(4) Qualifications and training of finishers and supervisors
When the Engineer determines that any element of the approved PCP is not being
implemented or that hand finished concrete is unacceptable, work shall be suspended. The
Contractor shall supply a written plan to address improperly placed material and how to
remedy future hand finishing failures and bring the work into compliance with the PCP. The
Engineer will review the plan for acceptability before authorizing the resumption of
operations.
(b) Floating. Hand floating will be permitted only as specified in subsection 412.12(a). The
Contractor shall not use floats made of aluminum.
(c) Final Finish and Stationing. The final surface of the pavement shall be uniformly textured
with a broom, burlap drag, artificial turf or diamond ground in order to obtain the specified
texture depth. The Contractor shall submit the proposed method of PCCP texturing at the
Pre -construction Conference for approval by the Engineer. Surface imperfections
resulting from the texturing operation shall be corrected by the Contractor at no additional
cost.
Broom, burlap drag, or artificial turf texture shall be installed within 15 minutes after strike -
off, or as pavement conditions allow.
Diamond grinding shall be performed using diamond blades mounted on a self-propelled
machine designed for diamond grinding and texturing concrete pavement. The equipment
shall have a positive means of vacuuming the grinding residue from the pavement surface,
leaving the surface in a clean, near -dry condition. Diamond grinding shall not occur until
the concrete has attained strength of at least 2,500 psi.
The diamond grinding process shall produce a pavement surface that is true to grade and
uniform in appearance. The grooves shall be evenly spaced. Any ridges on the outside
edge next to the shoulder, auxiliary, or ramp lanes greater than 3/16 inch high shall be
feathered out to the satisfaction of the Engineer in a separate, feather pass operation.
The pavement surface after diamond grinding shall have no depressions or misalignment
of slope in the longitudinal direction exceeding 1/8 inch in 12 feet when measured with a
12 -foot straightedge placed parallel to the centerline. All areas of deviation shall be
reground at no additional cost.
Stationing shall be stamped into the outside edge of the pavement, as shown on the plans.
412.13 Joints. Joints shall be constructed of the type, dimensions, and at locations required by
the Contract. When a joint is saw cut more than 3 inches from the designated location, the
pavement shall be removed and replaced to the nearest correct joints. When portions of concrete
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pavement are removed and replaced, the portion removed shall be the full width of the lane and
length of the affected slabs. This corrective action shall be at the Contractor's expense.
Immediately after sawing, the sawed joints shall be flushed with water to remove any saw
residue, and the saw residue shall be completely removed from the surface of the pavement.
This residue shall be removed by approved methods.
All equipment other than saws shall be kept off the pavement until the sawing is complete.
After the proper curing period, the sawed joint shall be thoroughly cleaned and immediately
sealed per subsection 412.18.
(a) Construction Joints. Construction joints shall be slightly tooled while the concrete is plastic
and later sawed to the dimensions specified in the Contract. The tooling shall not exceed
the width of the sawed joint at any point.
In the event tie bars cannot or are not placed in plastic state concrete, then the tie bars
shall be placed according to the following minimum requirements:
Holes with a diameter 1/4 inch greater than the bar diameter shall be drilled laterally into
the hardened concrete slabs at one half the slab depth, 36 inches on center, 15 to 16 inches
deep. Each hole shall be cleaned out with compressed air using a wand attachment that
fits into the hole and is long enough to reach to the back of the hole. Each hole shall be
brushed out with a stiff bristled cylindrical brush that is at least 1/4 inch larger than the
diameter of the hole. Each hole shall be blown out with compressed air a second time using
a wand attachment that fits into the hole and is long enough to reach to the back of the
hole. Each hole shall be blown out until there is no longer any evidence of dust, debris or
loose material in the hole.
An approved epoxy shall be used and installed according to the manufacturer's instructions.
Epoxy shall be placed in the back of each hole with an applicator that will reach the end of
the drilled hole. A sufficient amount of epoxy shall be placed in each hole to ensure that the
bar will be completely covered with epoxy. Epoxy shall be placed on the bar before inserting
the bar into the hole. The bar shall be inserted into the hole using a twisting motion to
facilitate covering the bar and the inside surface of the hole with epoxy minimizing voids or
air pockets.
When tie bars are placed in plastic state concrete or drilled and epoxied into a construction
joint, and if required by the Engineer, the Contractor shall demonstrate by testing at least
15 of the tie bars that the bar pullout resistance is at least 11,250 pounds with slippage of
1/16 inch or less. If two or more tie bars do not meet the required pullout resistance, then
another 15 tie bars shall be tested. If any of the second 15 do not meet the required pullout
resistance, then all remaining tie bars shall be tested. The Contractor shall perform
additional pullout tests and take corrective action when and as directed. All steps taken to
test bars, and to correct, repair or replace failed tie bars and the surrounding failed area
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shall be at the Contractor's expense. Concrete strength shall have a compressive strength
of at least 2,500 psi before testing. ASTM E488 shall be used for performing pullout testing.
1. Longitudinal Construction Joints. Keyways and epoxy coated deformed steel tie bars
shall be placed as specified in the Contract. Tie bars shall be placed perpendicular to
the longitudinal joint by an approved method.
When adjacent lanes of pavement are constructed separately, tie bars may be bent
at right angles against the edge of the first lane constructed and straightened into final
position before the concrete of the adjacent lane is placed. In lieu of bent tie bars
approved two piece connectors may be used. If the coating of epoxy coated tie bars
is damaged, the bars shall be repainted with epoxy paint before placement of
concrete.
2. Transverse Construction Joints. Transverse construction joints shall be constructed
at a transverse contraction joint as specified in the Contract. Transverse construction
joints shall be constructed when the concrete placement is interrupted for more than
30 minutes, or initial set is imminent. The concrete back to the preceding transverse
joint shall be removed and the bulkhead placed per the requirements for a standard
transverse contraction joint.
Transverse construction joints shall be placed at the end of each day's placement.
(b) Weakened Plane Joints. Weakened plane joints shall be spaced and skewed as specified
in the Contract and formed by sawing. The time of sawing shall be determined by the
Contractor to prevent random cracking and raveling from the sawing. The time will depend
upon weather conditions, temperature, and other factors affecting the setting of concrete.
If uncontrolled cracking occurs during or before joint sawing, the Contractor shall move the
sawing operation ahead and, if necessary, add additional sawing units to eliminate
uncontrolled cracking.
1. Longitudinal Weakened Plane Joints. Epoxy coated deformed steel tie bars shall be
inserted into the plastic state concrete after the auger. In the event the tie bars are
placed behind the machine paving mold, vibration will be required during placement.
When tie bars are inserted into plastic concrete with a tie bar insertion machine, tie
bar location and concrete consolidation shall be subject to the following additional
requirements:
A. Each 2,500 linear feet of longitudinal weakened plane joint resulting from the
procedure shall have one random location cored where the core intercepts an
inserted tie bar. The core shall be six-inch diameter taken in the presence of the
Engineer.
B. If non -consolidated concrete is evident above the inserted tie bar, the Contractor
shall cease paving operations and submit a corrective action plan in writing for
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approval. Correction of the joint and further paving shall take place only after
written approval of the corrective action plan has been provided by the Engineer.
Additional coring may be required, as directed by the Engineer. Coring
operations, including patching, shall be at the Contractor's expense.
C. Further failure to consolidate the concrete over the tie -bars shall be justification
to preclude the use of the automatic tie -bar insertion for the remainder of the
project.
Other methods of bar placement may be acceptable if the Contractor can demonstrate
satisfactory performance of the alternate method. Proposals of alternate methods or
additional costs associated with other methods shall be at the Contractor's expense.
Tie bars shall be placed according to a method approved by the Engineer. The
Contractor shall use an MIT Scan -2 to evaluate the location of tie bars that cannot be
visually inspected. Each longitudinal joint located within the dowel bar test locations
described in subsection 412.13(b)(2) that were not visually inspected shall be
evaluated with the MIT Scan -2. The MIT Scan -2 shall be calibrated for the tie bar size
placed. The tie bars shall be located within the middle third of the slab, and a minimum
of 1/2 inch below the saw cut. Tie bars shall have a minimum embedment of 12 inches
on each side of the joint. The weakened plane joint shall be made by sawing in
hardened concrete per the plan details.
Tie bars that are cut during sawing operations shall be replaced at the Contractor's
expense. Tie bars that are located less than 2 inches above the bottom of the slab
shall be replaced at the Contractor's expense. Tie bars that are not embedded a
minimum of 12 inches on each side of the joint shall be replaced. When the spacing
between two in -place tie bars exceeds 40 inches but less than 72 inches, a tie bar will
be installed halfway between the two tie bars, unless this installation location is within
12 inches of a transverse weakened plane joint. When the spacing between two in -
place tie bars exceeds 72 inches, tie bars will be installed at an even spacing not to
exceed 36 inches but shall not be installed within 12 inches of a transverse weakened
plane joint. The Contractor shall submit to the Engineer a method for replacing the tie
bars. The Contractor shall not proceed to replace the tie bars until the method for
replacement has been approved by the Engineer.
2. Transverse Weakened Plane Joints. When dowel bars are specified in the Contract,
they shall be installed within the tolerances and of the size, grade, and spacing
specified. Dowel bars shall be furnished in a rigid welded assembly or placed by a
dowel bar insertion (DBI) machine. The center of the dowel assembly or the insertion
location shall be marked on both sides of the pavement slab for reference in sawing
the joint. When a DBI is used, the Contractor shall submit details and specifications of
the proposed slip -form paver and DBI to the Engineer a minimum of 14 calendar days
before the Concrete Pavement Pre -paving Conference. The Contractor shall detail his
methodology for ensuring correct marking of dowel bar insertion points and correct
sawing of the joints. The Contractor shall ensure that the slip -form paver is compatible
with the DBI.
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When a rigid assembly (dowel basket) is used, the rigid assembly shall be fabricated
from number 1/0 wire or heavier with vertical support wires every 1 foot. The rigid
assembly shall be securely fastened to the subbase and constructed to firmly hold all
the dowel bars at T/2 depth, parallel to each other and to the pavement grade and
alignment. Horizontal support wires or shipping braces shall be non -deformed bars or
wires with a diameter less than or equal to 0.307 inches (gauge 0 wire). The number of
horizontal support wires or shipping braces shall be limited to five per rigid assembly.
The rigid assembly shall be installed to ensure the wheel paths in the lane are covered
without being cut. The rigid assembly shall not be cut in the field unless approved in
writing by the Engineer. If a rigid assembly is allowed to be cut, the cut ends shall be
treated with the same coating as the dowel bars and rigid assembly.
Shipping braces shall not be cut.
The Contractor shall perform a pull test after baskets are staked. The minimum staking
method will be determined using the pullout test. The pullout test shall be performed on
all dowel baskets placed in a test section and one dowel basket per day thereafter when
the minimum staking method is used. The test section for determining staking method
shall be the first 10 joints with dowel baskets for each base type. Each dowel basket in
the test section shall withstand a minimum of 25 pounds of force when pulled vertically
at three equally spaced locations along the length of the dowel basket using a fish scale,
or approved equivalent. If any basket moves more than 0.5 inches, a new staking
method and test section will be required.
The use of the MIT Scan -2 will be used for joint acceptance. Joint acceptance or
rejection will be based on the Joint Map generated by the MIT Scan software. Should
the joint map show missing or misaligned bars the Contractor will have the choice of
either performing additional testing using a method approved by the Engineer or perform
corrective measures. Colorado Procedure 79 in the CDOT Field Materials Manual will
be used to determine if dowel bars are misaligned or missing. Dowels in rigid
assemblies will be inspected by the Engineer before concrete placement for
misalignment and dowel bar depth. If misalignments and/or dowel bar depths exceeding
the rejection tolerances are found, the rigid assembly shall be reset and re -inspected.
The MIT Scan -2 shall be used for determining the depth of dowel bars placed by a DBI.
See Standard Plan M-412-1 for schematic describing the measurement of each
tolerance.
Joint Rejection Criteria:
A. Any joint that does not have at least three acceptable dowel bars in each wheel
path.
B. Rotational misalignment: Bars with misalignment greater than 1.5 inches.
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C. Longitudinal (side) shift: Bars that are not embedded at least 6 inches on each side
of the joint (saw -cut).
D. Depth: Bars within the top 3 inches of the pavement or at a depth less than the
saw -cut depth. Bars within the bottom 3 inches of the pavement.
Corrective Measures: The following corrective measures will be allowed for the bars or
joints that are rejected.
A. Rotational misalignment: Saw -cut the misaligned bars. Joints with less than three
un-cut bars in each wheel path will require the addition of dowel bars using an
approved dowel bar retrofit method.
B. Longitudinal (side) Shift and missing bars: Addition of dowel bars using an
approved dowel bar retrofit method.
C. Depth: Inadequate cover above the bar —Saw -cut the bar and install a replacement
bar using an approved dowel bar retrofit method.
Inadequate cover below the bar— Addition of dowel bars using an approved dowel
bar retrofit method.
Retrofitted dowel bars shall not exceed the dowel bar rejection criteria.
In addition to the above procedures, the Contractor may propose removal and
replacement of the affected slabs. The Contractor shall submit his method of repair to
the Engineer for approval.
The Contractor shall demonstrate his ability to place dowel bars in conformance with
the specifications by placement of a test section. The test section shall be a minimum
of 300 feet in length. Upon completion of the test section, the Contractor shall shut down
paving operations. During the shutdown period, the Contractor shall evaluate all joints
in the test section using the MIT -Scan -2 and CP-79 and submit the results to the
Engineer. Paving operations shall not be restarted until the Engineer approves the test
section results. The test section will be found acceptable if 100 percent of the joints are
found to be acceptable. All unacceptable joints must be addressed using the above
corrective measures. The Contractor may continue paving at his own risk before the
test section evaluation is complete.
If the Project has less than 500 linear feet of pavement, the test section will not be
required. If a Project does not have sections of continuous pavement greater than 45
linear feet, the test section will not be required.
Upon completion of the test section(s) and for each week of production, the Contractor
shall prepare an electronic report generated using MagnoProof software and submit it
to the Engineer at the start of each working week during production, for the previous
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week's work. The reports shall show the joint map generated by the MIT -Scan -2 and
the joint pass/fail rating according to CP-79.
When the test section is found to be unacceptable, the Contractor shall perform
corrective actions and place a second test section. If the second test section is found to
be unacceptable, the Contractor shall pave not more than 500 feet per day until an
acceptable test section has been achieved.
Once a test section is successfully completed, Dowel Bar Placement testing frequency
shall be a minimum of one location per 1,250 linear feet of each continuous lane
including climbing lanes, passing lanes, acceleration and deceleration lanes and ramps.
Sections greater than 45 linear feet and less than 1,250 linear feet require a minimum
one of test location. Testing locations shall be determined by a random procedure so
that each area has a randomly selected transverse joint location. At each location, five
consecutive joints shall be tested.
Sections of continuous pavement constructed by the project less than 45 linear feet will
not require Dowel Bar Placement Testing.
When any joint exceeds the rejection criteria, joints shall be tested in each direction
from the rejected joint, until two consecutive joints in each direction are found to be
acceptable.
All delays or costs associated with equipment being rejected for use by the Engineer
will not be paid for by the Department and will be considered a Non -excusable Delay
per subsection 108.08(c)(2).
When concrete shoulders or widenings are constructed subsequent to the driving lanes,
transverse weakened plane joints shall immediately be formed in the plastic concrete of
these widenings to create an extension of the existing transverse joint. This tooled joint
shall be formed in such a manner that it controls the cracking and shall be sawed and
sealed per the above requirements.
(c) Expansion Joints. Preformed joint filler expansion joints shall be constructed at all existing
or proposed structures and features projecting through, into, or against the pavement and
at other locations specified in the Contract.
412.14 Curing. Immediately after the finishing operations have been completed the entire
surface and exposed sides of the newly placed concrete, shall be sprayed uniformly with a curing
and sealing compound for highway use meeting the requirements of ASTM C309, Type 2. The
ASTM C309 Type 2 curing and sealing compounds shall be volatile organic content (VOC)
compliant. The curing and sealing compound shall to the Engineer for review and approval at
least 14 days before use.
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The curing and sealing compound shall be applied within 10 minutes after the final finish has
been applied. Failure to cover the surface of the concrete within 10 minutes shall be cause for
immediate suspension of the paving operations.
An initial application of curing and sealing compound shall be applied under pressure by
mechanical sprayers at the rate of at least 1 gallon per 180 square feet of pavement surface. A
second application of curing and sealing compound shall be applied within 30 minutes after the
initial application. The second application rate shall be at least 1 gallon per 180 square feet of
pavement surface. Alternatively, the Contractor may apply the curing and sealing compound in
one application of at least 1 gallon per 120 square feet. Additional curing and sealing compound
shall be applied as needed to ensure that 100 percent of the pavement is covered. The spraying
equipment shall be fully automated, equipped with a tank agitator, and a wind guard. During
application, the compound shall be in a thoroughly mixed condition with the pigment uniformly
dispersed throughout the vehicle and the compound shall be stirred continuously by effective
mechanical means. Hand spraying of irregular widths or shapes and surfaces exposed by
removal of forms will be permitted. Curing and sealing compound shall not be applied to the
inside faces of joints to be sealed.
Should the curing film become damaged from any cause, within 72 hours after concrete
placement, except for concrete open to traffic, the damaged portions shall be repaired
immediately with additional curing and sealing compound for highway use, payment for which
shall be at the Contractor's expense.
The sides of pavement slabs shall be immediately sprayed with curing compound when the
forms are removed.
412.15 Cold Weather Concrete Paving. The Contractor is responsible for the strength and
quality of the concrete placed during cold weather. Before starting paving operations, the
Contractor shall be prepared to protect the concrete from freezing. Maturity meters, to monitor
and record time and pavement temperature, shall be installed at the time of placement when the
air temperature is expected to fall below 40°F during the next three days or as requested by the
Engineer when the air temperature is expected to fall below 45°F during the next three days.
The Contractor shall maintain the temperature of the pavement at or above 40°F until the
pavement has attained a compressive strength of at least 2,000 psi. The compressive strength
of the concrete shall be determined by the use of maturity meters. Maturity meters shall be
placed in three locations for each day's concrete paving operations. One maturity meter shall be
placed in the final 15 feet of paving, and the two other maturity meters shall be placed at locations
designated by the Engineer. The maturity meter probes shall be located on the outside edge of
the slab, at least 1 foot and not more than 2 feet from the edge and at mid depth of the slab.
Each maturity meter shall be capable of recording the time and temperature. The maturity meters
shall remain in place until the concrete has attained a compressive strength of 2,000 psi.
The Contractor shall develop maturity relationships for each mix placed during the cold weather
conditions described above per ASTM C1074:
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The development of the maturity relationship is part of the trial mix and shall be submitted to the
Engineer before cold weather concrete paving.
The Contractor shall provide the maturity meters and all necessary wires and connectors. The
Contractor shall be responsible for the placement, protection and maintenance of the maturity
meters and wires. Locations where the maturity meters are placed shall be protected in the same
manner as the rest of the concrete pavement.
The following procedures shall be followed if the temperature of the concrete pavement falls
below 32 °F before the concrete reaches 2,000 psi:
1. The Contractor will take cores at locations designated by the Engineer.
2. The Engineer will take immediate possession of the cores and submit the cores to a
petrographer for examination per ASTM C856.
3. All costs associated with coring, transmittal of cores, and petrographic examination shall
be borne by the Contractor regardless of the outcome of the petrographic examination.
4. Pavement damaged by frost as determined by the petrographic examination, shall be
removed and replaced at the Contractor's expense.
412.16 Repair of Defective Concrete Pavement. Defective concrete pavement shall be
repaired or replaced at the Contractor's expense. This corrective work shall be accomplished
before joint sealing and final smoothness measurement. Defective concrete pavement replaced
after smoothness measurement shall be retested for localized roughness. The Contractor's
corrective work plan shall be approved before performing the work.
When necessary, the extent of defects will be determined by the inspection of cores drilled at
the Contractor's expense. Crack depth shall be determined by taking one core at the center of
the crack or as approved by the Engineer. The Contractor shall take the cores and supply to the
Engineer immediately after the coring. All concrete cores shall be the full depth of the concrete
thickness. All concrete cores shall be repaired using a non -shrink grout such as HD -50 or
approved equivalent. The non -shrink grout shall be mixed with 3/8 inch pea gravel when the
dimension in any direction exceeds 2 inches. The non -shrink grout mixture shall be placed in the
empty core hole. The mixture shall be vibrated to assist with consolidation of the material. The
mixture shall be domed above the top of the adjacent pavement surface a minimum of 1/8 inch.
After the mixture has cured for a minimum of 24 hours, the Contractor shall grind each filled core
smooth to the same level as the top of adjacent pavement surface.
(1) Pavement thickness (T) shall be as shown on the plans.
(2) Pavement slabs with any of the following conditions are unacceptable and shall be removed
and replaced:
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A. Pavement slabs in driving lanes containing one or more cracks that are T/3 in depth
or greater that separate the slab into two or more parts.
B. Pavement slabs in driving lanes containing one or more cracks that are 30 inches or
greater in length and T/3 in depth or greater.
C. Pavement slabs containing honeycombed areas.
D. Pavement slabs containing an extreme void as defined below.
E. Pavement slabs containing more than one void greater in depth than half the
pavement thickness.
F. Pavement slabs containing a cumulative surface area of moderate and severe voids,
as defined below, greater than one percent of the slab's total area.
G. Pavement slabs containing 20 or more severe voids as defined below.
Voids are defects in a slab consisting of air pockets, clay balls, or foreign materials
such as cans, rags, bottles, etc. Voids may also consist of clumps of sand, cement or
reinforcing fibers caused by incomplete mixing. The defect will be considered a
moderate void when the largest dimension, either height, width or length is at least 1/2
inch but not more than 2 inches. The defect will be considered a severe void when the
largest dimension, either height, width or length is greater than 2 inches. The defect
will be considered an extreme void when the largest dimension, either height, width or
length is greater than the thickness of the pavement.
When the Engineer determines that voids are at an unacceptable level, the paving
shall stop, and the cause shall be identified and corrected by the Contractor before
paving operations are allowed to resume.
Concrete slabs that are determined by the Engineer to be acceptable if repaired shall
have voids filled using materials from CDOT's Approved Products List and methods
approved by the Engineer.
When portions of concrete pavement are removed and replaced, the portion removed
shall be the full width of the lane and length of the affected slab. Slabs with cracks
penetrating the full depth of pavement shall be removed as required above. Cracks
that are 30 inches or longer and are between 1 inch and T/3 in depth shall be repaired.
The Contractor shall submit in writing a plan to repair the partial depth cracks for
approval by the Engineer. The Engineer will have seven calendar days to review and
approve the Contractor's repair plan in writing.
Joints and cracks that are spalled shall be repaired as follows:
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(a) A saw cut at least 1 inch outside the spalled area and to a minimum depth of T/3
shall be made parallel to the joint or crack.
(b) The concrete between the saw cut and the joint or crack shall be chipped out to
solid concrete to a minimum depth of T/3.
(c) The cavity formed shall be thoroughly cleaned.
(d) A prime coat of epoxy -resin binder shall be applied to the dry, cleaned surface
on all sides of the cavity, except the face of the joint. The prime coat shall be
applied by scrubbing prime coat material into the surface with a stiff bristle brush.
(e) Placement of Portland cement concrete or epoxy -resin concrete shall
immediately follow the application of the prime coat.
If the spalled area, to be repaired, abuts a working joint or a working crack which
penetrates the full depth of the pavement, an insert or other bond -breaking medium
shall be used to maintain the working joint or crack during the repair work.
If concrete paving exhibits the above defects for two or more days, production will be
suspended. The Contractor shall submit a written plan to correct these defects. The
plan shall detail, at a minimum, changes in paving procedures, materials and
equipment required to construct concrete pavement that meets the specifications. The
Engineer will approve the Contractor's plan before the continuation of the concrete
paving operation.
412.17 Surface Smoothness. The roadway surface smoothness shall be tested per subsection
105.07.
412.18 Sealing joints. Before installation of the backer rod or sealant, the following shall be
completed:
(1) Repair of defective pavement slabs and repair and proper curing of cracks or spalls per
subsection 412.16.
(2) Corrective work for texturing.
(3) Corrective work for pavement smoothness per subsection 105.07.
A copy of the manufacturer's recommendations pertaining to the storage, heating and
application of the sealant shall be submitted to the Engineer before commencing work. These
recommendations shall be adhered to by the Contractor, with such exceptions as required by
these specifications.
The Contractor shall cut the transverse and longitudinal joints to the width and depth required.
The cut shall be made with a power drive saw equipped with diamond blades. The residue from
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sawing shall be removed from the pavement by the Contractor. The material shall be removed
at the time of the sawing operation. Any damage to the concrete pavement such as spalling, or
fracturing shall be repaired by the Contractor as directed by the Engineer at no cost to the
project. Sawing residue shall be immediately removed from all joints.
Cleaning, repairing, and proper curing of all spalls, fractures, breaks, and voids in the concrete
surface of the joints shall be accomplished before installing the backer rod material or joint
sealant.
The backer rod shall be placed in such a manner that the grade for the proper depth of the seal
material is maintained.
The Contractor shall thoroughly clean the joint and adjacent pavement for a width of at least 1
inch on each side of the joint of all scale, dirt, dust, residue, and other foreign material that will
prevent bonding of the joint sealant. This operation is to be accomplished by sandblasting or jet
water -blasting on the same day as the joint sealing operation.
Immediately before the placement of backer rod material and sealant, the joints shall be cleaned
using a minimum of 100 psi of compressed air. Work shall be stopped when and if it is found
that there is oil or moisture in the compressed air. Work shall not resume until oil and moisture
are removed from the compressed air.
Sealant shall not be placed unless the surfaces of the joint and the pavement are dry, and the
weather is dry. Joint sealing will not be allowed when the air or surface temperature falls below
50 °F. Manufacturer's recommendations shall be followed if a higher temperature is
recommended. Sealant shall not be placed before expiration of the sealant manufacturer's
recommended concrete pavement curing period, if any.
The Contractor shall not place the sealant if there is dust, moisture, oil, or foreign material on
that portion of the concrete that is to receive the backer rod or sealant.
The Contractor shall prevent smearing of the joint sealant material onto the concrete pavement
driving surface. Smeared joint sealant shall be removed from the pavement before it is opened
to traffic.
Sealing shall be completed before opening the pavement to traffic, unless otherwise specified
or approved.
412.19 Construction by Form Method. Straight side forms shall be made of a metal having a
thickness of at least 7/32 inch and shall be furnished in sections at least 10 feet in length. Forms
shall have a depth equal to or greater than the specified edge thickness of the concrete, without
horizontal joint, and a base width equal to or greater than the depth of the forms. Top surface of
the forms shall be set flush with the proposed concrete surface. Flexible or curved forms of
proper radius shall be used for curves of 100 feet radius or less. Flexible or curved forms shall
be of a design acceptable to the Engineer. Forms shall be provided with adequate devices for
secure setting so that when in place they will withstand, without visible spring or settlement, the
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impact and vibration of the consolidating and finishing equipment. Flange braces shall extend
outward on the base at least z/3 the height of the form. Forms with battered top surfaces, and
forms that are bent, twisted, or broken shall not be used. Repaired forms shall not be used until
inspected and approved. Built-up forms shall not be used except where the total area of the
pavement, of any specified thickness, on the project is less than 2,000 square yards. The top
face of the form shall not vary from a true plane by more than 1/8 inch in 10 feet, and the vertical
leg shall not vary more than 1/4 inch from vertical. The forms shall contain provisions for locking
the ends of abutting form sections together tightly, and for secure setting.
Forms for bridge approach slabs or for pavement areas with irregular dimensions shall be made
of metal or straight, sound timber. Forms shall be free from warp and of sufficient strength to
resist springing out of shape. Forms shall be staked securely to line and grade to the satisfaction
of the Engineer. All mortar and dirt shall be removed from the forms.
(a) Setting Forms. The foundation under the forms shall be compacted true to grade so that
the form, when set, will be firmly in contact for its whole length and at the specified grade.
The roadbed shall be prepared per subsection 412.08; however, where the grade at the
form line is found to be below specified grade it shall be filled and thoroughly compacted to
specified grade with granular material in lifts of 1/2 inch or less. Imperfections or variations
above grade shall be corrected by tamping or by trimming as necessary.
Forms shall be set sufficiently in advance of concrete placement to provide time for the
Engineer to check the line and grade and allow a continuous concrete placement operation.
Forms shall be staked in place and free from play or movement in any direction. The forms
shall not deviate from true line by more than 1/4 inch at any point. No excessive settlement
or springing of the forms under the finish machine will be tolerated. Forms shall be cleaned
and coated with a form release agent or oiled before placement of concrete.
The alignment and grade elevations of the forms shall be checked, and corrections made
by the Contractor immediately before concrete placement. When any form has been
disturbed or any grade has become unstable, the form shall be reset and rechecked.
(b) Removing Forms. Unless otherwise provided, forms shall not be removed from freshly
placed concrete until the concrete is strong enough to withstand damage when the forms
are removed. After the forms have been removed, the sides of the slab shall be cured per
subsection 412.14.
412.20 Construction by Slip Form Method. The subgrade shall be completed per subsection
412.08 and then checked and approved by the Engineer before installation of load transfer units,
if required, and placement of concrete. Concrete shall not be placed on a subgrade that has not
been approved. If any traffic uses the finished subgrade, the grade shall be checked and
corrected immediately before placement of the concrete.
The concrete shall be finished with an approved, self-propelled slip form paver capable of
spreading, consolidating, screeding, and finishing the freshly placed concrete with one pass of
the paver. The paver shall be capable of providing a dense and homogeneous pavement with
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an even texture and no porous areas, and to the slope and elevation specified. The alignment
and elevation of the paver shall be automatically controlled from outside reference lines
established to obtain a smooth alignment and profile.
For mainline paving of Pavement Smoothness Category I roadways, as defined in Table 105-8
all slip form paving shall be accomplished by a machine capable of paving at least a 24 feet
minimum width as recommended by the equipment manufacturer.
(a) Stabilized Bases. The Contractor is responsible for irregularities in the stabilized base and
payment will not be made for overruns in concrete quantities if extra concrete is used to
correct the irregularities.
(b) Concrete Pavement Overlays. Trimming will not be required. The Contractor shall place a
bond breaker, if specified in the Contract, before placing the concrete. Payment will be
made for irregularities under pay item of Furnish Concrete Pavement.
The Contractor shall furnish a machine to develop and establish a profile grade for the new
pavement. The method used will be by dual slope laser mounted on a 30 -foot ski. The Engineer
may approve an alternative method of establishing the profile grade if the Contractor
demonstrates that equal or superior results will be achieved by the alternative method.
412.21 Determining Pavement Thickness. Pavement thickness will be determined by cores or
magnetic pulse induction (MPI). The Contractor shall select the pavement thickness
determinization method at the pre -paving conference.
(a) Pavement Thickness Using Cores. The Contractor shall perform the process control (PC)
testing for pavement thickness. A process control testing plan shall be submitted and must
be approved before the start of paving. This PC testing plan shall include determining the
thickness of freshly finished concrete pavement at a minimum frequency of one
measurement per 1250 linear feet of each traffic lane. All shoulders 8 feet or greater in
width shall be tested as a separate traffic lane. Shoulders less than 8 feet wide shall be
included in the adjacent lane. Areas such as sections of mainline pavement that are less
than 1250 linear feet long, intersections, entrances, crossovers, ramps, etc., shall be
grouped into units of 1,000 square feet or remaining fraction thereof. A minimum of one
random measurement shall be taken in each unit.
The Engineer may inspect the Contractor's PC tests at any time during the paving
operations. Approval and inspection of the Contractor's PC plan and operations does not
constitute acceptance of the pavement thickness and does not relieve the Contractor of the
responsibility for providing the required hardened pavement cores for project acceptance
testing. The Contractor shall provide daily written reports to the Engineer listing the results
of the day's PC thickness measurements.
Project acceptance (PA) testing will be the responsibility of the Engineer. PA testing
consists of determining pavement thickness by measuring the length of cores taken by the
Contractor from the hardened pavement as outlined below. Acceptance of the pavement
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thickness and price adjustment for deficient thickness will be based on project acceptance
tests.
The Engineer will designate the time and location of the coring and will be present during
the coring operation. The Contractor shall obtain 4 inch or 6 inch nominal diameter cores
from the hardened pavement that are suitable for measuring per AASHTO T148. When the
cores are removed from the pavement, the Engineer will take possession and determine
their length per AASHTO T148.
The lower tolerance limit (TL) for pavement thickness shall be Plan Thickness (PT). There
shall be no incentive/disincentive payment for pavement thickness. Any pavement
thicknesses found to be less than Plan Thickness (PT) shall be removed and replaced at
the discretion of the Engineer.
Core locations shall be determined by a random procedure so that each area has a
randomly selected coring location. One core will be taken at each location.
Where the new Portland cement concrete pavement overlays an existing roadway, cores
for measuring pavement thickness shall be determined by a stratified random procedure in
the longitudinal direction and by the point of minimum required thickness in the lateral
direction as shown in the plans. If existing field conditions show a condition where the point
of minimum thickness in the lateral direction as shown in the plans is not appropriate, the
Contractor shall identify the location and extent of the area to the Engineer at least 24 hours
before paving. The Engineer may exclude this area from pavement thickness
measurements for incentive and disincentive payments.
Pavement thickness tests will be evaluated per subsection 105.06.
Additional cores will be taken at the direction of the Engineer as follows:
(1) One additional core at the location of each process control (PC) test that is less than
TL but greater than PT minus 1.0 inch. If the length of the additional core is greater
than TL, no additional actions will be taken, and the original randomly selected
acceptance test core will be used to compute I/DP for the process that includes this
material.
(2) If the additional core or any randomly selected core is less than TL but greater than
PT minus 1.0 inch, the area represented by this core shall become a separate process
and this core will not be used to compute an I/DP. Four additional randomly selected
cores will be taken within the area represented by this core. The four additional cores
will be used to compute an I/DP per Section 105. Cores taken at locations not
randomly determined, such as process control cores will not be used to compute I/DP.
(3)
When the measurement of any core is less than PT (Plan Thickness) minus 1.0 inch,
whether randomly located or not, the area represented by this core shall become a
separate process and this core will not be used to compute an I/DP. The actual
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thickness of the pavement in this area will be determined by taking exploratory cores.
Cores shall be taken at intervals of 15 feet or less, parallel to the centerline in each
direction from the affected location until two consecutive cores are found in each
direction which are not less than PT minus 1.0 inch.
Pavement areas found to be less than PT minus 1.0 inch shall be removed and
replaced at the Contractor's expense. Exploratory cores taken at the Contractor's
expense will be used to determine the extent of deficient pavement for pavement
removal.
When the removal and replacement have been completed, four additional randomly
selected cores will be taken within the area represented by this core. The four
additional cores will be used to compute an I/DP per subsection 105.06. Exploratory
cores will not be used to compute I/DP.
The Contractor shall repair all core holes by filling them with an approved nonshrink
high strength grout.
(b) Pavement Thickness Using MPI. The Contractor shall perform the process control (PC)
testing for pavement thickness using MPI. A process control testing plan shall be submitted
and must be approved before the start of paving. This PC testing plan shall include
determining the thickness of hardened concrete pavement at a minimum frequency of one
measurement per 1,250 linear feet of each traffic lane. All shoulders 8 feet or greater in
width shall be tested as a separate traffic lane. Shoulders less than 8 feet wide shall be
included in the adjacent lane. Areas such as sections of mainline pavement that are less
than 1,250 linear feet long, intersections, entrances, crossovers, ramps, etc., shall be
grouped into units of 1,000 square feet or remaining fraction thereof. A minimum of one
random measurement shall be taken in each unit.
The Contractor's PC test results using MPI for pavement thickness will be used for Project
Acceptance (PA) and used to calculate I/DP. PC testing will be witnessed by the Engineer.
The MPI results will be considered acceptable when the range of the three individual scans
is less than or equal to 0.10 inches. If the three scans are not within 0.10 inches, a second
set of three scans shall be taken. The three new scans will be considered acceptable when
the range of the three individual scans is less than or equal to 0.10 inches. If the second
set of three scans are not within 0.10 inches, the MPI for this location will not be used. A
MPI test will be the result of the average of a set of three acceptable scans at a location.
The average of the set of three scans shall be rounded to the nearest 0.04 inches. If a MPI
location is unable to obtain three acceptable scans, a core shall be taken and used for
thickness determination and I/DP.
A test section shall be conducted to verify the calibration and correlation of the MPI
pavement thickness determination at the start of PCCP operations. The test section
correlation shall be established in the first 7,500 square yards of PCCP per a stratified
random sampling schedule as established in CP 75. The test section correlation verification
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shall consist of conducting ten pavement thickness measurements by taking a core at the
MPI test locations. The Contractor shall obtain 4 -inch nominal diameter cores from the
hardened pavement that are suitable for measuring per AASHTO T148. When the cores
are removed from the pavement the Contractor shall determine their length and then the
Engineer will take possession and determine their length per AASHTO T148. A verification
must be run for each MPI device used on the project. The verification of any MPI device
can be run at the initial verification locations. The comparison of the PC MPI measurements
and hardened concrete cores shall be within 0.15 inches to be considered a valid
correlation between the two test methods.
After successful completion of the thickness measurement correlation verification process,
a minimum of one hardened concrete core will be taken for every 25 MPI thickness
measurements for core thickness determination. When a change in thickness or process
occurs, the first three MPI location shall be cored for thickness. At a minimum, one MPI test
location will be cored for thickness for each pavement thickness process, or as directed by
the Engineer. A core may be taken when the MPI result is in doubt. The correlation between
core and MPI thickness measurements shall be verified to be within 0.15 inches at the
same location. If the thickness difference between the methods exceeds 0.15 inches, the
next five MPI locations will be cored. If the thickness difference between the two methods
exceeds 0.15 inches on any location the contractor shall use the coring method for
acceptance until the MPI is repaired or replaced and verified. Previous MPI locations shall
be cored until three successive thickness differences between the two methods is equal to
or less than 0.15 inches. If the MPI device is not able to be repaired or replaced within
10,000 sq yd of paving, the acceptance method will revert to coring acceptance from the
last acceptable MPI measurement. A new process for pavement thickness will be started
for the change in method of measurement.
There shall be no incentive/disincentive payment for pavement thickness. Any pavement
thicknesses found to be less than Plan Thickness (PT) shall be removed and replaced at
the discretion of the Engineer.
MPI test locations shall be determined by a random procedure so that each area has a
randomly selected coring location. A MPI test plate will be installed before paving. The
location of the MPI test plate shall be at least 4 feet from any dowel bar locations, tie bar
location and utility box cover locations. The operator of the MPI device should use
composite safety boots to not interfere with the device.
Where the new PCCP overlays an existing roadway, MPI test locations shall be determined
by a stratified random procedure in the longitudinal direction and by the point of minimum
required thickness in the lateral direction as shown in the plans. If existing field conditions
show a condition where the point of minimum thickness in the lateral direction as shown in
the plans is not appropriate, the Contractor shall identify the location and extent of the area
to the Engineer at least 24 hours before paving. The Engineer may exclude this area from
pavement thickness measurements for incentive and disincentive payments.
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Pavement thickness tests will be evaluated per subsection 105.06. Additional cores will be
taken at the direction of the Engineer at the contractor's expense as follows:
One additional core at the location of each process control (PC) test that is less than PT
minus 1.0 Inch.
(1) If the length of the additional core is greater than PT minus 1.0 inch, no additional
actions will be taken, and the core test result will replace the MPI result to compute
I/DP.
(2) If the length of the additional core is less than PT minus 1.0 inch the area represented
by this PC test shall become a separate process and will not be used to compute an
I/DP. The thickness of the pavement in this area will be determined by taking cores.
Cores shall be taken at intervals of 15 feet or less, parallel to the centerline in each
direction from this location until two consecutive cores are found in each direction
which are not less than PT minus 1.0 inch. The pavement found to be less than PT
minus 1.0 inch shall be removed and replaced at the Contractor's expense.
When the removal and replacement have been completed, four additional randomly
selected cores will be taken within the area represented by this core. The four
additional cores will be used to compute an I/DP per subsection 105.06.
The Contractor shall repair all core holes by filling them with an approved non -shrink high -
strength grout.
412.22 Opening to Traffic. The pavement shall not be opened to traffic until the concrete has
achieved a compressive strength of 3,000 psi. Concrete compressive strength shall be
determined by maturity meters. Before opening the pavement to traffic the roadway shall be
cleaned, as approved.
Before placement of concrete whose strength will be determined with maturity meters, the
Contractor shall provide the Engineer a report of maturity relationships per ASTM C1074. The
Contractor shall provide maturity meters and all necessary wires and connectors. The Contractor
shall be responsible for the placement and maintenance of the maturity meters and wires. At a
minimum a maturity meter will be placed once per day and then once per 5,000 square yards.
Placement shall be as directed by the Engineer.
For placements with multiple maturity meters, the lowest compressive strength shall determine
when the pavement may be opened to traffic.
If a maturity meter fails, is tampered with, is destroyed or was not placed, the section of
pavement represented by the maturity meter shall remain closed to traffic for a period of 28 days.
The Contractor may choose at his own expense to core the section of pavement represented by
the maturity meter. Cores will be obtained and tested according to CP 65. Cores will be a
minimum of 4 inches in diameter. A minimum of three cores in a two square foot area will be
obtained. If the compressive strength of any one core differs from the average by more than 10
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percent that compressive strength will be deleted and the average strength will be determined
using the compressive strength of the remaining two cores. If the compressive strength of more
than one core differs from the average by more than 10 percent, the average strength will be
determined using all three compressive strengths of the cores. To open the section of pavement,
the average compressive strength of the cores shall be a minimum of 3,000 psi.
Method of Measurement
412.23. The quantities of Concrete Pavement to be paid for under these items shall be the
number of square yards completed and accepted. The width of measurement shall be the width
of the new pavement to the outside edge of the shoulder shown on the typical cross section of
the plans, not including any additional width for pavement safety edges. The width for
measurement includes additional widening where called for, or as otherwise directed by the
Engineer in writing. The length shall be measured horizontally along the centerline of each
roadway or ramp.
The quantity of Furnish Concrete Pavement to be paid for under this item will be the number of
cubic yards of concrete delivered and accepted. The concrete volume will be based on batch
weights of the concrete converted to volumes by use of the conversion factor developed with the
specific mix design. Quantities of concrete that are wasted, spilled, or used as a result of
excessive thickness shall be deducted from the pay quantity. Excessive thickness shall be
considered any thickness in excess of 1/2 inch greater than the specified depth that continues
for a length of 200 feet or more. Yield shall be determined per AASHTO T121. Where concrete
is paid for by cubic yard batched, the pay quantities for all concrete produced with a relative yield
less than 0.99 shall be corrected per the following formula:
Corrected cubic yards = (cubic yards batched) • (relative yield)
Reinforcement other than dowels, tie bars, and other joint material will be measured by the
pound.
Basis of Payment
412.24 General. The accepted quantities will be paid for at the contract unit price for each of the
pay items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Concrete Pavement ( Inch)
Square Yard
Place Concrete Pavement
Square Yard
Furnish Concrete Pavement
Square Yard
The price per square yard of Concrete Pavement shall be full compensation for furnishing and
placing all materials, including dowels, tie bars, joint materials, texturing, sawing, finishing, and
rumble strips.
543
The price per square yard for Place Concrete Pavement shall include everything included in the
pay item, Concrete Pavement, except furnishing concrete.
The price per Cubic Yard for Furnish Concrete Pavement shall be full compensation for
furnishing the concrete to the project site. Reinforcing steel will be measured and paid for per
Section 602.
Furnishing, installing, and monitoring vibrators and vibrator monitoring device will not be
measured and paid for separately, but shall be included in the work for concrete pavement.
Incentive/Disincentive Payments (I/DP) will not be made on interim estimates. I/DP will be made
when the concrete pavement or a major phase of the concrete pavement has been completed
and all the data for computing the I/DP is available.
Furnishing, calibrating and use of maturity meters, wire and other appurtenances including the
molding, curing and breaking of cylinders for calibration and placement of calibration slabs will
not be measured and paid for separately but shall be included in the work.
All costs associated with developing correlation curves used to evaluate low flexural strength
results per the Contract, or as requested by the Engineer, shall be included in the work. This
shall include all materials, forms, testing, equipment and labor.
Adjustments in payment because of deviations in air content will be per subsection 601.17 using
the unit bid price for PCCP.
Construction of pavement safety edges shall not be measured and paid separately but shall be
included in the work for Concrete Pavement.
Weld wire mesh, dowel bars, tie bars, and other reinforcing materials shall not be measured and
paid for separately but shall be included in the work.
A two-year warranty period shall apply to all Portland Cement Concrete Pavement (PCCP)
incorporated into the project. The warranty period shall begin on the date Final Acceptance is
issued by the County.
Any PCCP which does not meet the contract specifications, before or throughout the warranty
period, or has visible deficiencies or failures, shall be removed and replaced at the Contractor's
expense.
The PCCP shall be inspected by County staff on a 6 -month basis during the warranty period. If
deficiencies become apparent during the warranty period, the County shall prepare a warranty
letter with a detailed description of the PCCP which has to be removed and replaced. The County
and Contractor shall then meet to finalize the list of deficiencies to be addressed, the construction
methods to be utilized, and the timing of the warranty work to be completed. In such case that
the Contractor refuses to participate in this procedure, after a non -responsive period of 30 day,
544
the County shall arrange with a qualified contractor of their choosing to compete the warranty
work. The Contractor shall be liable for all costs.
The PCCP deficiencies include but are not limited to the following:
(a) Pavement panels containing one or more cracks through the full depth of the panel resulting
in separating the panel into two or more parts.
(b) Pavement panels containing excessive honeycombed areas that result in spalling of the
PCCP or pooling of drainage water.
(c) Pavement panels which contain any voids greater in depth than one-half of the PCCP total
thickness.
(d) Pavement panels which do not meet the minimum smoothness testing requirements.
(e) Joints which are spalled over 50% of their length.
(f) Pavement panels which do not meet the specified grades in the plans or have any areas
which drainage water pools on the surface to a depth of greater than 0.5 inches.
Any PCCP removed shall be replaced with new PCCP meeting the original project specifications,
depth, color, and finish. Any replacement panel shall be tested and verified to obtain adequate
strength before allowing traffic on it. In the case of PCCP panel replacement associated with the
two-year warranty period, a new two-year warranty period shall commence on the date which
the replacement panel construction is accepted by Weld County.
545
Section 412a — Cross -Stitching
Description
412.25 Cross Stitching. This work consists of cross stitching longitudinal cracks and joints by
directionally drilling holes in concrete pavement, injecting grout, and inserting deformed steel
reinforcing bars per these specifications and the details shown on the plans. Cross stitching shall
not be used for thin concrete overlays (8 inches or less).
Materials
412.26. Materials for cross stitching shall be #6 or #8 deformed steel reinforcing bars, grade 60,
epoxy coated, with length as specified on the plans.
Epoxy or cementitious grout shall be on CDOT's Approved Products List. The epoxy shall be
either an epoxy or polyester resin. The epoxy or cementitious grout shall be submitted to the
Engineer for approval at least five working days in advance of the commencement of cross
stitching work.
412.27 Placement. Directionally drilled holes shall be 1.000 to 1.125 -inch diameter for #6 bars
and 1.125 to 1.375 -inch diameter for #8 bars and drilled at an angle from the horizontal
designated on the plans. Holes shall be started at a distance shown on the plans on a line
perpendicular to the crack/joint and shall extend through the crack/joint. Drilled holes shall be
spaced on 20 -inch centers and shall alternate from side to side along the full length of the
crack/joint. Holes shall not be drilled within 24 inches of an existing transverse joint. Holes shall
not extend through the bottom of the slab.
Drilled holes shall be blown free of drill dust, dirt, and moisture with oil and moisture -free
compressed air immediately before placing the grout.
Holes shall be filled with epoxy/grout by injecting from the bottom of the hole. The Contractor
shall insert the tie bar and remove excess epoxy/grout and finish flush with the pavement
surface.
Pavement may be opened to traffic when the epoxy/grout is dry to the touch.
412.28 Equipment. The drill for boring the cross stitch holes shall be selected to minimize
damage to the concrete surface. The drill shall be capable of low -impact operation in order to
minimize spalling damage and prevent bottom breakout of the concrete pavement. The drill shall
be skid or frame mounted. Handheld drilling will not be allowed.
The first ten holes shall be visually inspected to determine if the bottom of the slab has broken
out and measured for length of minimum embedment. Installation of the tie bars and epoxy shall
not occur until the Contractor's drilling method has been inspected and approved. After the
Contractor's method has been approved, the Contractor may proceed with cross stitching so
long as the method and equipment remain the same. Drill bit changes do not require re -
546
inspection. If the Contractor's method or equipment changes, the first ten holes made with the
new method shall be visually inspected to determine if the bottom of the slab has broken out and
measured for length of minimum embedment.
Basis of Payment
412.29. Cross stitching will be measured for payment by the number of cross stitches placed.
Payment will be made under:
Pay Item
Pay Unit
Cross Stitching
Each
The accepted quantity of drilled holes, filled with epoxy/grout and reinforcing bars will be paid
for at the contract unit price per each hole drilled. Payment for deformed bars, grout, labor,
materials, equipment, tools and incidentals necessary for completion of the work will not be
measured and paid for separately but shall be included in the work.
547
Section 412b — Slot Stitching
Description
412.30 Slot Stitching. This work consists of installing tie bars across cracks in concrete
pavement per these specifications and the details shown on the plans. Slot stitching shall not be
used for thin concrete overlays (4 inches or less).
Materials
412.31. Concrete patching material to be used as backfill shall be a product on CDOT's
Approved Products List. Concrete patching material shall attain an average compressive
strength of at least 4,500 psi at 24 hours. Concrete patching material compressive strengths
shall be tested according to ASTM C39 or ASTM C109. Concrete patching material shall provide
a minimum bond strength of 1,000 psi at 24 hours, as tested by ASTM C882. Concrete patching
material shall have a relative durability factor greater than 90 as tested by ASTM C666 method
A. Concrete patching material shall have a maximum shrinkage of 0.13 percent at four days as
tested by ASTM C157.
Steel tie bars shall be 18 inches long #6 deformed steel tie bars, grade 60, and epoxy coated.
Construction Requirements
412.32 Slot Formation. Slots shall be made from multiple saw cuts made with a diamond
impregnated saw blade to a depth as shown on the plans. Slots shall be approximately
perpendicular to the general trend of the crack. Slots shall be 1.75 to 2.25 inches wide.
Lightweight jackhammers weighing less than 35 pounds or hand tools shall be used to remove
the "fins" formed by sawing. The length of the slot shall allow the tie bar to be placed at the mid -
depth of the slab with a 1 -inch space between the ends of the tie bar and the ends of the slot.
Deviations from this method require a method statement detailing the means and methods for
how the Contractor will perform the work.
The Contractor shall demonstrate slot stitching work for approval using the proposed equipment
and procedures. The first five slots shall be visually inspected for bottom of the slab breakouts
and minimum dimensions. Installation of tie bars and concrete patching material shall not occur
until the Contractor's method has been inspected and approved. After the Contractor's method
has been approved, the Contractor shall proceed with slot stitching as long as the method and
equipment remain the same. Saw blade changes do not require re -inspection. If the Contractor's
method or equipment changes, the first five slots of the new method shall be visually inspected
for bottom of the slab breakouts and measured for minimum dimensions. Tie bars shall be
provided at locations and spacing as detailed on the plans.
Damages to the concrete pavement caused by the Contractor's operations shall be repaired at
the Contractor's expense.
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Slots shall be sand blasted, or water blasted to remove saw slurry and blown clean with high
pressure oil -free air to remove sand, water, and dust.
Tie bars shall be placed on support chairs to rest horizontal at the mid -depth of the slab.
Concrete patching material mixing, placement, placement during cold temperatures,
consolidation, and curing shall be per the manufacturer's recommendations. A mix may be
extended with aggregate per the manufacturer's recommendations up to 90 percent of the
manufacturer's maximum extension. The maximum aggregate size shall be 3/8 inch for the
extending aggregate.
Patching material shall be placed and consolidated in the slot. Patching material shall fill the
space under and around the bar. Tie bars shall not be dislodged or moved out of position.
The surface of the concrete patching material shall be level with the adjacent pavement.
412.33 Opening to Traffic. The pavement shall not be opened to traffic until all tie bars have
been installed at a joint and the concrete has obtained a minimum compressive strength of 3,000
psi. Pavement shall be cleaned before opening to traffic.
Method of Measurement
412.34 Method of Measurement. Slot stitching will be measured for each completed and
accepted tie bar complete in place.
Basis of Payment
412.35. The accepted quantities will be paid for at the contract unit price for the pay item listed
below.
Payment will be made under:
Pay Item
Pay Unit
Slot Stitching
Each
The work performed and materials furnished per this item will be paid for at the unit price bid.
This price is full compensation for furnishing all materials, tools, labor, equipment and incidentals
necessary to complete the work. Payment will not be made for extra work required to repair
damage to the adjacent pavement that occurs during slot stitching.
549
Section 412c — Dowel Bar Retrofit
Description
412.36 Dowel Bar Retrofit. This work consists of placing epoxy coated smooth dowel bars in
transverse joints as identified on the plans. This shall be done by cutting slots into the existing
concrete pavement, installing dowel bars, and filling the slots at locations as shown on the plans.
The surface shall be finished as approved by the Engineer. All work, including the concrete
pavement slot preparation, inserting dowel bars, filling the slot with backfill material, and finishing
the surface shall be performed per these specifications and the details shown on the plans.
Materials
412.37. Materials for dowel bars shall meet the requirements in subsection 709.03. Dowels shall
be equipped with tight fitting, non-metallic end caps to allow 1/4 -inch bar movement.
Concrete patching material to be used as backfill shall be a product on the CDOT Approved
Products List. Concrete patching material shall attain an average compressive strength of at
least 4,500 psi at 24 hours. Concrete patching material compressive strengths shall be tested
according to ASTM C39 or ASTM C109. Concrete patching material shall provide a minimum
bond strength of 1,000 psi at 24 hours, as tested by ASTM C882. Concrete patching material
shall have a relative durability factor greater than 90 as tested by ASTM C666 method A.
Concrete patching material shall have a maximum shrinkage of 0.13 percent at four days as
tested by ASTM C157. The proposed material shall be submitted to the Engineer for approval
at least five days in advance of the start of dowel bar placement. Installation of dowel bars shall
not begin until approval has been received in writing from the Engineer.
Construction Requirements
412.38. Slots for dowel bars shall be cut perpendicular to the transverse joint as shown on the
plans by using a slot cutting machine or walk -behind saw. Slots shall be of adequate length and
width to accommodate the dowel bar, as shown on the plans or as directed. The concrete in the
slot shall be removed by using a lightweight jackhammer weighing a maximum of 30 pounds, or
hand tools, to half slab depth. All damage to the concrete slab outside of the slot shall be repaired
or replaced at the Contractor's expense. Slots shall be placed at locations shown on the plans.
Slots shall be removed of all debris and cleaned before placement of dowel bars by sandblasting
or other procedure so that clean aggregate is exposed. Before placement of backfill material,
each dowel bar shall be equipped with a 1/4 to 3/8 -inch thick foam core board to provide a tight
seal at the joint. Dowels shall be placed on chairs so that the bar is sitting a minimum of 1/2 inch
above the bottom of slot and perpendicular to the transverse joint. The chairs shall be epoxy
coated steel or plastic rigid enough to hold the dowel in place during grout placement. The
existing transverse joints shall be sealed with an approved joint sealant along the bottom and
sides of the slot to prevent backfill material from infiltrating the joint. The joint sealant material
shall be on the CDOT Approved Products list and shall be approved by the Engineer before use.
550
Backfill material to be placed shall be mixed according to the manufacturer's recommendations.
Once in the slot, the material shall be vibrated thoroughly so that the entire bar is encased with
the consolidated material. The slot shall be slightly overfilled, and the area shall be diamond
ground once the material has cured to provide a smooth pavement surface. After grinding,
transverse joints shall be sawed and sealed per subsection 412.18.
412.39 Opening to Traffic. The pavement shall not be opened to traffic until all dowel bars have
been installed at a joint and the concrete has obtained a minimum compressive strength of 3,000
psi. Pavement shall be cleaned before opening to traffic.
Method of Measurement
412.40. Dowel bar retrofit in concrete pavement will be measured as the actual number of dowel
bars placed and accepted.
Basis of Payment
412.41. The accepted quantities will be paid for at the contract unit price for the pay item listed
below.
Payment will be made under:
Pay Item
Pay Unit
Concrete Pavement Dowel Bar Retrofit
Each
The accepted quantity of dowel bar slots cut, filled with accepted patching material, and dowel
bars will be paid for at the contract unit price per each bar installed. Payment for cutting slots,
support chairs, joint sealant, patching, and all labor, materials, equipment, tools and incidentals
necessary for completion of the work will not be measured and paid for separately but shall be
included in the work. Payment will not be made for extra work required to repair damage to the
adjacent pavement that occurs during dowel bar retrofitting.
551
Section 420 — Geosynthetics
Description
420.01. This work consists of furnishing and installing geotextiles and geomembranes for paving,
impervious lining, erosion control, drainage, separators and landscape weed barrier.
IThis work includes furnishing and installing geosynthetic material over unsuitable subgrade
materials per these specifications and the details shown on the plans.
Materials
420.02. Geotextiles and geomembranes shall meet the applicable requirements of subsections
712.07 and 712.08 for the use intended. Geotextiles for erosion control, drainage, or separators
may be Class 1, Class 2, or Class 3, conforming to subsection 712.08, if the class is not specified
on the plans.
Asphalt cement binder for the paving geotextile shall be the same grade as the asphalt cement
used for Item 403.
Paving geotextile shall be a minimum Class 3, conforming to subsection 712.08.
Construction Requirements
420.03. Areas on which the geosynthetic is to be placed shall have a uniform slope, be
reasonably smooth, free from mounds and windrows, and free of any debris or projections which
could damage the material.
Riprap or cobbles placed on the geosynthetic shall not be dropped from a free fall greater than
3 feet. The cushion layer or initial layer of riprap may require careful placement without free fall
to avoid geosynthetic damage. Geosynthetics damaged or displaced before or during placement
of overlying layers shall be replaced or repaired per the requirements of this section and to the
satisfaction of the Engineer, at the Contractor's expense.
420.04 Paving. The areas to be treated shall be as designated on the plans. The pavement
surface shall be broomed clean immediately before beginning the crack reduction geotextile
treatment using a self-propelled power broom.
The asphalt cement binder shall be applied to the pavement surface at the rate of approximately
0.25 gallon per square yard. The exact application rate shall be as recommended by the
geotextile manufacturer, and at a temperature of 300 to 350 °F. Paving geotextile shall be
applied, per the manufacturer's recommendations, immediately after the application of asphalt
cement binder.
552
Construction equipment, including dump trucks, shall not make sudden stops or starts or sharp
turning movements on the geotextile. Dump trucks shall not park on the geotextile before
dumping into the asphalt paver.
Traffic shall be kept off all newly placed binder and geotextile material until the asphalt surface
has been placed.
The minimum temperature of the hot mix asphalt at the time compaction begins shall be 250 °F.
The Contractor shall make arrangements with the geotextile supplier to have a technician, skilled
in this paving geotextile work, present at the project site during this work to give any technical
assistance needed.
420.05 Impervious Lining. Geomembranes for lining shall be loosely laid (not stretched) to
avoid any rupture of the lining. If field lap joints are necessary, the joints shall be formed by
lapping the edges of panels per the manufacturer's recommendations. The contact surfaces of
the panels shall be cleaned to remove all dirt, dust, and other foreign materials. Sufficient cold -
applied vinyl to vinyl bonding adhesive shall be applied to the contact surfaces in the joint area
and the two surfaces pressed together immediately. Wrinkles in the joints shall be smoothed
out.
Necessary repairs to the geomembrane shall be patched using the geomembrane material itself
and cold -applied vinyl to vinyl bonding adhesive. The bonding adhesive shall be applied to the
contact surfaces of both the patch and the lining to be repaired and the two surfaces pressed
together immediately. Any wrinkles in the repair joints shall be smoothed out.
420.06 Erosion Control and Drainage. Geotextiles for erosion control or drainage shall be
loosely laid (not stretched) with the roll direction the same as the anticipated water flow, and in
a manner that avoids any rupture of the cloth. Geotextiles used for erosion control or drainage
shall meet the requirements of subsection 712.08 and Table 712-2a. Geotextile shall be placed
under all riprap as shown on the plans or as directed by the Engineer.
The geotextile may be anchored in place with securing pins at 3 -foot spacing along but not closer
than 2 inches to all edges and to the extent necessary to prevent displacement. When shown
on the plans, erosion control geotextile may be held in place using 6 inches of clean embankment
with a minimum 6 -inch trench at the top of the slope. Overlaps shall be at least 12 inches on
slopes 3:1 and flatter, and at least 24 inches on slopes steeper than 3:1. Laps shall be made
with the uphill layer on top. Sewn seams per the manufacturer's recommendations may be used
in place of overlaps. Full rolls shall be used whenever possible in order to minimize the number
of roll end laps. Lengths and widths of individual sheets shall be at the Contractor's option.
420.07 Geotextile Separator. Geotextiles used as separators shall meet the requirements of
subsection 712.08 and Table 712-b. The geotextile separator shall be installed per the following:
(a) Subgrade Preparation: Clear, grub and excavate (as required) to the plan subgrade or
undercut elevation, stripping topsoil, deleterious debris and unsuitable material from the
553
site. Cut stumps and other projecting vegetation as close and even to the ground surface
as practical. Specialized equipment with low ground pressure, as directed by the Engineer,
shall be required for very soft soils to minimize subgrade disturbance. The surface of the
subgrade shall be relatively smooth and level, and depressions or humps greater than 6
inches shall be graded out.
(b) Geotextile Deployment: The geotextile material shall be placed directly on the prepared
subgrade. The geotextile shall be placed by machinery or by hand labor. The geotextile
shall not be dragged across the subgrade. The geotextile shall be unrolled in the direction
of travel so the machine direction (i.e., long axis) of the roll is parallel with channelized
traffic patterns.
The geotextile shall be rolled out flat and tight with no folds or wrinkles. Wrinkles and folds
in the geotextile (not associated with roadway curves) shall be removed by stretching and
staking as required. The geotextile may be held in place before the placement of the
aggregate base course or other cover material by pins, staples, or piles of fill or rock. On
curves, the geotextile may be folded to conform to the curve or by cutting the roll to match
the curve.
Adjacent rolls shall be overlapped along their sides and ends as a function of subgrade
strength per Table 420-1.
Table 420-1 — Minimum Reauired Overla
Subgrade Strength R -Value
Overlap Width of Unsewn Seam (Inches)
5-10
30
10-20
24
> 20
18
If 30 inches of overlap is required, the overlap shall be sewn or otherwise adhered to limit
the potential formation of a slip plane between the overlapped panels. Sewn seams shall
be per the manufacturer's recommendations.
Overlap the geotextile in the direction that fill will be spread to avoid peeling -back of the
geotextile at overlaps by the advancing fill. Cut and overlap the geotextile to accommodate
curves. The geotextile shall be cut using sharp shears, razor knives or handheld power
(i.e., "cutoff") saws. The geotextile shall be cut to conform to immovable protrusions, such
as manhole covers and vertical utilities. Overlap lengths will not be paid for separately but
will be considered subsidiary to item 420.
(c) Fill Placement: Before covering the geotextile separator with fill materials, the condition of
the geotextile shall be inspected by the Engineer to determine that no holes, rips or other
defects exist. If any defects are observed, the section of the geotextile containing the defect
shall be repaired by placing a new layer of geotextile extending beyond the defect in all
directions a minimum distance equal to the overlap shown in Table 420-1. Alternatively, the
defective section may be replaced. See subsection 420.07(e).
554
The first lift of cover material shall be end -dumped or spread over the geotextile from the
edges of the geotextile. The height of the dumped pile shall be limited to avoid local bearing
capacity failures. The first lift of cover material shall be graded to a 12 -inch thickness or to
top of grade whichever is less and compacted. Equipment shall not be on the treated area
with less than the minimum thickness of compacted cover material over the geotextile.
Small dozer equipment or front-end loader shall be used to spread the cover material.
Construction vehicles shall be limited in size and weight such that rutting in the initial lift is
no deeper than 3 inches. If rut depths exceed 3 inches, the Contractor shall use a smaller
size and weight of construction vehicles. Ruts shall be filled in with cover material.
Construction equipment shall not travel over the exposed geotextile at speeds of more than
5 mph. Construction equipment shall not make turns on the first lift of cover material.
Construction vehicles can dump aggregate fill as they advance, provided the construction
traffic does not cause significant rutting upon bare subgrade. Sudden braking, sudden
starting and sharp turning shall be avoided. Tracked construction equipment shall not be
operated directly upon the exposed geotextile.
A minimum aggregate fill thickness of 6 inches is required before operation of tracked
equipment on the geotextile. In addition, turning of tracked equipment shall be kept to a
minimum to prevent tracks from displacing the fill and damaging the geosynthetic. On softer
subgrade materials, aggregate fill shall be end -dumped from the edge of the previously
placed material, spreading from the middle outward.
(d) Compaction: Standard compaction methods shall be used to obtain the required
compaction for the fill materials. The compaction tests shall be done per the requirements
that are outlined elsewhere in the Specifications.
(e) Installation and Repairs for Damaged Areas: Repairs to geotextiles shall be made in the
field by placing a repair panel or patch over the damaged area. The repair panel shall
extend a minimum of 3 feet beyond the edges of the damaged geotextile.
Geotextile that is damaged after placement shall be removed and replaced at the
Contractor's expense.
420.08 Landscape Weed Barrier. Landscaped and mulched areas to be covered by geotextile
shall be brought to finish grade below the depth of the mulch material shown on the plans. All
soil preparation shall be completed before geotextile application.
Geotextile for landscape weed barrier shall be a minimum Class 3, conforming to subsection
712.08.
The geotextile shall be rolled directly onto prepared soil in the direction of water flow. The
geotextile shall be applied loosely without stretching. The top edge of the geotextile shall be
buried in a 6 inch check slot at the top of the slope and stapled. When specified, metal landscape
555
border shall be placed adjacent to check slot on the uphill side, so as not to puncture the
geotextile.
Where one roll of geotextile ends and a second roll begins, the upslope piece shall be brought
over the start of the second roll and overlapped per the manufacturer's recommendation. Where
two or more widths of geotextile are applied side by side, they shall be overlapped per the
manufacturer's recommendation. Staples shall be inserted at a 2 -foot spacing along the outer
edges of the geotextile where a metal border is not used.
In level planting beds, geotextile shall be secured under metal landscape border by extending
the geotextile 6 inches beyond the metal landscape border and driving stakes through the
geotextile.
Method of Measurement
420.09. Geomembranes and geotextiles will be measured by the square yard of surface area
covered, complete in place.
IGeotextile (Separator) will be measured in place by the square yard of surface area, completed
and accepted.
Basis of Payment
420.10. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Geomembrane
Square Yard
Geotextile (Erosion Control)(Class )
Square Yard
Geotextile (Drainage)(Class )
Square Yard
Geotextile (Weed Barrier)
Square Yard
Geotextile (Paving)
Square Yard
IGeotextile (Separator)
'Square Yard
Securing pins, staples, adhesives, sewn seams, asphalt cement, brooming, skilled technician,
and other work and materials necessary for placement will not be measured and paid for
separately but shall be included in the work.
Geotextile (Drainage)(Class 1) will not be measured and paid for separately but shall be included
in work for the riprap pay item.
Payment will be full compensation for all work and materials required to complete the item.
556
IOverlap and waste for geomembrane, geogrid, geofabric, and geotextile materials will not be
measured and paid for separately but shall be included in the work.
557
Section 420a — Geogrid Reinforcement for Roadway Embankment
Description
420.11. This work consists of furnishing and installing geogrid reinforcement material, in
accordance with these specifications and in conformity with the lines and grades shown on the
plans or established.
Materials
420.12. Geogrid is a polymer grid structure specifically fabricated for use as a soil reinforcement.
Geogrid reinforcement material shall conform to the following:
Table 420-2 — Geoarid Reinforcement Properties
Physical Properties
Unit
Characteristic Values
Roll Length'
Feet
262.5 or 328
Roll Width'
Feet
12.5 or 15.5
Roll Weight'
lb
189 or 292
Mass per Unit Areal
oz/sq yd
8.27
Continuous Parallel Rib Pitch
inch
3.2
Rib Aspect Ratio3
>1.0
Node Thickness2
Inch
0.13
Color Identification
White/Black/White
Table Notes:
1 Unless indicated otherwise, values shown are minimum average roll values
determined in accordance with ASTM D4759-02.
2 Nominal dimensions.
3 Ratio of the mid -rib depth to the mid -rib width. The minimum overlap of the
geogrid reinforcement shall be 18 inches.
The geogrid reinforcement shall manufactured from a coextruded, composite polymer sheet,
which is then punched and oriented. The resulting structure shall consist of continuous and on -
continuous ribs forming three aperture geometries (hexagon, trapezoid, and triangle) and an
unimpeded suspended hexagon.
The geogrid reinforcement shall contain stabilizers or inhibitors to prevent degradation of
properties due to ultraviolet light exposure. The geogrid reinforcement shall be inert to all
naturally occurring alkaline and acidic soil conditions.
The manufacturer shall furnish certified test reports from an independent laboratory indicating
that the material meets the requirements of the specification.
For example, Tensar InterAx NX650 geogrid or an approved equivalent meets or exceeds the
specifications outlined in Table 420-2.
558
Construction Requirements
420.13. Geogrid reinforcement shall be installed in accordance with the following:
(a) Delivery, Storage, and Handling. Upon delivery, the Contractor shall check the geogrid to
assure the proper material has been received. The geogrid material shall be in roll form
with each roll individual identified.
Rolls shall be stored in a manner that prevents excessive mud, wet concrete, epoxy, or
other deleterious materials from coming in contact with and affixing to the geogrid. Rolls
may be stored horizontally in stacks not to exceed five rolls high. Special care shall be
taken in the handling of geogrids manufactured from polypropylene at temperatures at or
below -14°F. Rolls shall not be stored in temperatures below -20°F. Rolls may be stored
uncovered for up to 6 months in direct exposure to sunlight without any loss in certifiable
structural properties.
(b) Site Preparation. Clear, grub and excavate (if necessary) to the design subgrade elevation,
stripping topsoil, deleterious debris and unsuitable material from the site.
Smooth grade and compact the soils using appropriate compaction equipment. Grade or
crown the surface for positive drainage away from the construction zone.
(c) Geogrid Installation. Geogrid shall be laid at the proper elevation and alignment as shown
on the plans or as directed by the Engineer. Geogrid shall be oriented such that the roll
length runs parallel with traffic patterns.
Place the rolls of geogrid in position, cut the roll bands and manually unroll the material
over the subgrade. Unroll the geogrid in the direction of travel so that the long axis of the
roll is parallel with channelized traffic patterns.
Overlap adjacent rolls along their sides and ends per the manufacturer's recommendations.
Care shall be taken to ensure that geogrid sections do not separate at overlaps during
construction. Overlap the geogrid in a shingle pattern in the direction that fill placement will
be spread to avoid "peeling" of geogrid at overlaps by the advancing fill. Weaker subgrades
that are easily rutted with conventional construction traffic shall require an "end -dumping"
operation.
Adjacent geogrid rolls shall be mechanically connected to one another per the
manufacturer's recommendations.
Cut and overlap the geogrid to accommodate curves. Cutting may be done with sharp
shears, a knife -like implement or handheld power (i.e., "cutoff") saws. Cut grid to conform
to manhole covers and other immovable protrusions. Do not allow excessive buckling of
the geogrid.
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Geogrid rolls exhibit "roll memory" where the product may roll back upon cutting or reaching
the end of the roll. The installer shall take appropriate measures to ensure that the product
lies flat during fill placement.
Geogrid material shall be secured to the ground surface by placement of loose fill at the
corners and edges or as directed by the Engineer. The geogrid material may also be
anchored in place to maintain overlaps and alignment over the coverage area. Before fully
unrolling the geogrid, the center and the corners of the roll's edge shall be secured.
(d) Dumping and Spreading Aggregate Fill: At least 6 inches of fill material is required for the
initial lift thickness of aggregate fill over geogrids. However, for very soft conditions, a
significantly thicker fill layer will be required to prevent rutting and/or bearing capacity failure
of the underlying subgrade.
Fill material shall be back -dumped from trucks riding on top of the reinforced fill and bladed
onto the geogrid in such a manner that the fill rolls onto the grid ahead, e.g., by gradually
raising dozer blade while moving forward.
Standard, highway -legal, rubber -tired trucks (end dumps and belly dumps) may drive over
the geogrid at very slow speeds (less than 5 mph) and dump aggregate fill as they advance.
This construction traffic shall not cause rutting upon bare subgrade. Turns and sudden
starts and stops shall be avoided.
On softer subgrades, it may be necessary to back trucks up and dump fill upon previously
placed fill. Caution shall be taken to avoid overstressing the subgrade soil both during and
after fill placement.
Tracked equipment shall not be driven directly on the geogrid. A minimum of 6 inches of
aggregate fill (or required minimum design fill thickness) shall be spread between the
geogrid and tracked equipment. On softer subgrades, a lightweight, low ground pressure
(LGP) dozer shall be used to evenly push out the fill over the exposed geogrid. Do not to
catch the dozer blade or other equipment on the geogrid. The dozer blade shall be raised
gradually as each lift is pushed out over the geogrid. The fill material shall cascade onto
the geogrid, rather than being pushed into it.
Be aware of geogrid overlaps and advance the aggregate fill with the shingle pattern.
(e) Compacting. Material placed over the geogrid shall be compacted in accordance with the
compaction requirements for embankment for this project or as directed. Care shall be
taken to assure the geogrid not damaged. To ensure the geogrid is not damaged, rollers
shall use static mode instead of vibratory mode. Backfill shall be compacted to 95 percent
of the maximum density as determined by AASHTO T-99. The moisture content of the
backfill material prior to and during compaction shall be uniformly distributed throughout
each layer and shall be within two percent of optimum.
Method of Measurement
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420.14. Geogrid reinforcement will be measured in place by the square yard of surface area,
completed and accepted.
Basis of Payment
420.15. The accepted quantities will be paid for at the contract unit price per square yard.
Payment will be made under:
Pay Item
Pay Unit
Geogrid (Reinforcement)
Square Yard
Payment will be full compensation for all labor, materials, equipment, and other items
necessary and incidental to the completion of the work.
Overlaps and wastage will not be measured and paid for but shall be included in the work.
Aggregate Base Course will be paid for as provided in Section 304.
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Division 500 — Structures
Section 501 — Steel Sheet Piling
Description
501.01. This work consists of furnishing and driving corrugated steel sheeting or steel sheet
piling per these specifications and in conformity to the lines and grades shown on the plans or
established.
Materials
501.02. Type I Steel Sheet Piling shall be used where shown on the plans and shall be a
corrugated steel sheeting non -galvanized interlocking type, at least 8 gauge in thickness with a
minimum section modulus of 1.300 cubic inches per unit of 12 inches in width. Steel sheeting
shall conform to ASTM A857, Grade 36 for 7 gauge or 8 -gauge steel, Grade 30 for heavier
gauges. The sides for each piece of sheeting shall be furnished with an interlock that is
continuous for the full length of the sheeting. The interlock shall have an opening of sufficient
width to allow free slippage of the adjoining sheet.
501.03. Type II Steel Sheet Piling shall be of the type and weight shown on the plans and shall
conform to the requirements of AASHTO M202 or AASHTO M270, Grade 50.
Construction Requirements
501.04. Steel sheet piling shall be driven to form a tight bulkhead. A driving head shall be used
and any piling which does not provide a tight bulkhead shall be pulled and replaced at the
Contractor's expense.
Steel sheet piling that is full length as shown on the plans and is required to be driven below the
specified cut-off elevation shall be spliced with additional steel sheet piling with a full penetration
butt weld. Splicing will be limited to three per pile sheet. A splice shall not be less than 3 feet
from another splice on the same pile.
Welding shall conform to the applicable requirements of ANSI/AWS D 1.1.
Where specified on the plans, sheet piling shall be painted as described in subsection 509.24.
Method of Measurement
501.05. Steel sheet piling will be measured by the square foot, complete in place and accepted,
to cut-off elevation. Each approved splice will be measured as an additional 3 square feet of
sheet pile.
The area of sheet piling cut-off to be measured will be those random areas of sheet piling which
result from cutting off the tops of driven sheet piling and not used in the work.
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Basis of Payment
501.06. The accepted quantities of steel sheet piling will be paid for at the contract unit price per
square foot of each type used.
Payment will be made under:
Pay Item
Pay Unit
Steel Sheet Piling (Type _)
Square Foot
Sheet piling cut-offs 10 square feet or less in area will be paid for at the contract unit price less
20 percent. These cut-offs shall become the property of the Contractor.
Sheet pile cut-offs greater than 10 square feet will not be paid for.
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Section 502 — Piling
Description
502.01. This work consists of furnishing and driving foundation piles, other than sheet piling.
Materials
502.02 Rolled Structural Steel Piles. Steel used in rolled structural steel piles shall conform to
the requirements of ASTM A572/A572M or ASTM A992/A992M. Sections of piles shall be of "H"
or "W" shape. The flange projection shall not exceed 14 times the minimum thickness of metal
in either the flange or the web, and flange widths shall not be less than 80 percent of the depth
of the section. The nominal depth in the direction of the web shall not be less than 8 inches.
Flanges and web shall have a minimum nominal thickness of 0.375 inches or greater.
502.03 Steel Pipe Piles. Steel pipe piles shall conform to the requirements of ASTM A252,
Grade 2 or higher. Ends of closed -end pipe piles shall be closed with a flat plate, forged or cast
steel conical point, or other end closure design approved by the Engineer. End plates used on
closed -end pipe piles shall be made of ASTM A36/A36M steel or better. End plates shall have
a minimum thickness of 0.75 inches. The diameter and thickness of the end plates shall be as
shown on the plans. The end plate shall be cut flush with the outer pile wall. The end of the pipe
shall be beveled before welding to the end plate using a partial penetration groove weld.
502.04 Protective Coatings. If there is a required protective coating, the Contractor shall
restore or repair any damage to the coating.
Construction Requirements
502.05 Pile Driving Equipment. All equipment, including the pile driving hammer, hammer
cushion, helmet, pile cushion, and other appurtenances to be furnished by the Contractor shall
be approved in advance by the Engineer before any driving can begin. Pursuant to obtaining
this approval, the Contractor shall submit a description of pile driving equipment to the Engineer
at least two weeks before pile driving is to begin. The description shall contain sufficient detail
so that the proposed driving system can be evaluated by wave equation analysis. The Contractor
shall submit to the Engineer results of a wave equation analysis to show that the piles are
drivable.
Hammer efficiencies shown in Table 502-1 shall be used in the wave equation analysis of vertical
piles unless better information is available. Hammer efficiencies shall be adjusted for batter
driving.
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Table 502-1 — Pile Drivina Hammer Efficiencies
Hammer Type
Hammer Efficiency (%)
Single -acting steam/air
67
Double-acting steam/air
50
Diesel
80
Hydraulic or diesel with built-in energy measurement
90
For steam, air, and diesel hammers, a minimum manufacturer's rated energy for specific HP
Piles sizes shall be used as shown in Table 502-2.
Table 502-2 — Minimum Manufacturer's Pile Driving Hammer Rated Energy Per Pile
Size
Pile Size
Area (Square Inches)
Minimum Energy (Foot -Pounds)
HP 10x42
12.4
26,000
HP 10x57
16.8
26,000
HP 12x53
15.5
26,000
HP 12x74
21.8
42,000
HP 14x89
26.1
52,000
HP 14x117
34.4
68,000
The rated energy of the hammer shall not be greater than 2,500 foot-pounds per square inch of
unit area. Exceptions to these limits are permissible if it is demonstrated by wave equation
analysis that the piles can be safely and efficiently installed with hammers having ratings outside
of these energy limits.
The criteria that the Contractor and the Engineer will use to evaluate the driving equipment shall
consist of both the required number of hammer blows per foot at the required nominal resistance
and the pile driving stresses over the entire driving process. The required number of hammer
blows indicated by the wave equation analysis at the required nominal driving resistance shall
be between 30 and 120 blows per foot for the driving equipment to be deemed acceptable.
In addition, the piles stresses, which are determined by the wave equation analysis for the entire
driving operation, shall not exceed 90 percent of the yield point of the steel pile material.
During pile driving operations, the Contractor shall use the approved system. Any change in the
driving system shall be considered only after the Contractor has submitted revised pile driving
equipment data and wave equation analysis. The Contractor shall be notified of the acceptance
or rejection of the driving system changes within two working days of the Engineer's receipt of
the requested change. The time required for submission, review, and approval shall not
constitute the basis for a contract time extension to the Contractor.
Approval of the piling driving equipment shall not relieve the Contractor of responsibility to drive
piles, free of damage, to the required nominal resistance and, if specified, the minimum
penetration, shown in the contract documents.
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(a) Pile Hammers. Steam, air, diesel, or hydraulic impact hammers shall be used to drive all
types of piles.
1. Single or Double Acting Steam and Air Hammers
Proximity switches and an electronic readout device shall be provided before driving
piling. Hammer performance shall be evaluated by the Contractor at the end of driving
each pile by measuring blows per minute and comparing these blows with the
manufacturer's recommendations.
2. Diesel Hammers
If open-end (single -acting) diesel hammers are not equipped with a device to measure
impact velocity at all times during pile driving operations, the stroke shall be obtained
by the Contractor by measuring the speed of operation either manually or with a device
that takes the measurement automatically.
Closed -end double acting diesel hammers shall be equipped with an accurate bounce
chamber pressure gauge. The Contractor shall provide the Engineer a calibrated chart
equating bounce chamber pressure to either equivalent energy or stroke for the
closed -end diesel hammer to be used. A copy of calibration records of actual hammer
performance performed within 90 days before the beginning of the work shall be
submitted to the Engineer.
3. Hydraulic Hammers
Hydraulic hammers shall be equipped with a controlled variable stroke system and a
readout device to measure ram energy. The plant and equipment shall be equipped
with accurate pressure and velocity gauges and an energy readout device.
4. Vibratory Hammers
Vibratory or other pile driving methods may be used only when specified in the
Contract or in writing by the Engineer. Except when pile lengths have been evaluated
from static load test piles, the nominal driving resistance of piles driven with vibratory
hammers shall be verified by additional driving of the first pile driven in each group of
10 piles with an impact hammer of suitable energy to measure the nominal resistance
before driving the remaining piles in the group. In case of variable soils, additional
piles shall be verified by an impact hammer as directed by the Engineer. All piles that
rely primarily on point bearing capacity shall be re -driven with an impact hammer.
(b) Hammer Cushion. All impact pile driving equipment shall be equipped with a suitable
hammer cushion to prevent damage to the hammer or piles and to ensure uniform driving
behavior. Wood, wire rope, and asbestos cushion material shall not be used. A striker plate
recommended by the hammer manufacturer shall be used. Any hammer cushion whose
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thickness is reduced by 10 percent or more of the original thickness shall be replaced at
the Contractor's expense before driving is permitted to continue.
(c) Leads. Pile driving leads shall be constructed in a manner that affords the pile hammer
freedom of movement while maintaining alignment of the pile hammer and the pile to
ensure concentric impact for each blow. Leads may be either fixed or swinging. Swinging
leads shall be fitted with a pile gate at the bottom of the leads and shall be long enough to
be securely fixed at the ground at all times.
(d) Followers. Followers shall be used only when specified on the plans or approved in writing
by the Engineer. The follower and pile shall be maintained in proper alignment during
driving. The follower shall be of such material and dimensions to permit the piles to be
driven to the blow count determined to be necessary.
(e) Jetting. Jetting is permitted only if specified in the Contract or approved in writing by the
Engineer. The Contractor shall determine the number of jets and the volume and pressure
of water at the jet nozzles necessary to freely erode the material adjacent to the pile.
The Contractor shall control and dispose of all jet water per subsection 107.25. If jetting is
specified or approved by the Engineer and is performed according to the specifications or
as approved by the Engineer, the Contractor shall not be held responsible for any damage
to the site caused by jetting operations. If jetting is used for the Contractor's convenience,
the Contractor shall be responsible for all damages to the site caused by jetting operations.
Unless otherwise specified by the Engineer or the Contract, jet pipes shall be removed
before or when the pile tip is 5 feet above the minimum or final tip elevation, and the pile
shall be driven with an impact hammer, without jetting, to the final tip elevation or to the
required nominal resistance. If the required nominal resistance is not reached at the final
tip elevation, the pile may be set up and the required nominal resistance will be determined
by re -striking the pile.
502.06 Driving Piles. Piles shall not be driven until required excavation or fill placement is
complete, unless authorized by the Engineer. After driving is complete, all loose and displaced
material shall be removed from around the piling before pouring any concrete.
Piles shall be driven within a variation of 1/4 inch or less per foot from the vertical or from the
batter shown on the plans. The tendency of steel piles to twist or rotate shall be prevented and
corrected. Foundation piles shall be within 6 inches of the position shown on the plans after
driving. No pile shall be closer than 4 inches from an edge of the pile cap. Pulling or pushing
laterally on installed piles to correct misalignment or splicing a properly aligned section on a
misaligned section will not be allowed. The at cutoff elevation shall be within 2 inches of plan
elevation for bent caps supported by piles.
Piles driven at integral end bents shall be installed so that the axial alignment of the top 10 feet
of the pile is within two percent of the specified alignment.
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The order of placing individual piles within a pile group shall begin from the center of the group
and proceed outward in both directions unless an alternate installation sequence is approved by
the Engineer in writing. For a bent with a single row of piles, pile driving shall begin at one end
of the bent and proceed toward the opposite end.
If the location or alignment tolerances are exceeded, the extent of overloading shall be
investigated. If the Engineer determines that corrective measures are necessary, such corrective
measures shall be designed and constructed by the Contractor. Proposed corrective measures
will be subject to approval by the Engineer.
502.07 Predrilling to Facilitate Pile Driving. Drilled holes shall be 2 inches smaller than the
diameter or diagonal of the pile cross section. If subsurface obstructions, such as boulders or
rock layers, are encountered, the hole diameter may be increased to the least dimension which
is adequate for pile installation. Except for end bearing piles, drilling shall be stopped at least 5
feet above the pile tip elevation shown on the plans. The pile shall then be driven with an impact
hammer to the specified penetration resistance. Where piles are to be end bearing on rock or
very dense cobbles and gravels (hardpan), drilling may be carried to the surface of the rock or
the hardpan. The piles shall then be driven with an impact hammer to ensure proper seating.
Any void space remaining around the pile after completion of driving shall be filled with sand,
pea gravel, concrete, or other materials as specified in the Contract. If the diameter of the drilled
hole is exceeded due to sloughing, drifting, over -drilling, or other causes, additional material
required to fill this added void area will be at the Contractor's expense.
The Engineer will determine if shooting holes with explosives or redesign is necessary when
piles cannot be driven, or holes drilled.
When test piles are shown on the plans they shall be used to determine if drilling or jetting holes
to facilitate pile driving is required. If the test pile or piles do not reach the minimum tip elevation
shown on the plans and do not develop the required nominal resistance as specified in
subsection 502.09, holes shall be drilled or jetted to facilitate pile driving.
502.08 Filling and Capping Piles. Steel pipe piles will be inspected after all adjacent piles within
a 5 -foot radius have been driven. Before concrete is placed in the pipe pile, it shall be inspected
by an acceptable method to confirm the full pile length and dry bottom condition. If accumulations
of water in the pipe piles are present, the water shall be removed before the concrete is placed.
The concrete for concrete -filled pipe piles shall be Class BZ and shall conform to the
requirements of section 601.
Concrete shall be placed in each pipe pile in a continuous operation. No concrete shall be placed
until all driving within a radius of 15 feet of the pipe pile has been completed, or all driving within
a 15 -foot radius shall be discontinued until the concrete in the last pipe pile cast has set for at
least two days.
502.09 Determination of Nominal Driving Resistance. The Engineer will use one of the
following methods as specified to determine the nominal driving resistance of a driven pile.
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(a) Wave Equation Analysis. The Engineer will use a wave equation analysis to determine the
driving criterion necessary to reach the required nominal driving resistance of the pile. Soil
and pile properties to be used in this analysis shall be as shown in the Contract or as
determined by the Engineer. The Contractor shall supply the Engineer the necessary
information on the proposed driving equipment to perform the wave equation analysis.
(b) Dynamic Testing. The length of the pile used in the dynamic test shall be a minimum of 10
feet greater than the estimated length of production piles in order to provide for variation in
soil conditions. Dynamic monitoring shall be performed to obtain the nominal driving
resistance, pile driving stresses, pile integrity, pile driving system performance, and final
driving criteria. Dynamic monitoring shall be conducted by Pile Driving Analyzer (PDA) per
ASTM D4945. PDA shall be performed on the first pile driven to the plan requirements.
A minimum of one production pile per bent (abutment or pier foundation) shall be monitored
as a test pile. Dynamic monitoring shall be conducted by the Contractor's Engineer. The
Contractor's Engineer conducting the PDA shall be a licensed Professional Engineer who
has achieved one of the following certification levels: intermediate, advanced, master, or
expert through the Dynamic Measurement and Analyses Proficiency Test conducted by
Pile Dynamics, Inc., and the Pile Driving Contractors Association. A Contractor's Engineer
with a lower certification level than intermediate can provide dynamic monitoring as long as
this individual is under the direct supervision of an Engineer with intermediate certification
level or higher.
The Contractor shall notify the Project Engineer at least seven calendar days before the
scheduled date of driving piles to be monitored by PDA. The Contractor shall confirm the
driving date three calendar days before the scheduled driving date. The Contractor shall
indicate at which foundation production pile driving is to begin. The Contractor's Engineer
conducting the PDA will provide final driving criteria for the indicated foundation.
Each pile to be tested shall be instrumented with force and acceleration transducers. The
transducers shall be installed before striking the pile. The pile driving may need to be
temporarily interrupted for the transducers to be adjusted or replaced, or for the monitoring
results to be assessed.
The Contractor shall drive the test pile to the minimum tip elevation and to the penetration
depth at which the dynamic test equipment indicates that the nominal driving resistance
shown on the plans has been achieved. The Contractor may reduce the driving energy
transmitted to the pile by using additional cushions or reducing the energy output of the
hammer in order to maintain stresses below the value shown in subsection 502.05. If non -
axial driving is indicated by the dynamic test equipment measurements, the Contractor shall
immediately realign the hammer system.
If restriking is specified in the Contract documents, the Contractor shall wait at least one
hour before the restriking of the test pile. The hammer shall be warmed up before restriking
begins by applying at least 20 blows to another pile or other fixed object. The maximum
amount of penetration required during restrike shall be 3 inches, or the total number of
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hammer blows shall be 20, whichever occurs first. If the pile does not achieve the required
nominal driving resistance during restrike, the Contractor's Engineer conducting the PDA
shall specify additional pile penetration and testing.
If the required nominal driving resistance has been reached in natural ground and piles
have not been driven to the estimated tip elevation, but have been driven below minimum
tip elevation, the Contractor's Engineer conducting the PDA may direct the driving to be
continued for 40 additional blows.
Once the dynamic monitoring is complete, the Contractor's Engineer conducting the PDA
shall run Case Pile Wave Analysis Program (CAPWAP) analyses and shall provide the final
driving criteria the same day of the test to the Engineer. Production piles driven before
receipt of the final driving criteria shall be done at the Contractor's risk. Final driving criteria
for additional structures shall be provided within two business days of the test or when
multiple test piles are dynamically tested the same day. A detailed report electronically
sealed by the Contractor's Engineer conducting the PDA shall include the pile driving
criteria with the PDA and CAPWAP results and shall be submitted to the Engineer for
acceptance within two business days after the dynamic monitoring.
If changes are made to the pile driving system (hammer, fuel setting, piling, cushioning,
etc.) after the dynamic monitoring has been completed and driving criteria established, new
driving criteria shall be determined using the PDA. New criteria shall be determined at the
Contractor's expense. If the Engineer requests additional piles to be monitored, pile
monitoring will be paid for per subsection 502.16.
(c) Static Load Test. If a static load test is used to determine the pile axial resistance, the test
shall not be performed less than five days after the test pile was driven unless approved by
the Engineer or otherwise specified in the Contract. The static load test shall follow the
procedures specified in ASTM D1143/D1143M, and the loading procedure shall follow the
Quick Load Test Method, unless detailed longer -term load -settlement data are needed, in
which case the standard loading procedure shall be used. Testing equipment and
measuring systems shall conform to ASTM D1143/D1143M.
The Contractor shall submit detailed documents for the proposed loading apparatus,
prepared by a Licensed Professional Engineer, to the Engineer for review. The submittal
shall include calibrations for the hydraulic jack, load cell, and pressure gauge conducted
within 30 days before mobilization to the job site. Tension (anchor) piles that will later be
used as permanent piles in the work shall be of the same type and size as the production
piles and shall be driven at the same time as the test pile in the location of permanent piles
where feasible.
While performing the static load test, the Contractor shall provide safety equipment and
employ adequate safety procedures. Adequate support for the static load test plates, jack,
and ancillary devices shall be provided to prevent them from falling in the event of a release
of load due to hydraulic failure, test pile failure, or other cause.
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The method of defining failure of the static load test shall be as defined in the Contract.
Based on the static load and dynamic test results, the Contractor's Engineer conducting
the PDA will provide the final driving criteria for production pile acceptance.
When specified, tension static load tests shall be conducted per ASTM D3689. When
specified, lateral load tests shall be conducted per ASTM D3966.
502.10 Nominal Driving Resistance of Production Piles. Production piles shall be driven to
the depth necessary to obtain the required nominal driving resistance as determined by
subsection 502.09. If a minimum pile tip elevation is shown on the plans, in addition to obtaining
the required nominal driving resistance, production piles shall also be driven to the minimum pile
tip elevation.
When the nominal driving resistance is determined per subsection 502.09(a) or subsection
502.09(b) for acceptance, the Engineer will record the blow count per inch or foot of pile
movement and the associated hammer stroke for the last two consecutive feet of driving, and
the final pile tip elevation as per the pile driving criteria established through the wave equation
analysis or dynamic test.
Practical refusal will be defined as 10 blows per inch of penetration for a maximum of three
consecutive inches of pile penetration and with the hammer operated at its maximum fuel or
energy setting, or at a reduced fuel or energy setting recommended by the Engineer based on
pile installation stress control and less than 1/4 inch rebound per blow. The Contractor shall stop
driving as soon as the Engineer determines that the pile has reached practical refusal.
Absolute refusal is defined as 20 blows for 1 inch or less of pile penetration. Driving shall
terminate immediately if this criterion is achieved. In the case of hard rock, an absolute refusal
criterion of 5 blows per 1/4 inch or 10 blows per 1/2 inch should be adopted to reduce the risk of
pile toe or driving equipment damage.
The nominal driving resistance of jetted piles shall be based on impact driving penetration
resistance after the jet pipes have been removed. Jetted piles not attaining the nominal driving
resistance at the ordered length shall be spliced and driven with an impact hammer until the
nominal driving resistance is achieved per the driving criteria in subsection 502.09.
502.11 Piling Length. The lengths of piles shown on the plans and in the Schedule of Pay Items
are estimated lengths and are for bidding purposes only. Piles may be ordered in plan lengths
or standard production lengths. The Contractor shall provide the actual length of piles necessary
to obtain the nominal driving resistance and penetration depth required as determined from
results obtained from driving representative test piles or other pertinent data. There will be
expected variations in final tip elevations due to differences in nominal pile driving resistance.
The final tip elevation of each pile shall be determined during the driving operation.
A minimum pile penetration of 10 feet below the bottom of the footing elevation in natural ground
is required for all piles. This requirement may be waived by the Engineer if the subsurface
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material at the pile tip location is bedrock or other acceptable bearing material provided that the
bearing elevation is below scour depth.
If minimum tip elevations are specified, the Contractor shall drive piles to a penetration depth
that satisfies this requirement in addition to the nominal driving resistance. If the pile cannot be
driven to the minimum tip elevation, the Engineer will determine if pre -drilling is required.
Water jets may be used in conjunction with the hammer to obtain the specified penetration only
with approval by the Engineer. The last 5 feet of penetration shall be obtained by driving without
the use of water jets. Test blows to determine average penetration shall be applied after the jets
have been removed. The use of water jets shall not modify any of the requirements of this
specification.
502.12 Extensions and Splices. When the American Welding Society (AWS) D1.1 Structural
Welding Code is cited in this section, it shall be the current edition.
Full length piles shall be used where practicable. The number of splices shall be kept to a
minimum. Commercially available splices may be used if approved by the Engineer.
All welded splices shall be partial joint penetration (PJP) unless designated otherwise on the
plans. All welded splices shall be made by using a prequalified joint designation per AWS D1.1.
The CJP design shall include beam copes (weld access holes) through the web of the pile at the
junctures with the flanges. Copes shall be made per AWS D1.1, section 5.17. If backing is used
it shall be per AWS D1.1. Removal of the backing after welding is not required.
Personnel performing welding inspection shall be a certified welding inspector (CWI) per AWS
D1.1, Chapter 6. All welded pile splices shall be made per a written Welding Procedure
Specification (WPS) that shall be reviewed, and approved by the Contractor's CWI, before
welding any piling splices on the project. The WPS shall list all essential variables of the process
per AWS D1.1. The WPS shall be available for review by the Engineer.
All welded splices shall be made with low hydrogen electrodes. The Contractor shall adhere to
the low hydrogen practice for electrodes per AWS D1.1.
All cuts at splices shall be made normal to the longitudinal axis of the pile. The cut-off portion
may be driven to start the next pile, or it may be welded to previously driven piles to provide the
necessary extension length.
All welders shall be currently qualified per AWS D1.1. Welder qualifications shall be approved
by the Contractor's CWI before the start of welding. The welder shall be requalified if any
essential variables listed in AWS D1.1 are not met.
The Contractor shall provide an AWS Certified Welding Inspector (CWI) on the project site for
quality control. The CWI shall inspect all production stages of the welded splice, including
assembly of the splice joint, during welding, and after welding to ensure that workmanship and
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materials meet the requirements of the Contract. The CWI shall submit a record of all weld
inspection documentation to the Engineer.
The Contractor's inspector performing UT testing of CJP splices shall be qualified per the current
edition of the American Society for Nondestructive Testing Practice No. SNT-TC-1A. Individuals
who perform nondestructive testing shall be qualified for NDT Level II.
The first two CJP welded splices shall be ultrasonically tested (UT) for acceptance per Table 6.3
of AWS D1.1. If both of the UT tested CJP splices are determined to be acceptable, no further
UT testing of CJP splices will be required. If either of the first two UT tested CJP splices are not
acceptable, UT testing of CJP splices shall continue until two consecutive tests are acceptable.
502.13 Defective Piling. Piles damaged in driving by reasons of internal defects or improper
driving shall be corrected by one of the following approved methods:
(1) The pile shall be withdrawn and replaced by a new, and if necessary, longer pile.
(2) A second pile shall be driven adjacent to the defective pile.
Piles driven below the specified butt elevation shall be corrected by one of the following approved
methods:
(1) The pile is spliced or built up as otherwise provided.
(2) A sufficient portion of the footing is extended down to properly embed the pile.
A pile driven out of its proper location per subsection 502.06 shall be corrected by one of the
following methods:
(1) One or more replacement piles are driven next to the out -of -position piles.
(2) The footing is extended laterally to incorporate the out -of -location pile.
(3) Additional reinforcement is added.
All such remedial materials and work shall be approved by the Engineer and furnished and
performed at the Contractor's expense.
All piles pushed up by the driving of adjacent piles shall be driven down again.
502.14 Pile Tips. If difficult driving conditions are encountered, the Engineer may direct the
Contractor to furnish and attach pile tips even though tips are not required on the plans.
Method of Measurement
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502.15. Piling will be measured by the linear foot in place. Measurement shall be from the tip to
the cut-off elevation.
Where piling is driven to within 1 foot of the elevation of cut-off, butt ends will be included in the
length measured for piling actually driven.
Measurement of splices will be limited to two per steel pile.
Partial Joint Penetration (PJP) welded splices for piles, when specified on the plans, will be
measured as additional length of pile. The additional length for each PJP splice will be measured
as follows: steel "H" piles, 3 linear feet; steel pipe piles, 3 linear feet. CJP welded splices, when
specified in the plans, will be the actual number completed and accepted per splice.
Pile tips and end plates for steel pipe piles will be measured by the actual number installed.
Drilled holes to facilitate pile driving will be measured by linear foot.
Basis of Payment
502.16. The accepted quantities will be paid for at the contract unit price per unit of measurement
for each of the pay items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Steel Piling (size)
Linear Foot
Steel Pipe Piling (size)
Linear Foot
Drilling Hole to Facilitate Pile Driving
Linear Foot
End Plate
Each
Pile Tip
Each
Dynamic Pile Test
Each
Static Pile Test
Each
Complete Joint Penetration (CJP) Splice
Each
All costs for providing Certified Welding Inspector (CWI) services for Partial Joint Penetration
(PJP) welded splices shall be included in the additional measured length of pile per subsection
502.12.
Complete Joint Penetration (CJP) splices shall be paid for at the contract unit price for each
completed and accepted CJP Splice. All costs for completing the CJP welded splices including,
but not limited to, Ultrasonic Testing, Certified Welding Inspector (CWI) services, and required
documentation shall be included in the price per each for Complete Joint Penetration (CJP)
Splice.
Steel cut-offs 10 feet or less in length will be paid for at the contract unit price minus 20 percent.
These cut-offs shall become the property of the Contractor.
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Steel cut-offs greater than the above specified lengths will not be paid for.
Authorized jetting, blasting, or other work necessary to obtain the specified penetration of piles
will be paid for per subsection 109.04.
Concrete used to fill steel pipe will not be measured and paid for separately but shall be included
in the work.
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Section 503 — Drilled Shafts
Description
503.01. This work consists of furnishing all materials, labor, tools, equipment, services and
incidentals necessary to construct the drilled shafts (also referred to as drilled caissons, drilled
piers, cast -in -place -drilled -holes, or cast -in -situ piles) per the Contract Documents and this
Specification.
Submittals and Meetings
503.02 Submittals. At least 30 days before the start of drilled shaft construction, the Contractor
shall submit to the Engineer an electronic file of a project reference list verifying the successful
completion by the Contractor of at least three separate foundation projects within the last five
years with drilled shafts of similar size (diameter and depth) and construction difficulty to those
shown on the Plans in similar subsurface geotechnical conditions. A brief description of each
project and the project owner's contact name and current phone number shall be included for
each project listed. Work shall not begin until all required submittals have been received by the
Engineer.
(a) Experience and Personnel. The personnel assigned to the project shall have the following
minimum experience:
1. On -site supervisors shall have a minimum of two years of experience in supervising
construction of drilled shaft foundations of similar size (diameter and depth) and
installation method to those shown on the Plans and similar geotechnical conditions
to those described in the geotechnical report. The work experience shall be direct
supervisory responsibility for the on -site drilled shaft construction operations. Project
management level positions indirectly supervising on -site drilled shaft construction
operations are not acceptable for this experience requirement.
2. Drill rig operators shall have a minimum of one year of experience in construction of
drilled shaft foundations.
The Engineer may request a list identifying on -site supervisors and drill rig operators
assigned to the project for review. The list shall contain a detailed summary of each
individual's experience in drilled shaft excavation operations. The Contractor shall inform
the Engineer in writing of changes to field personnel.
(b) Drilled Shaft Installation Plan. At least 30 days before the start of drilled shaft construction
the Contractor shall submit an electronic file of a Drilled Shaft Installation Plan narrative. In
preparing the narrative, the Contractor shall reference the available subsurface
geotechnical data provided in the Contract and any geotechnical reports prepared for this
project. This narrative shall provide at a minimum the following information:
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1. Description of overall construction operation sequence and the sequence of drilled
shaft construction when in groups or lines.
2. A list, description, and capacities of proposed equipment including but not limited to
cranes, drills, augers, bailing buckets, final cleaning equipment and drilling unit. As
appropriate, the narrative shall describe why the equipment was selected and
suitability to the anticipated site and subsurface conditions.
3. Details of drilled shaft excavation methods, including proposed drilling methods,
methods for cleanout of the bottom of the excavation hole and a disposal plan for
excavated material including drilling slurry (if applicable). This shall include means and
methods to address subsurface geotechnical conditions including boulder and
obstruction removal techniques if such are indicated in the Contract subsurface
geotechnical information or Contract Documents.
4. Details of the methods to be used to ensure drilled shaft hole stability (i.e., prevention
of caving, bottom heave, etc. using temporary casing, slurry, or other means) during
excavation and concrete placement.
5. Detailed procedures for mixing, using, maintaining, storing, and disposing of the slurry
shall be provided if applicable. A detailed mix design (including all additives and their
specific purpose in the slurry mix) and a discussion of its suitability to the anticipated
subsurface geotechnical and site conditions shall also be provided for the proposed
slurry.
6. The submittal shall include a detailed plan for process control of the selected slurry
including property tests, test methods, and minimum and/or maximum property
requirements which must be met to ensure that the slurry functions as intended for the
anticipated subsurface conditions and shaft construction methods per the slurry
manufacturer's recommendations and these specifications.
7. When casings are proposed or required, casing dimensions and detailed procedures
for casing installation, removal, advancing the casing, and excavating the drilled shaft
hole per subsection 503.12(b) shall be provided.
8. When removing casing, detail the method to extract the casing to maintain shaft
reinforcement in proper alignment and keep concrete workable during casing
extraction.
9. Details of concrete placement including proposed equipment and procedures for
delivering concrete to the drilled shaft, placement of the concrete into the shaft,
placement and raising of the tremie or pump line during placement, size of tremie and
pump lines, operational procedures for pumping, and a sample uniform yield form to
be used by the Contractor for plotting the volume of concrete placed versus the depth
of shaft for all shaft concrete placement. Describe the method to be used to form a
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horizontal construction joint during concrete placement. Include details of procedures
to prevent loss of slurry or concrete into waterways, and other areas to be protected.
10. Describe the method and materials that will be used to fill or eliminate all voids below
the top of shaft between the plan shaft diameter and excavated shaft diameter, or
between the shaft casing and surrounding soil if permanent casing is specified.
11. Details of any required load tests or shaft integrity tests including equipment,
instrumentation, procedures, calibration data for test equipment, calculations and
drawings.
12. Details and procedures for protecting existing structures, utilities, roadway and other
facilities during drilled shaft installation. The stability of the existing structures is the
responsibility of the contractor. Any new drilled shaft that is placed next to existing
structures/drilled shafts with the potential to affect stability shall be considered safety
critical work and shall follow the submittal requirements as specified in subsection
107.06.
(c) Slurry Technical Assistance. If slurry is to be used to construct the drilled shafts, the
Contractor shall provide or arrange for technical assistance from the slurry manufacturer
as specified in subsection 503.12(b)(5)(A). The Contractor shall submit three copies of the
following to the Engineer at least 14 days before the start of drilled shaft construction:
1. The name and current phone number of the slurry manufacturer's technical
representative assigned to the project.
2. The names of the Contractor's personnel assigned to the project and trained by the
slurry manufacturer's technical representative in the proper use of the slurry. The
submittal shall include a signed training certification letter from the slurry manufacturer
for each individual including the date of the training.
(d) Logs of Shaft Construction. The Contractor's Quality Control staff shall prepare inspection
logs using CDOT Form 1333 — Inspector's Report of Caisson Installation documenting each
shaft construction activity. In addition, the Contractor shall prepare and submit the logs
documenting any subsurface investigation borings or rock core holes performed by the
Contractor at drilled shaft foundation locations.
In addition to the information required on the Form 1333, the Contractor shall provide the
following information: type and dimensions of tools and equipment used, any changes to
the tools and equipment; type of drilling fluid if used, the results of slurry tests, any problems
encountered, and method used for bottom cleaning.
In addition to the information required on the Form 1333, concrete placement records shall
include at least the following information: tremie tip elevation during concrete placement,
and concrete yield curve (volume versus concrete elevation, actual and theoretical).
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A complete set of shaft inspection logs for an individual drilled shaft shall be submitted to
the Engineer within 48 hours of the completion of concrete placement at the shaft.
503.03 Meetings. The Engineer will evaluate the Drilled Shaft Installation Plan for conformance
with the Contract within ten working days after receipt of the submission. At the option of Weld
County, a Shaft Installation Plan Submittal Meeting may be scheduled following review of the
Contractor's initial submittal of the Plan. Those attending the Shaft Installation Plan Submittal
Meeting, if held, shall include the following: the superintendent, on -site supervisors, and other
Contractor personnel involved in the preparation and execution of the Drilled Shaft Installation
Plan.
(1) The Project Engineer and Owner's personnel involved with the structural, geotechnical, and
construction review of the Drilled Shaft Installation Plan together with Owner's personnel
who will provide inspection and oversight during the drilled shaft construction phase of
project.
The Contractor shall submit to the Engineer updates or modifications to the Drilled Shaft
Installation Plan whenever such updates or modifications are proposed. The Engineer will
evaluate the new information for conformance with the Contract Plans and Specifications
and respond within ten working days after receipt of the submission.
A shaft Pre -construction meeting shall be held at least five working days before the
Contractor beginning any shaft construction work at the site to discuss investigative boring
information, construction procedures, personnel, and equipment to be used, and other
elements of the accepted Shaft Installation Plan as specified in subsection 503.02(b). If
slurry is used to construct the shafts, the frequency of scheduled site visits to the project
site by the slurry manufacturer's representative shall be discussed. Those attending shall
include:
(2) The superintendent, on -site supervisors, and other key personnel identified by the
Contractor as being in charge of excavating the shaft, placing the casing and slurry as
applicable, placing the steel reinforcing bars, and placing the concrete. If slurry is used to
construct the shafts, the slurry manufacturer's representative and a Contractor's employee
trained in the use of the slurry, as identified to the Engineer per subsection 503.02(c), shall
also attend.
The Engineer, key inspection personnel, and appropriate representatives of Weld County.
If the Contractor's key personnel change, or if the Contractor proposes a significant revision
of the approved Drilled Shaft Installation Plan, an additional conference may be held at the
request of the Engineer before any additional shaft construction operations are performed.
503.04 Control and Disposal of Materials. The Contractor shall collect and properly dispose
offsite all slurry and water displaced during final cleaning and concrete placement. Open pits for
collection of materials may be allowed during construction activities for later disposal. Control all
excavated material, slurry, water, and other matter so that at no time it enters or encroaches
upon the adjacent travel lanes, railroad, water ways, and environmentally sensitive or restricted
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areas as shown on the plans. All environmental regulations for handling, discharge, and disposal
of all construction materials shall be followed.
Materials
503.05 Concrete. Concrete used in the construction of drilled shafts shall be Class BZ per
Section 601. If the concrete does not meet the requirements of Section 601, price reductions
shall be applied to the drilled caisson pay item. The Contractor may elect to use Self
Consolidating Concrete (SCC) Class BZ.
503.06 Reinforcing Steel. Reinforcing steel shall be per Section 602. When necessary, vertical
bars shall be bundled in order to maximize clear space between vertical reinforcement. Rolled
hoops or bundled spirals shall be used in order to maximize the clear space between horizontal
reinforcement. Reinforcing steel cages for drilled shafts with varying shaft and socket diameters
shall be designed with a single, uniform diameter. At all times, the reinforcing bars and fabricated
steel reinforcing cage shall be supported off the ground surface and shall be protected from
contamination of mud, oils and solvents, and other deleterious materials. The steel shall be free
of excessive rust (flaking, peeling, and thick coating) at the time of cage placement into the hole.
Any contamination or excessive rust shall be cleaned and removed by the Contractor to the
Engineer's acceptance before placement.
503.07 Casings. All permanent structural casing shall be of steel conforming to ASTM
A36/A36M or ASTM A252 Gr 2 unless specified otherwise on the Plans. All splicing of permanent
structural casing shall be per Section 6.13.3, "Welded Connections," of the AASHTO LRFD
Bridge Design Specifications, which includes AASHTO/AWS D 1.5M/ D 1.5 Bridge Welding
Code. All casing shall be watertight and clean before placement in the excavation. Where the
minimum thickness of the casing is specified on the Plans, it is specified to satisfy structural
design requirements only. The Contractor shall increase the casing thickness from the minimum
specified thickness, as necessary and accepted by the Engineer, to satisfy the construction
installation requirements.
All permanent casing shall be of ample strength to resist damage and deformation from
transportation and handling, installation stresses, and all pressures and forces acting on the
casing. For permanent nonstructural casing, corrugated casing may be used. The diameter of
permanent casing shall be as shown on the Plans unless a larger diameter casing is approved
by the Engineer. When a larger size permanent casing is approved by the Engineer, no
additional payment will be made for the increased weight of casing steel or the increased quantity
of drilled shaft excavation and concrete.
All temporary casing shall be a smooth wall structure steel except where corrugated metal pipe
is shown on the Plans as an acceptable alternative material. All temporary casing shall be of
ample strength to resist damage and deformation from transportation and handling, installation
and extraction stresses, and all pressures and forces acting on the casing. The casing shall be
capable of being installed and removed without deforming and causing damage to the completed
shaft and without disturbing the surrounding soil. Temporary casing shall be completely
580
removed, unless otherwise shown on the Plans or approved by the Engineer. The outside
diameter of temporary casing shall not be less than the specified diameter of the shaft.
503.08 Mineral Slurry. Mineral Slurry shall be used per the quality control plan specified in
subsection 503.02(b)(5).
Mineral slurry shall conform to the following requirements:
Table 503-1 — Drilled Caisson Mineral Slurry Requirements
Property
Test
Requirement
Density (pct)
Mud Weight (Density) API 13B-1, Section 1
64.3 to 72
Viscosity
(seconds/quart)
Marsh Funnel and Cup API 13b-1, Section
2.2
28 to 50
pH
Glass Electrode, pH Meter, or pH Paper
8 to 11
Sand Content (%)
API 13B-1, Section 5
4.0 max immediately before
placing concrete
503.09 Polymer Slurry. Polymer slurries, either natural or synthetic, shall be used per the
manufacturer's recommendations, and shall conform to the quality control plan specified in
subsection 503.02(b)(5). The polymer slurry shall conform to the following requirements:
Table 503-2 — Drilled Caisson Polymer Slur ry Reauirements
Property
Test
Requirement
Density (pet)
Mud Weight (Density) API 13B-1,
Section 1
64.3 max
Viscosity
(seconds/quart)
Marsh Funnel and Cup API 13b-1,
Section 2.2
32 to 135
pH
Glass Electrode, pH Meter, or pH Paper
8 to 11.5
Sand Content (%)
API 13B-1, Section 5
1.0 max immediately
before placing concrete
The sand content of polymer slurry before final cleaning and immediately before placing concrete
shall be less than or equal to 1.0 percent, per American Petroleum Institute API 13B-1, Section
5. Slurry temperature shall be at least 40 °F when tested.
503.10 Water Slurry. Water may be used as slurry when casing is used for the entire length of
the drilled hole, or to stabilize the bedrock below the temporary casing provided that the method
of drilled shaft installation maintains stability at the bottom of the shaft excavation. Water slurry
shall conform to the following requirements:
Table 503-3 — Drilled Caisson Water Slur ry Reauirements
Property
Test
Requirement
Density (pet)
Mud Weight (Density) API 13B-1, Section 1
64 max
Sand Content (%)
API 13B-1, Section 5
1.0 max
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503.11 Access Tubes for CSL Testing. Access tubes for CSL testing shall be steel pipe of
0.145 -inch minimum wall thickness and at least 1.5 inches inside diameter. The access tubes
shall have a round, regular inside diameter free of defects and obstructions, including all pipe
joints, in order to permit the free, unobstructed passage of 1.3 inches' maximum diameter source
and receiver probes used for the CSL tests. The access tubes shall be non -galvanized,
watertight, free from corrosion, and with clean internal and external faces to ensure good bond
between the concrete and the access tubes. The access tubes shall be fitted with watertight
threaded caps on the bottom and the top. Grout for filling the access tubes at the completion of
the CSL tests shall be a neat cement grout with a maximum water/cement ratio of 0.45. Drilled
shafts for structures as shown on the CDOT S -Standard drawings shall be excluded from this
testing, except as noted on the plans.
Construction Requirements
503.12 Drilled Shaft Excavation. The excavation and drilling equipment shall have adequate
capacity, including power, torque and down pressure to excavate a hole of both the maximum
diameter and to a depth of 20 feet or 20 percent beyond the maximum shaft length shown on
the Plans, whichever is greater. Blasting will only be permitted if specifically stated on the Plans
or authorized in writing by the Engineer. Once the excavation operation has been started, the
excavation shall be conducted in a continuous operation until the excavation of the shaft is
completed except for pauses and stops. Pauses or interruptions during this excavation operation
will not be allowed except for casing installation, casing splicing and removal of materials or
obstructions. Drilled shaft excavation operation interruptions not conforming to this definition
shall be considered stops. The Contractor shall provide temporary casing at the site in sufficient
quantities to meet the needs of the construction method.
If the drilled shaft excavation is not complete at the end of the shift or series of continuous shifts,
the drilled shaft excavation operation may be stopped provided the Contractor protects the shaft
as indicated in subsection 503.12(b) before the end of the workday.
If slurry is present in the shaft excavation, the Contractor shall conform to the requirements of
subsection 503.12(b)(5) regarding the maintenance of the minimum level of drilling slurry
throughout the stoppage of the shaft excavation operation and shall recondition the slurry to the
required slurry properties per subsections 503.09, 503.10, and 503.11 before recommencing
shaft excavation operations.
Sidewall over -reaming shall be performed when the time for shaft excavation exceeds 24 hours
(measured from the beginning of excavation below the casing when casing is used). Sidewall
over -reaming shall also be performed when the sidewall of the hole is determined by the
Engineer to have softened due to the excavation methods, swelled due to delays in the start of
concrete placement, or degraded because of slurry cake buildup. Over -reaming thickness shall
be a minimum of 1/2 -inch or as directed by the Engineer. Over -reaming may be accomplished
with a grooving tool, over -reaming bucket, or other equipment approved by the Engineer. If over -
reaming is required as a result of the excavation time exceeding the time limit specified, the
Contractor shall bear the costs associated with both sidewall over -reaming and additional drilled
shaft concrete related to over -reaming.
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Excavation to the foundation cap elevation shall be completed before drilled shaft construction
begins unless otherwise noted in the Contract Documents or approved by the Engineer. Any
disturbance to the foundation cap area caused by shaft installation shall be repaired by the
Contractor before placing the cap concrete. When drilled shafts are to be installed in conjunction
with embankment construction, the Contractor shall construct drilled shafts after placement of
the embankment fill unless otherwise shown on the Contract Documents or approved by the
Engineer. Drilled shafts installed before the completion of the embankment fill shall not be
capped until the fill has been placed to the bottom of cap level.
(a) Dry Construction Method. The dry construction method consists of drilling the shaft
excavation, removing accumulated water and loose material from the excavation, placing
the reinforcing cage, and concreting the shaft in relatively dry excavation. The dry
construction method may only be used if the shaft excavation demonstrates that the
following conditions are met: less than 12 inches of water accumulates above the base of
excavation over a period of one hour when no pumping is performed, the sides and bottom
of the hole remain stable without detrimental caving, sloughing, or swelling between the
completion of excavation and concrete placement, all loose material and water can be
satisfactorily removed before inspection and concrete placement (no more than 2 inches of
water will be permitted in the bottom of the shaft excavation at the time of concrete
placement), and the Engineer can visually inspect the sides and bottom of the shaft before
placing the concrete. The drilled shaft excavations shall not be left open overnight unless
cased full depth or otherwise protected against sidewall instability. An open excavation is
defined as a drilled shaft that has not been filled with concrete, or temporarily backfilled
with a material approved by the Engineer per subsection 503.12(b) or protected per
subsection 503.12(b). The use of slurry to protect a drilled shaft during a drilling stoppage
or overnight shutdown shall be approved by the Engineer. The excavation shall be
protected with a suitable cover which will prevent persons or materials from falling into the
hole. Casing of drilled shafts in stable rock formations during stoppages is not required if
accepted by the Engineer unless shown on the Plans or specified.
(b) Protection Methods. The Contractor bears full responsibility for selection and execution of
the methods of stabilizing and maintaining the drilled shaft excavation. The walls and
bottom of the drilled shaft excavation shall be protected so that sidewall caving and bottom
heaves are prevented from occurring. For shafts where the soils above the bedrock do not
contribute to the bearing calculations as shown on the Plans, the soils surrounding the
temporary casing may be disturbed during the installation of temporary casing using
uncontrolled in -situ slurries.
Acceptable protection methods include the use of casing, drilling slurry, or both:
1. Temporary Casing Construction Method. The Contractor shall conduct casing
installation and removal operations and drilled shaft excavation operations such that
the adjacent soil outside the casing and drilled shaft excavation for the full height of
the drilled shaft is minimally disturbed. For shafts where the soils above the bedrock
do not contribute to the bearing calculations as shown on the Plans, the soils
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surrounding the temporary casing may be disturbed during the installation of
temporary casing using uncontrolled in -situ slurries.
If the Contractor is utilizing casing that is sealed into the underlying bedrock, water
may infiltrate the shaft below the casing. Excavation of the bedrock may continue
without the use of casing or slurry if the shaft remains stable.
The Contractor shall remove all temporary casings from the excavation as concrete
placement is completed unless approval has been received from the Engineer to leave
specified temporary casings in place. As the temporary casing is withdrawn, sufficient
head of fluid concrete must be maintained to ensure that water or slurry outside the
temporary casing will not breach the column of freshly placed concrete. Casing
extraction shall be at a slow, uniform rate with the pull in line with the shaft axis.
Excessive rotation of the casing shall be avoided to limit deformation of the reinforcing
steel cage.
2. Permanent Casing Construction Method. After the casing has been filled with
concrete, all void space occurring between the casing and drilled shaft excavation
shall be filled with a material which approximates the geotechnical properties of the
in -situ soils, per the Drilled Shaft Installation Plan specified in subsection 503.02(b).
Tops of permanent casings for the drilled shafts shall be removed to the top of the
drilled shaft or finished ground line, whichever is lower, unless the top of permanent
casing is shown in the Plans at a different elevation. For those drilled shafts
constructed within a permanent body of water, tops of permanent casings for drilled
shafts shall be removed to the low water elevation unless otherwise shown on the
Plans or directed by the Engineer. Casing used for forming shafts installed through a
body of water shall not be removed.
3. Alternative Casing Methods. When approved by the Engineer, installation of casing
using rotating or oscillating methods will be permitted. Use of this alternative casing
method shall be per the equipment and procedures shown in the approved Drilled
Shaft Installation Plan and shall comply with all other requirements specified. Drilled
shaft casing shall be equipped with cutting teeth or a cutting shoe and installed by
either rotating or oscillating the casing.
4. Uncontrolled In -Situ Slurry. The uncontrolled in -situ slurry consists of in -situ soils from
the drilled shaft mixed with water. For shafts where the soils above the bedrock do not
contribute to the bearing calculations as shown on the Plans, the Contractor may use
uncontrolled in -situ slurry to install temporary casing. For shafts where the soils above
the bedrock do contribute to the bearing calculations, the use of uncontrolled in -situ
slurry to install temporary casing shall not be allowed. Slurry per subsections 503.08
503.09, and 503.10 or temporary casing per subsections 503.07 and 503.12 is
required if the drilled shaft does not remain stable using uncontrolled in -situ slurry.
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5. Slurry. The Contractor may use slurry per subsections 503.08, 503.09, and 503.10 to
maintain a stable excavation during drilled shaft excavation and concrete placement
operations once water begins to enter the drilled shaft excavation and remain present.
The Contractor may use slurry to maintain stability during drilled shaft excavation and
concrete placement operations in the event that water begins to enter the drilled shaft
excavation at a rate of greater than 12 inches per hour, or if the Contractor is not able
to restrict the amount of water in the drilled shaft to less than 3 inches before concrete
placement, or to equilibrate water pressure on the sides and base of the drilled shaft
excavation when groundwater is encountered or anticipated based on the available
subsurface data.
A. Slurry Technical Assistance
If slurry is used, the manufacturer's representative, as identified to the Engineer
per subsection 503.02(c), shall provide technical assistance for the use of the
slurry.
The manufacturer's representative or the Contractor's employee trained in the
use of the slurry, as identified to the Engineer per subsection 503.02(c), shall be
present at the site throughout the shaft slurry operations for this project to
perform the duties specified above.
B. Minimum Level of Slurry in the Excavation
When slurry is used to maintain a stable excavation, the slurry level in the
excavation shall be maintained to obtain hydrostatic equilibrium throughout the
construction operation at a height required to provide and maintain a stable hole,
but not less than 5 feet above the water table.
Slurry levels shall be as follows:
(1) Not less than five feet above the water table for mineral slurries
(2) Not less than ten feet above the water table for water slurry and uncontrolled
in -situ slurries
(3) Not less than ten feet above the water table for polymer slurries, except
when a lesser dimension is specifically recommended by the slurry
manufacturer for the site conditions and construction methods.
The Contractor shall provide casing, or other means, as necessary to meet these
requirements.
The slurry level shall be maintained above all unstable zones a sufficient distance
to prevent bottom heave, caving, or sloughing of those zones.
585
Throughout all stops in drilled shaft excavation operations, the Contractor shall
monitor and maintain the slurry level in the excavation the greater of the following
elevations:
(1) No lower than the groundwater level elevation outside the drilled shaft
(2) Elevation as required to provide and maintain a stable hole.
C. Cleaning Slurry
The Contractor shall clean, re -circulate, de -sand, or replace the slurry, as
needed, in order to maintain the required slurry properties. Sand content will only
be required to be within specified limits immediately before concrete placement.
503.13 Obstructions. When obstructions are encountered, the Contractor shall notify the
Engineer promptly. An obstruction is defined as a specific object not identified on the Plans or
Geotechnical Report per subsection 102.05 (including, but not limited to, boulders, logs, and
manmade objects) encountered during the drilled shaft excavation operation which prevents or
hinders the advance of the drilled shaft excavation. When efforts to advance past the obstruction
to the design drilled shaft tip elevation result in the rate of advance of the drilled shaft drilling
equipment being significantly reduced relative to the rate of advance for the portion of the drilled
shaft excavation in the geological unit that contains the obstruction, then the Contractor shall
remove, bypass or break up the obstruction under the provisions of subsection 503.23(a).
Blasting will not be permitted unless approved in writing by the Engineer.
Drilling tools that are lost in the excavation will not be considered obstructions and shall be
promptly removed by the Contractor. All costs due to lost tool removal will be borne by the
Contractor including, but not limited to, costs associated with the repair of hole degradation due
to removal operations or an excessive time that the hole remains open.
503.14 Protection of Existing Structures and Drilled Holes. The Contractor shall control
operations to prevent damage to existing structures and recently drilled holes, utilities, roadways
and other facilities. Preventative measures shall include, but are not limited to, selecting
construction methods and procedures that will prevent excessive caving of the drilled shaft
excavation and monitoring and controlling the vibrations from the driving of casing or sheeting,
drilling of the shaft, or from blasting, if permitted.
503.15 Slurry Sampling and Testing. Mineral slurry and polymer slurry shall be mixed and
thoroughly hydrated in slurry tanks, lined ponds, or storage areas. The Contractor shall draw
sample sets from the slurry storage facility and test the samples for conformance with the
appropriate specified material properties before beginning slurry placement in the drilled hole.
Slurry shall conform to the quality control plan included in the Drilled Shaft Installation Plan per
subsection 503.02(b)(5) and approved by the Engineer. A sample set shall be composed of
samples taken at mid -height and within 2 feet of the bottom of the storage area.
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The Contractor shall sample and test all slurry in the presence of the Engineer, unless otherwise
approved by the Engineer. The date, time, names of the persons sampling and testing the slurry,
and the results of the tests shall be recorded. A copy of the recorded slurry test results shall be
submitted to the Engineer at the completion of each drilled shaft, and during construction of each
drilled shaft when requested by the Engineer.
Slurry samples shall be taken at mid -height and within 2 feet of the bottom of the drilled shaft
and tested during drilling as necessary to verify the control of the properties of the slurry. As a
minimum, sample sets of polymer slurry shall be taken and tested at least once every four hours
after beginning its use during each shift. Sample sets of all slurry shall be taken and tested
immediately before placing concrete.
503.16 Drilled Shaft Excavation Inspection. The Contractor shall use best methods such as
a cleanout bucket, air lift, or hydraulic pump to clean the bottom of the excavation of all drilled
shafts. For wet drilled shaft excavation in soils, the base of the excavation shall be covered with
not more than 3 inches of sediment or loose or disturbed material just before placing concrete.
For dry drilled shaft excavations in soils, the base of excavation shall be covered with not more
than 1.5 inches of sediment or loose or disturbed material just before placing concrete. For wet
and dry drilled shaft excavations in rock, the base of the excavation shall be covered with not
more than 0.5 inch for 50 percent of the base area of sediment or loose or disturbed material
just before placing concrete.
The excavated drilled shaft will be inspected and approved by the Engineer before proceeding
with construction. The bottom of the excavated drilled shaft shall be sounded with an airlift pipe,
a tape with a heavy weight attached to the end of the tape, a borehole camera with visual
sediment depth measurement gauge, or other means acceptable to the Engineer to determine
that the drilled shaft bottom meets the requirements in the Contract. The Contractor shall supply
all needed equipment required to inspect the drilled shaft excavation.
503.17 Assembly and Placement of Reinforcing Steel. The Contractor shall show bracing
and any extra reinforcing steel required for assembling, transportation, or placement of the cage
on the shop drawings. The Contractor shall be responsible for engineering the temporary support
and bracing of the reinforcing cages to ensure that they maintain their planned configuration
during assembly, transportation, and installation.
The reinforcing cage shall be rigidly braced to retain its configuration during handling and
construction. Individual or loose bars will not be permitted. All intersections of vertical and
horizontal bars shall be tied. At least four vertical bars of each cage, equally spaced around the
circumference, shall be tied at all reinforcement intersections with double wire ties. The
remaining reinforcement intersections in each cage shall be tied with single wire ties.
The reinforcement shall be carefully positioned and securely fastened to provide the minimum
clearances specified or shown on the Plans, and to ensure that no displacement of the
reinforcing steel cage occurs during placement of the concrete.
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Splicing of the reinforcement cage during placement of the cage in the shaft excavation will not
be permitted unless otherwise shown on the Plans or approved by the Engineer. If the reinforcing
cage is spliced during placement of the cage into the drilled shaft excavation, the splice details
and location of the splices shall be per the Plans and the accepted Drilled Shaft Installation Plan.
In addition, the work shall be performed within the time limits specified in subsection 503.12.
The steel reinforcing cage shall be securely held in position throughout the concrete placement
operation. The reinforcing steel cage shall be supported from the top during the placement of
the concrete to achieve the clearances shown on the Plans. Setting the cage on the bottom of
the hole will not be permitted. The support system shall be concentric to prevent racking and
displacement of the cage. The reinforcing steel in the drilled shaft shall be tied and supported
so that the location of the reinforcing steel will remain within allowable tolerance. Concrete
spacers or other approved non -corrosive spacing devices shall be used at sufficient intervals
(near the bottom, the top, and at intervals not exceeding 10 feet vertically) to ensure concentric
spacing for the entire cage length. The number of spacers required at each level will be one
spacer for each foot of excavation diameter, with a minimum of four spacers at each level. The
spacers shall be of adequate dimension to ensure an annular space between the outside of the
reinforcing cage and the side of the excavation along the entire length of the drilled shaft as
shown on the Plans. Acceptable feet made of plastic or concrete (bottom supports) shall be
provided to ensure that the bottom of the cage is maintained at the proper distance above the
base of the excavation unless the cage is suspended from a fixed base during the concrete pour.
Minimum concrete cover to reinforcing steel shall be as follows:
Table 503-4 — Drilled Caisson Minimum Concrete Side Cover Over Reinforcing Steel
Drilled Shaft Diameter
Minimum Concrete Cover
Less than or equal to 3 feet
3 inches
Greater than 3 feet and less than 5 feet
4 inches
Greater than or equal to 5 feet
6 inches
Drilled shafts for structures as shown on the CDOT S -Standard drawings shall be excluded from
the minimum cover concrete requirements, except as noted on the plans.
If concrete placement does not immediately follow the cage placement, the Engineer may order
the steel to be removed from the excavation so that the integrity of the excavation, including the
presence of loose material in the bottom of the hole, and the surface condition of the reinforcing
steel may be determined by inspection.
Bracing steel which constricts the interior of the reinforcing cage shall be removed after lifting
the cage if freefall concrete or wet tremie methods of concrete placement are to be used.
The elevation of the top of the steel cage shall be checked before and after the concrete is
placed. If the upward displacement of the rebar cage exceeds 2 inches, or if the downward
displacement exceeds 6 inches, the drilled shaft shall be considered defective. No additional
drilled shafts shall be constructed until the Contractor has modified the rebar cage support in a
manner satisfactory to the Engineer.
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503.18 Concrete Placement, Curing, and Protection. Concrete placement shall be per
Section 601 and shall commence as soon as possible after completion of drilled shaft excavation
by the Contractor and inspection by the Engineer. Immediately before commencing concrete
placement, the drilled shaft excavation and the properties of the slurry (if used) shall be per
subsections 503.09, 503.10, and 503.11. The CSL access tubes shall be filled with potable water
before concrete placement and the top watertight threaded caps shall be reinstalled. Concrete
placement shall be one continuous placement to the top of the drilled shaft, or as shown on the
Plans.
If water is not present the concrete shall be deposited through the center of the reinforcement
cage by tremie, pump or free -fall preventing segregation of aggregates. The concrete shall be
placed such that the free -fall is vertical down the center of the drilled shaft without hitting the
sides or steel reinforcing cage.
If water exists in amounts greater than 2 inches in depth or enters at a rate of more than 12
inches per hour, then the drilled shaft concrete shall be placed per subsection 601.12(f).
Before placing any fresh concrete against concrete deposited in water or slurry (construction
joint), the Contractor shall remove all scum, laitance, loose gravel, and sediment on the surface
of the concrete deposited in water or slurry, and chip off any high spots on the surface of the
existing concrete that would prevent any steel reinforcing bar cage from being placed in the
position as shown on the Plans.
The Contractor shall not perform foundation piling driving or casing installation using oscillation
method within a radius of 20 feet, or drilled shaft excavation operations within a clear distance
of 3 diameters of a newly poured drilled shaft until a minimum of 24 hours has passed after the
placement of concrete and the concrete has reached a minimum compressive strength of 1,800
psi.
For any portion of the caisson socketed in fine grained bedrock susceptible to slaking and
degradation such as, but not limited to, claystone, siltstone, or shale and provided the proper
slurry properties have been achieved. If the concrete is not placed within four hours of drilling,
the Contractor shall drill into the bedrock an additional 1/3 of the plan specified rock socket
before placing the concrete. The reinforcing cage shall extend to the new tip elevation. For the
use of polymer slurry this requirement will be waived.
503.19 Drilled Shaft Construction Tolerances. Drilled shafts shall be constructed so that the
center of the poured shaft at the top of the drilled shaft or mudline, whichever is lower, is within
the following horizontal tolerances:
Table 503-5 — Drilled Caisson Maximum Horizontal Distance Tolerances
Drilled Shaft Diameter
Maximum Horizontal Distance
Less than or equal to 2 feet
3 inches
Greater than 2 feet and less than 5 feet
4 inches
Greater than or equal to 5 feet
6 inches
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Drilled shafts in soil and rock shall be within 1.5 percent of plumb. Plumbness shall be measured
from the top of poured drilled shaft elevation or mudline, whichever is lower. During drilling or
excavation of the drilled shaft, the Contractor shall make frequent checks on the plumbness,
alignment, and dimensions of the drilled shaft. Any deviation exceeding the allowable tolerances
shall be corrected with a procedure approved by the Engineer.
Drilled shaft steel reinforcing bars shall be no higher than 6 inches above or 3 inches below the
plan elevation.
The reinforcing cage shall be concentric with the drilled shaft excavation within a horizontal
tolerance of 1-1/2 inches. The top elevation of the completed drilled shaft shall have a tolerance
of plus 1 inch or minus 3 inches.
The diameter of the drilled shaft shall not be less than the diameter shown on the Plans.
Tolerances for casings shall be per American Pipe Institute tolerances applicable to regular steel
pipe.
Drilled shaft excavations and completed drilled shafts not constructed within the required
tolerances will be considered defective. The Contractor shall be responsible for correcting all
defective drilled shafts to the satisfaction of the Engineer. Materials and work necessary,
including engineering analysis and redesign, to complete corrections for out -of -tolerance drilled
shafts shall be furnished without cost to the Owner or an extension of the completion date of the
project. The Contractor shall submit redesign drawings electronically sealed by the Contractor's
Engineer.
Testing and Verification
503.20 Integrity Testing. Crosshole Sonic Log (CSL) testing shall be performed per ASTM
D6760. The minimum number of shafts tested shall be indicated on the plans. CSL testing shall
be performed on shafts constructed using tremie concrete placement methods and drilled shafts
selected by the Engineer. Drilled shafts for structures as shown on the CDOT S -Standard
drawings shall be excluded from this testing, except as shown on the plans. The Engineer may
increase the number of shafts tested as deemed necessary. The Contractor shall accommodate
the CSL testing by furnishing and installing access tubes per subsection 503.12.
The Contractor shall install access tubes for CSL testing in drilled shafts as shown on the plans
selected by the Engineer to permit access for the CSL test probes. If the condition of the drilled
shaft excavation permits drilled shaft construction in the dry, the Engineer may specify that the
testing be omitted.
The Contractor shall securely attach the access tubes to the interior of the reinforcement cage
of the drilled shaft. One access tube shall be furnished and installed for each foot of drilled shaft
diameter, rounded up to the nearest whole number, unless otherwise shown on the Plans. A
minimum of three tubes will be required. The access tubes shall be placed around the drilled
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shaft, inside the spiral or hoop reinforcement and 3 inches clear of the vertical reinforcement, at
a uniform spacing measured along the circle passing through the centers of the access tubes. If
these minimums cannot be met due to close spacing of the vertical reinforcement, then the
access tubes shall be bundled with the vertical reinforcement.
If trimming the cage is required and access tubes for CSL testing are attached to the cage, the
Contractor shall either shift the access tubes up the cage or cut the access tubes provided that
the cut tube ends are adapted to receive the watertight cap as specified.
The access tubes shall be installed in straight alignment and as near to parallel to the vertical
axis of the reinforcement cage as possible. The access tubes shall extend from the bottom of
the drilled shaft to at least 2 feet above the top of the drilled shaft. Couple tubes as required with
threaded couplers, such that inside of tube remains flush. The Contractor shall clear the access
tubes of all debris and extraneous materials before installing the access tubes. Care shall be
taken to prevent damaging the access tubes during reinforcement cage installation and concrete
placement operations in the drilled shaft excavation.
The access tubes shall be filled with potable water before concrete placement, and the top
watertight threaded caps shall be reinstalled.
Before performing CSL testing operations, the Contractor shall remove the concrete at the top
of the drilled shaft down to sound concrete.
The Contractor shall engage a qualified Specialty Engineer to perform the CSL testing. The
qualified CSL Specialty Engineer shall have a minimum three years of experience of CSL testing
and have a Colorado Licensed Professional Engineer supervising the collection and
interpretation of data. The Contractor shall provide all necessary assistance to the CSL Specialty
Engineer to satisfactorily perform the testing.
The testing shall be performed after the drilled shaft concrete has cured at least 96 hours.
Additional curing time before testing may be required if the drilled shaft concrete contains
admixtures, such as set retarding admixture or water reducing admixture. The additional curing
time before testing required under these circumstances shall not be grounds for additional
compensation or extension of time to the Contractor. No subsequent construction shall be
performed on the completed drilled shaft until the CSL tests are approved and the drilled shaft
accepted by the Engineer.
After placing the drilled shaft concrete and before beginning the CSL testing of a drilled shaft,
the Contractor shall inspect the access tubes. Each access tube that the test probe cannot pass
through shall be replaced, at the Contractor's expense, with a 2 -inch diameter hole cored through
the concrete for the entire length of the drilled shaft. Unless directed otherwise by the Engineer,
cored holes shall be located approximately 6 inches inside the reinforcement and shall not
damage the drilled shaft reinforcement. Descriptions of inclusions and voids in cored holes shall
be logged and a copy of the log shall be submitted to the Engineer. Findings from cored holes
shall be preserved, identified as to location, and made available for inspection by the Engineer.
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The Engineer will approve the continuation of drilled shaft construction before approval and
acceptance of the first shaft if the Engineer's observations of the construction of the first shaft
are satisfactory, including, but not limited to, conformance to the Drilled Shaft Installation Plan
as approved by the Engineer, and the Engineer's review of Contractor's daily reports and
inspector's daily logs concerning excavation, steel reinforcing bar placement, and concrete
placement.
Drilled shafts with velocity reduction exceeding 30 percent are not acceptable without additional
offset CSL testing and three-dimensional (3D) Tomography analysis.
If subsequent testing at a drilled shaft indicates the presence of a defect in the drilled shaft, the
testing costs and the delay costs resulting from the additional testing shall be borne by the
Contractor. If this additional testing indicates that the drilled shaft has no defect, the testing costs
and the delay costs resulting from the additional testing will be paid by the Owner. If the drilled
shaft construction is on the critical path of the Contractor's schedule, a time extension equal to
the delay created by the additional testing will be granted.
If the Engineer determines a drilled shaft is unacceptable based on the CSL tests and
tomographic analyses, or observes problems during drilled shaft construction, coring of the shaft
to allow further evaluation and repair shall be required, or the shaft shall be replaced. If coring
to allow further evaluation of the shaft and repair is chosen, one or more core samples shall be
taken from each unacceptable shaft for full depth of the shaft or to the depth directed by the
Engineer. The Engineer will determine the number, location, and diameter of the cores based
on the results of 3D tomographic analysis of offset and horizontal CSL data. The Contractor shall
provide an accurate log of cores, label and place the cores in a crate showing the shaft depth at
each interval of core recovery, transport the cores along with five copies of the coring log to the
Engineer, and perform strength testing by an AASHTO certified lab on portions of the cores that
exhibit questionable concrete as determined by the Engineer.
If the coring or testing indicates the shaft is defective, the Contractor shall propose remedial
measures for approval by the Engineer, repair all detected defects, and conduct post repair
integrity testing using horizontal and offset CSL testing and 3D tomographic imaging as
described. The coring costs and remedial measure costs shall be borne by the Contractor. If the
additional coring indicates that the drilled shaft has no defect, the coring costs resulting from the
additional coring will be paid by the Owner. If the drilled shaft construction is on the critical path
of the Contractor's schedule, a time extension equal to the delay created by the additional testing
will be granted.
All access tubes and cored holes shall be dewatered and filled with a 4,000 psi grout after tests
are completed and the drilled shaft is accepted. The access tubes and cored holes shall be filled
using grout tubes that extend to the bottom of the tube or hole or into the grout already placed.
503.21 Drilled Shafts Load Tests. Test shafts shall be installed at the locations shown on the
Plans unless otherwise directed or approved by the Engineer.
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Test shafts shall be installed to the same dimensions, details, and elevations shown on the
Plans, and shall be installed using the same equipment and installation procedures proposed
for installation of the foundation drilled shafts.
If the methods or procedures are changed following the completion of load testing, the Contractor
shall install additional load test shafts, and conduct additional load tests as directed by the
Engineer at no additional cost to the Owner.
An electronically sealed report of load test results shall be submitted within five business days
of the testing completion. Load testing results will be evaluated by the Engineer before installing
any production drilled shafts, to allow for design modifications based on the load test results.
Load test data as reported shall conform to the Drilled Shaft Foundation Testing (DSHAFT) and
be available in electronic form at the project website (http://srq.cce.iastate.edu/shaft).
(a) Static Load Tests. Static load tests shall be performed per the procedures specified in
ASTM D1143.
(b) Force Pulse (Rapid) Load Tests. Force pulse (rapid) load tests shall be performed per the
procedures specified in ASTM D7383.
Method of Measurement
503.22. Drilled shafts will be measured by the linear foot from the elevation shown on the plans
to the bottom of the hole as drilled.
Each approved splice of the reinforcing cage for additional length of shaft will be measured as
'/2 linear foot of additional length of drilled shaft.
Basis of Payment
503.23. The unit price of drilled shafts shall be full compensation for making all excavations;
hauling and disposal of excavated material; provision and disposal of slurry, performing all
necessary pumping; furnishing and placing required concrete and reinforcement steel, including
the reinforcement projecting above the tops of the drilled shafts necessary for splicing and any
intermediate reinforcement splices; furnishing and placing of CSL tubes; all backfilling;
furnishing, placing, and removing temporary casings; furnishing permanent casing if required to
complete the work; and for furnishing all tools, labor, equipment, and incidentals necessary to
complete the work. Costs associated with repairing defects found in the drilled shaft shall be
included in the cost of the drilled shaft.
(a) Payment. The accepted quantities for drilled shafts will be paid for at the Contract unit price
per linear foot except for price adjustments allowed in (b) below.
Payment will be made under:
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Pay Item
Pay Unit
Drilled Shaft ( Inch)
Linear Foot
Drilled Shaft Load Test
Each
CSL Testing
Each
Obstruction Encounter and Removal will not be measured and will be paid for per
subsection 109.04 under Force Account item Obstruction Encounter and Removal.
(b) Price Adjustments. When the Engineer orders holes to be drilled to a lower elevation than
shown on the plans, compensation for additional depth will be as follows:
Additional Length
Compensation
Less than or equal to 5 feet
Contract Unit Price
Greater than 5 feet and less than 15 feet
Contract Unit Price plus 15%
Greater than or equal to 15 feet
As provided in subsection 109.04
Additional compensation will not be paid for the portions of a drilled shaft that are extended
due to the Contractor's method of operation, as determined by the Engineer.
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Section 504 — Walls
Description
504.01. This work consists of constructing a Concrete Panel Facing Mechanically Stabilized
Earth (MSE) Retaining Wall System at the locations and to the lines and grades shown on the
plans. Either metallic or geosynthetic reinforcement (woven fabrics or geogrids) as specified in
this specification may be used as MSE reinforcement in the reinforced structure backfill zone.
The retained structure backfill zone is the structure backfill retained by the reinforced structure
backfill zone as shown on the plans.
This work consists of constructing a permanent soil nailed retaining wall (also referred to as a
ground nail wall), with complete details starting in subsection 504.25.
Materials
504.02 Shop Drawings. The Contractor shall submit one electronic submittal of shop drawings
and certified material test reports for review before construction of the wall. See subsection
504.07, for a complete list of submittal requirements. Shop drawings shall be submitted per
subsection 105.02.
The shop drawings shall provide the details necessary to demonstrate compliance with the
Contract, including:
(a) Wall Layouts. Wall layouts shall conform to lines and grades on the plans including start,
corner, and end stations, leveling pad step breaks, total number of panels, and top and
bottom of wall elevations. For walls with rail anchoring slabs, the top of panel elevations
shall be within 8 inches of the elevation shown on the plans measured from the bottom of
the anchoring slab. The construction batter required to achieve the batter shown on the
plans shall be shown on the shop drawings. If temporary walls are required for the
construction of the permanent wall, the permanent wall vendor shall provide the shop
drawings and certified material test reports for temporary walls.
(b) Panel and Reinforcement Locations. Unless otherwise shown on the plans, each layer of
soil reinforcement shall be connected to the back of each facial panel and the panel
numbering and placement sequence shall be shown. The back of each panel shall be
logically numbered with its location.
Panel to panel, panel to reinforcement connection detail, and limits of special panels at
curved wall corner shall be shown.
(c) Wall Elevations. Except for the top of the leveling pad, wall elevations given on the plans
are based on the desirable wall height. The actual panel and reinforcement elevations
shall be marked on the shop drawings by taking into account the supplied panel as well
as special panel heights for matching the front and top finished grade.
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(d) Soil Reinforcement Material. The soil reinforcement type, Minimum Average Roll Value
of the Ultimate tensile strength TULT (MARV) for geosynthetic soil reinforcement or yield
strength for metallic soil reinforcement, spacing, lengths, elevations, and the
corresponding wall design height shall be shown on the shop drawings. The starting and
ending stations for change in grade of reinforcement material shall be shown for walls
with different grade of reinforcement material at the same elevation. Material grade shall
be clearly identified on each roll of reinforcement to avoid errors in placement. Elevations
of the reinforcement layers shall be as specified on the shop drawings.
(e) Soil Reinforcement Length (RL). The soil reinforcement length shall be measured from
the front face of wall for panel less than 12 inches deep and from the back face of wall for
panel greater than 12 inches deep to the end of the soil reinforcement as measured to
the neat end. Soil reinforcement lengths shall not be less than the lengths specified on
the plans.
The Reinforcement Lengths shown on the shop drawings shall be the reinforcement length
required for internal stability and pull-out only. External stability (bearing pressure, sliding,
and overturning) and global stability shall already be checked by the design Engineer.
(f)
Panel Size and Soil Reinforcement Spacing.
1. Except for full height panels, the maximum panel size is 50 square feet and the
minimum panel height shall be 30 inches.
2. For full height panels, the maximum panel width shall be 10 feet and the maximum
panel height shall be 40 feet. Differential deflection between adjacent panels shall be
limited to 1/500. The vendor shall supply design calculations regarding panel concrete
crack size control during shipment and construction and estimated joint width and
differential deflection limits. The use of full height panels with widths greater than 10
feet or heights greater than 40 feet shall be approved by the Engineer.
3. The maximum vertical spacing between layers of adjacent soil reinforcement shall not
exceed 30 inches. Except the half height panel used at the top and bottom of the wall,
including all partial and extended height panels at the top of the wall, there shall be at
least two layers of reinforcement per panel.
4. The first and bottom layers of reinforcement shall be within 15 inches measured from
the top of panel and from the top of leveling pad accordingly.
5. Shiplap joints shall be required at horizontal and vertical joints for segmental panel
walls and all vertical joints for full height panel walls. The gap between two adjacent
panels shall be 1/2 to 1 inch. Shiplap joints are not required at the vertical joints of
segmental and full height panel when a minimum of 12 inches' depth of continuous
crushed rock wrapped with Class 1 Geotextile is installed behind the joints as shown
in the shop drawings. Geotextile (Class 1) and crushed rock will not be measured and
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paid for separately but shall be included in the work. Neoprene cushions shall be
provided at horizontal joints as shown on the plans.
(g) Long Term Design Strength (LTDS) of Reinforcement.
1. The design charts on the plans define the strengths required for the zone of
mechanical reinforcement of soil. Based on the total summed LTDS, the reinforcement
proposed by the shop drawings for a specific wall height shall meet or exceed the total
LTDS shown on the plans. This proposed reinforcement shall allow for a maximum of
plus or minus 15 percent variation in each individual layer.
2. Metallic (Inextensible) Soil Reinforcement. The net section at the soil reinforcement to
block connection shall be used for the sacrificial thickness calculation. The following
minimum sacrificial thickness for reinforcement shall be applied to the 75 -year LTDS
calculations:
Table 504-1 — Minimum Loss Rates
Galvanization Loss
15 µm/year for first 2 years
4 µm/year for subsequent years
Carbon Steel Loss
12 µm/year after zinc depletion
Steel Soil Reinforcement
LTDS- b
(I)Ac Fy
Where:
01) = 0.75 (Strip reinforcement)
01) = 0.65 (Grid reinforcement)
Ac = Area of reinforcement corrected for corrosion loss (in2)
Fy = minimum yield strength of steel (ksi)
b = unit width of reinforcement (ft)
3. Geosynthetic Soil Reinforcement. Geosynthetic soil reinforcement shall be either a
geogrid or woven geotextile. For polyester (PET), polypropylene (PP), and
polyethylene (PE) reinforcement, the LTDS of material shall be determined using the
following K percentages to ensure the required design life. Unless otherwise specified,
LTDS shall not exceed the following K percent of its ultimate tensile strength, TULT
(MARV), i.e.
LTDS = K* TULT (MARV)
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Where K = RF(ID) X RF(D) X RF (CR)
RF(ID) = Installation damage reduction factor
RF(D) = Durability reduction factor
RF(CR) = Creep reduction factor
Meet AASHTO LRFD and/or FHWA GRS design method for 75 years' design life.
A. Geogrid or Geotextile sheet reinforcement (PE, PET, PP):
B. Woven Geotextile shall meet minimum bi-axial MARV of ultimate tensile of 4,800
LB/FT and a minimum tensile strength of 2,400 LB/FT at 5 percent strain based
on ASTM D4595.
Table 504-2 — Maximum K Values for Geoarid or Geotextile Sheet Reinforcement
Products
K (Geogrid)
K ( Geotextile)
PE and PP
27%
18%
PET
35%
30%
C. All products not listed above: Follow AASHTO equations 11.10.6.4.3b-1 and
11.10.6.4.3b-2 using independently certified test results.
(h) Design Heights and Supplied Reinforcing Material. Unless otherwise defined on the plans,
the wall design height shall be measured vertically from the top of the leveling pad to the
top of the concrete rail anchoring slab for walls with railing, or to the top of the cast -in -place
concrete coping for walls without railing. For walls that are in front of a bridge abutment that
is founded on a GRS foundation, the design height used to determine the soil reinforcement
length shall be measured vertically from the top of the leveling pad to the top of the roadway
carried by the bridge and the wall. Bridge approach slabs shall not be considered in the
design of the MSE wall.
For both geosynthetic and metallic reinforcement, the required reinforcement LTDS and
the supplied LTDS (determined per the K factors or depletion of material as defined above)
with corresponding brand and grade of material shall be marked clearly on the elevation
view or in a tabulation summary. The LTDS of the supplied reinforcement grade must meet
or exceed the required LTDS corresponding to the reinforcement spacing provided.
(i)
Tiered Walls. For the reinforcement layouts of tiered walls, the overall geometry, the
reinforcement length, and the sum of the LTDS provided from all layers in all tiers shall be
in close conformity with the retaining wall system shown on the plans in order to ensure
that local, global, and internal stability requirements have been met.
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(U)
Obstructions. Details for the placement of soil reinforcement around obstructions (i.e., steel
piles, concrete piers, concrete boxes, pipes, etc.) shall be shown on the shop drawings.
Design calculations shall be provided showing that the internal stability of the wall meets
the required safety factors in the area of the obstruction.
(k) Table of Quantities. A table comparing the Structure Backfill (Class 1), Mechanical
Reinforcement of Soil, Geomembrane, and Panel Facing quantities shown on the plans to
the quantities shown in the shop drawings and the percent difference (positive percent
indicates an increase in shop drawing quantities from the plans) shall be shown on the shop
drawings. Structure Backfill (Class 1), Mechanical Reinforcement of Soil, Geomembrane,
and Panel Facing quantities shall be calculated per the Contract. The Contractor shall notify
the Engineer of the difference in plan and shop drawing quantities before wall construction
begins.
(I) Placement Schedule. Geomembrane placement schedule and clearances to soil
reinforcements shall be shown.
(m) Vertical Slip Joints. Locations of vertical slip joints for differential settlement relief shall be
as specified in subsection 504.13.
504.03 Backfill. Unless otherwise specified on the plans, wall backfill material in the reinforced
structure backfill zone and the associated trapezoidal retained structure backfill zone shall
conform to the requirements for Structure Backfill (Class 1) of Section 206. For reinforcement
tensile stress and associated pullout, a friction angle of 34 degrees shall be assumed for
Structure Backfill (Class 1). Structure Backfill (Class 1) shall be considered to be non -aggressive
soil for corrosion and durability computations. All reinforcing elements shall be designed to
ensure a minimum design life of 75 years for permanent structures.
504.04 Leveling Pad. Concrete for the leveling pad shall be Concrete (Class D) conforming to
the requirements of Section 601. Unless specified on the plans, the maximum vertical step shall
be no greater than 36 inches. The leveling pad shall be reinforced as shown on the plans. When
the toe of wall is founded on slope steeper than 1.5 (H) to 1 (V), the leveling pad shall be
constructed with reinforced concrete with same reinforcing schedule as at its steps. Leveling
pad concrete shall be cured for at least 12 hours before placement of the concrete panels.
504.05 Geomembrane and Joints. A geomembrane shall be installed on all walls at the top of
the reinforced structure backfill zone and retained structure backfill zone to intercept surface
runoff and prevent salt penetration into the backfill of the wall as shown on the plans. The
geomembrane shall meet the requirements of subsection 712.07 for geomembrane and be
LLDPE with a minimum thickness of 30 mils. It shall be spliced with a dual track field seamed
joint per ASTM D4437 and ASTM D5820. For small local coverage areas, less than 30 square
feet, the membrane may be spliced using a 6 inch minimum overlap and an adhesive or a single
seam portable thermal welding tool, as suggested by the membrane manufacturer and approved
by the Engineer. Unless otherwise shown on the plans, the membrane shall have a minimum
coverage length measured perpendicular to the wall face of at least the Pay Length for
Geomembrane (PLG) as shown on the plans. The membrane shall be installed with a slope
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between 20:1 (minimum) and 10:1 (maximum), as shown on the plans, from the block facing to
a drainage system located at the cut or pre -filled slope as shown on the plans. The Contractor
shall provide a site -specific working drawing that indicates sheet splices, pattern, slope, and
daylight location. Before membrane installation, the working drawing shall be submitted by the
Contractor and approved by the Engineer.
The drainage system shall consist of a 12 -inch -wide geocomposite strip drain inserted into a slot
in the geomembrane, at 10 -foot maximum spacing, that collects the water from the membrane
and conveys it to a water collector system at the toe of the excavation slope as shown on the
plans. The water collector system shall consist of a 4 -inch diameter perforated collector pipe
surrounded by Filter Material Class B and wrapped with Class 1 Geotextile. A 4 -inch diameter
non -perforated drainpipe, at 100 -foot maximum spacing, shall be used to discharge the water in
the water collector system out the face of the wall.
Alternatives for the drainage system shown on the plans may be used by the Contractor. A
detailed layout of this equivalent water collection system shall be provided by the Contractor and
approved by the Engineer.
For tiered walls, a geomembrane shall be installed between the top of the bottom wall and the
toe of the top wall as shown on the plans.
504.06 Pre -Cast Concrete Panel Facing Unit and Panel Joint Material. The pre -cast concrete
panels shall conform to the requirements shown on the plans and these specifications including
the color, texture, dimensions and pattern. These facing units shall be factory made with an
approved Class D or G Concrete and shall conform to the requirements of Section 601. The
Contractor may elect to use an approved self -consolidating Class D or G Concrete. Pre -cast
panels shall be cured per AASHTO M170.
504.07 Certifications, Calculations, and Testing Reports. The Contractor shall provide the
following reports, certifications, calculations, and checklists as needed to accompany the shop
drawing submittal. The Contractor's Engineer shall electronically seal all engineering
calculations, as stated in subsections 504.02(f), 504.02(g), 504.02(j), 504.02(k), 504.07(e),
504.07(f), 504.07(g), and 504.07(h).
(a) Certification of TuLT (MARV). For geosynthetic reinforced system only, the Contractor shall
submit a certification letter from the manufacturer which provides the TULT (MARV) and
certifies the TULT (MARV) of the supplied materials have been determined per ASTM D4595
or ASTM D6637 as appropriate.
(b) Mill Report for Metallic Reinforcements and Connectors. This includes, but is not limited to,
mill certifications on weldability, ultimate tensile strength, and yield strength.
(c) Report of The Panel -Reinforcement Connection Test. The test report shall be prepared and
certified by an independent laboratory. The panel to reinforcement connection test method
shall conform to the industrial standards. The report shall provide data on the ultimate as
well as service limit state.
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(d) Report for Soil to Reinforcement Interface Pullout Test. The test report shall be prepared
and certified by an independent laboratory. The soil to reinforcement interface pullout test
method shall conform to the requirements of ASTM D6706. Tests shall include the full range
of overburden pressures defined by wall design heights.
(e) Certification of Facial Panel to Reinforcement Long -Term Connection Strength.
Certification shall include calculations to demonstrate that the facial panel to reinforcement
connection meets or exceeds current AASHTO 75 years' design life requirements.
(f)
(g)
Certification of Reinforcement Pullout. Certification shall be provided with detail calculations
to demonstrate that reinforcement pullouts meet or exceed current AASHTO requirements.
For metal reinforcement breakage and pullout, calculations shall include a combination of
75 years' material depletion of carbon steel and galvanization loss.
Report and Certification for the Initial Concrete Compression Strength, Shipping and
Handling Stress. Cylinder compressive test is acceptable to verify the initial concrete
strength of panel at time of shipping. Concrete tensile stress shall not exceed the modulus
of rupture. The report shall include calculations of panel cracking stress according to the
proposed method of lifting and shipping. Before panel shipping from precast yard to wall
site, the Engineer will approve the time of shipping, method of lifting and supporting
condition during shipping, as well as storage condition at the site before panel installation.
(h) Calculations. Calculation of the LTDS of reinforcement shall conform to current AASHTO
LRFD or latest interim requirements.
(i)
(i)
Efflorescence and Air Content Test. Panel shall be visually efflorescence free.
Efflorescence control agent shall be used in concrete mix design. When fly ash is used as
the efflorescence control agent, the fly ash shall be ASTM C618 Class F fly ash and shall
be a minimum of 20 percent by weight of the total cementitious material content. Air Content
shall be determined per AASHTO T152. Concrete shall be tested a minimum of the first
three batches each day and then once per five batches for the rest of the day to assure
specified air entrainment.
Submittal Checklist. The Contractor shall submit the wet cast facing or Panel Faced MSE
Wall Submittal Checklist, Form 1402 with the Certifications, Calculations and Testing
Report submittal package included with the shop drawing submittal.
504.08 Hybrid or Smaller Panel MSE Wall Systems.
A hybrid system is one which combines elements of both externally and internally stabilized
systems.
An externally stabilized system uses a physical structure to hold the retained soil. The stabilizing
forces of this system are mobilized either through the weight of a shape stable structure or
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through the restraints provided by the embedment of wall into the soil, if needed, plus the tieback
forces of anchorages.
An internally stabilized system involves reinforced soils to retain fills and sustain loads.
Reinforcement may be added to either the selected fills as earth walls or to the retained earth
directly to form a more coherent stable slope. These reinforcements can either be layered
reinforcements installed during the bottom -to -top construction of selected fills or be driven piles
or drilled caissons built into the retained soil. All this reinforcement shall be oriented properly
and extend beyond the potential failure mass.
Hybrid MSE wall systems may be used unless otherwise noted on the plans. Hybrid MSE wall
systems are subject to the same design requirements for MSE walls and this specification. The
shop drawings for the Hybrid MSE wall system shall include a combination of design calculations
and appropriate test results to demonstrate that it meets or exceeds the regular system. Hybrid
MSE wall systems shall have a modular facing and be stabilized by a counterfort or a coherent
mass such as interlocked wire basket system. The Certifications, Calculations, and Testing
Reports in subsection 504.07(e) are not required for Hybrid MSE wall systems. The facing to
soil reinforcement connection test, subsection 504.07(c), may be waived only if the soil
reinforcing spacing is less than or equal to 8 inches or the facing is secured and stabilized by
hybrid components with primary reinforcement spacing less than 24 inches.
The Contractor shall provide the following additional reports, certifications and calculations to
accompany the shop drawing submittal for Hybrid MSE wall systems:
(1) The facing to counterfort or coherent mass long-term connection test.
(2) 75 -year design of wire basket and filter fabrics for avoiding migration of fine soil.
The Contractor shall submit the dry cast facing MSE Wall Submittal Checklist, Form 1401, or the
wet cast facing MSE Wall Submittal Checklist, Form 1402, with the Certifications, Calculations,
and Testing Report submittal package included with the shop drawing submittal.
Construction Requirements
504.09 Approval and Qualifications of MSE Wall Installer. The job site wall foreman shall
have experience in construction of at least five transportation related MSE walls within the last
three years. Transportation related MSE walls are walls that carry or are adjacent to vehicular
traffic and are constructed with MSE reinforcement in the reinforced structure backfill zone. The
foreman shall have prior experience or adequate training on the products that the Contractor
elects to use on the project. The resume and credentials of the foreman shall be submitted to
the Engineer for approval before the Pre -construction Conference. The foreman shall be on the
site for 100 percent of the time during which the work is being done.
504.10 Wall Test Segment. The wall test segment shall be the first segment of the wall
constructed. The wall test segment shall be constructed in the presence of the Technical
Representative and the Engineer and shall include construction of each of the five elements
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listed in subsection 504.11. The minimum length of the wall test segment shall be 40 feet or the
full length of the wall if less than 40 feet. A wall test segment shall be constructed for the first
wall constructed from each wall product used on the project.
504.11 Technical Representative of Wall Product Supplier. The Contractor shall arrange for
a technical representative (Tech Rep) of the manufacturer of the selected wall products to be
present during the construction of each wall test segment. If the selected wall products are
supplied from different manufacturers, a Tech Rep from each wall product shall be present. The
Tech Rep shall be present for construction of the wall test segment and each of the following
elements:
(1) Placement of a minimum of the first four layers of primary soil reinforcement and backfill.
(2) If obstructions (i.e., steel piles, concrete piers/abutments, concrete boxes, pipes, etc.) exist,
placement of primary soil reinforcement and backfill at obstructions.
(3)
Placement of a minimum of the first two rows of panels or a minimum of a four -foot wall
height.
(4) If a vertical slip joint is required, construction of the vertical slip joint in a minimum of a two
row portion of panels or a minimum of a four -foot wall height.
(5)
If corners are required, construction of a corner representative of the corners in the wall in
the project in a minimum of a two row portion of panels or a minimum of a four -foot wall
height.
Before construction of the wall test segment, the Tech Rep shall provide the Contractor and the
Engineer the following:
(1) Technical instructions as required for the construction of the earth retaining wall system.
(2) Product specific specifications for the placement of the soil reinforcement and backfill per
the wall system.
(3)
Guidelines for placing the facing units and attaching them to the soil reinforcement per the
system requirements.
(4) Technical assistance to the facing unit fabricator.
At the completion of the wall test segment, the Tech Rep shall provide the following:
(1) Documentation that the wall test segment was constructed per the product specific
specifications. This documentation shall include a location description (starting and ending
stations and elevations) of the wall test segment.
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(2) Documentation that the job site wall foreman is familiar with the wall products used to
construct the walls on the project.
After completion of the wall test segment the Tech Rep shall be available when there is any
special field condition such as change of geological condition, when there are equipment or
personnel changes, or when requested by the Engineer.
504.12 Facial Panel Quality Control, Placing Plan, and Daily Placement Logs. Before the
start of wall construction, the Contractor shall provide a panel -placing plan and shall supply daily
placement logs to the Engineer weekly and at the completion of the wall. The daily placement
log shall consist of an elevation view of the wall showing the dates, number of panels placed,
and the serial numbers of the panels placed. The panel quality control shall contain multiple
submittals if required by subsections 504.07(g) and (h). Panels shall be labeled with a serial
number for each panel and corresponding certification with one set of random samples tested
for each 220 panels or 5,500 square feet of wall face. At least one certification with supporting
test results is required for each wall. Test results will be reviewed and pre -approved by the
Engineer before shipment. The Contractor shall coordinate and mark the panel and backfill
placing sequence on the daily placement logs. The log serves as means for the Engineer to
identify where each panel was placed.
504.13 Wall With Curved Alignments, Tight Curved Corners, and Sections Adjacent To
Bridge Abutment. The Contractor shall provide a placement plan that shows curved layouts,
special corner panel, sequence of panel placement, and construction offsets as recommended
by the manufacturer. The Contractor shall install vertical slip joints as shown on the shop
drawings for tight curved corners (8 -foot radius or less) and dissimilar foundations such as bridge
abutments, to avoid panels with random cracks.
504.14 Excavation and Backfill. The base of leveling pad shall receive the same compaction
as cut area required by subsection 203.07. The Contractor shall report to the Engineer in writing
density test results for any unsatisfactory bearing material that does not meet the minimum 90
percent compaction for walls less than 16 feet high and 95 percent of AASHTO T180 for walls
higher than 16 feet. If the excavation for the placement of the leveling pad exposes an
unsatisfactory bearing material, the Engineer may require removal and replacement of that
material. The removed material shall be replaced with Structure Backfill (Class 1) compacted in
conformance with subsection 206.03. The Engineer with the assistance of the geotechnical
engineer of record will provide the limits including the depth of removal. As directed by the
Engineer, and if required, Structure Backfill (Class 1) shall be reinforced with soil reinforcements
in conjunction with wick drains and outlet pipes.
The Contractor shall grade the foundation for the bottom of the wall for a width equal to or
exceeding the limits of the Reinforcement Length (RL) plus 18 inches as shown on the plans.
This graded area shall be compacted with an appropriate vibratory roller weighing a minimum of
8 tons for at least five passes or as directed by the Engineer. For cut wall with continuous
seepage, phasing of foundation construction or a different drainage and foundation improvement
plan may be necessary.
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The reinforced structure backfill zone and the retained structure backfill zone portion immediately
behind the wall as defined on the plans shall be Structure Backfill (Class 1). Recycled asphalt,
recycled concrete, and flow fill material shall not be substituted for Structure Backfill (Class 1).
Each compacted layer of backfill within a distance equal to the reinforcement spacing away from
the back of the panels shall not exceed 4 inches. The triangular or trapezoidal portion behind
the concrete panels and above the spill of backfill, as shown on the plans, shall be filled with 3/8 -
inch or larger crushed rock, filter aggregates with filter fabric, or wall system specific fill as
approved by the Engineer. Density tests behind and parallel to the wall in the triangular or
trapezoidal portion above the backfill spill zone are not required. Each compacted layer of backfill
shall be in even increments up to 8 inches thick. The fill and compaction operation shall start 3
feet from the wall back face and progress toward the end of the reinforcement. All Structure
Backfill (Class 1) including fill material under the wall and on -site material as allowed by
subsection 504.03 shall be compacted to a density of at least 95 percent of the maximum density
according to AASHTO T180. For on -site foundation material containing more than 30 percent
retained on the 3/4 inch sieve, a method of compaction consisting of a conventional heavy
vibratory roller starting with minimum 5 passes shall be used to establish the number of passes
required to exceed the 95 percent T180.
At least 6 inches of material shall be in place before operation of tracked vehicles over soil with
reinforcement. Only power operated roller or plate compaction equipment weighing less than
1,000 pounds is allowed within 3 feet of the front of the wall face. The reinforcement shall not be
connected to the wall until the compacted fill is at or slightly higher than the location of the
connector.
Backfill containing frost or frozen lumps shall not be used. Backfill that has been placed and
becomes frozen shall be removed and replaced at the Contractor's expense. If cold weather
conditions prevent the placement of Structure Backfill (Class 1), the Contractor may use Filter
Material Class B as backfill without compaction at the Contractor's expense and approved by
the Engineer. The Contractor shall provide a test report, prepared and certified by an
independent laboratory, that the internal friction angle of soil for the Filter Material Class B meets
or exceeds that shown on the plans.
The Contractor shall place additional panels including partial height panels and properly
compacted fill material to return the finished grade to the plan elevations if settlement, as
determined by the Engineer, has occurred. A final inspection before the installation of rail
anchoring slab will be made after construction settlement, if any, has occurred or 30 days after
the completion of the wall. The Contractor shall provide immediate temporary stormwater
protection and wind erosion control at the end of each day during construction. If settlement
occurs as the result of loss of backfill due to wind or water erosion, non -conforming backfill such
as frozen fill or over -saturated fill, or if the backfill does not meet compaction requirements, the
Contractor shall remove the backfill, wash the soil reinforcement, and bring the elevation to the
finished grade at the Contractor's expense. Before final project acceptance, the Contractor shall
repair all backfill losses due to wind and water erosion.
To avoid the foundation of the leveling pad being washed out by rain, the area in front of the wall
and around the leveling pad shall be backfilled as soon as practicable.
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504.15 Reinforcement. Steel reinforcement shall be slack free and geosynthetic reinforcement
shall be slightly pre -tensioned. The minimum coverage ratio for geogrid reinforcement shall be
67 percent and the spaces between rolls shall be staggered between layers of soil reinforcement.
The minimum coverage ratio for woven fabric reinforcement shall be 100 percent and an overlap
between rolls is not required. Soil reinforcement shall not be cut to avoid obstruction unless
shown on the shop drawings.
504.16 Leveling Pad. The foundation of the leveling pads shall meet the requirement of
subsection 504.04 for steel and concrete. The leveling pad shall be level within the tolerance of
'/s inch for any two points along the length of a panel, and within '/a inch for any two points 10
feet apart.
Cushion or shimming material (expansion joint material, concrete mortar grout, roofing felt, or
geosynthetic reinforcement) shall be used to support panels directly founded on the leveling pad.
Before starting a new course of panels, the Contractor shall take steps to ensure that the wall
elevations are matched at the neighboring panels. Cushion or shimming material shall be used
to obtain necessary panel elevations at next leveling pad step. No more than two shims (each
3/16 inch thick) shall be required to level the panels on the leveling pad.
504.17 Wooden Wedges. Wooden wedges may be used to help to hold the panels at the correct
batter during the backfill operation. The wooden wedges shall be made from hard wood (such
as oak, maple or ash). Wooden wedges shall be removed as soon as the precast panels above
the wedged panels are completely erected and backfilled. There shall not be more than three
rows of wooden wedges in place at one time. Panels that crack or spall due to failure to remove
the wooden wedges shall be repaired or replaced.
504.18 Panel Facing. For walls that support a roadway, the wall layout line at the leveling pad
shall be set back and pre -measured with appropriate batter (5 to 8 percent) from the top of the
panels according to the offset with respect to the centerline of the road. For walls adjacent to a
roadway, the wall layout line at the leveling pad shall be directly offset from the centerline of the
road. An overall negative batter (wall face leaning outward) between the bottom and the top of
the wall is not allowed. Unless otherwise noted on the plans for battered walls, the final wall face
shall be vertical, or have a positive batter of not greater than 5 percent for construction control
purpose. The surface of the wall face shall be tested with a 10 -foot straightedge laid along the
surface in horizontal and vertical directions. Except as necessary for horizontal alignment of the
wall, convex deviation of the wall face from the straightedge (belly wall) shall not be allowed,
and concave deviation from the straightedge shall be less than 1/2 inch.
Walls without a rail -anchoring slab, cast -in -place reinforced coping with uniform exposed height
is required to match the required finished elevations as well as to retain the panels' lateral
deformation.
For walls with rail anchoring slabs, the top of panel elevations shall be within 8 inches of the
bottom of the anchoring slab. Cast -in -place concrete or saw -cut partial height panels may be
used to accomplish this.
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Where the geomembrane for drainage interferes with the continuation of reinforcement, the
panels beyond the termination shall be reinforced with the same grade of additional soil
reinforcing material to maintain the total amount of reinforcement per panel. To avoid leaking or
soil erosion through the joint, a filter fabric at least 12 inches wide shall be glued to the panels
behind all vertical joints.
As shown on the plans, facing panels directly exposed to spray from deiced pavements and
indirect windborne spray shall have three coats of water resistant or repellant concrete sealer
applied to the front face of the wall before the wall is opened to traffic.
All damages to a completed wall or parts of a completed wall, including blemishes and
discoloring of panels, shall be replaced or repaired before final payment is made. Sand blasting
may be used if approved by the.
504.19 Fill under Leveling Pad. For walls requiring fill under the planned elevation of the
leveling pad, the Contractor may lower the elevation of the leveling pad as approved by the
Engineer, except that the finished elevation at the top of the wall shall not be altered. As
requested by the Contractor, and with the Engineer's approval, the higher wall shall be
redesigned with longer reinforcement length and revised reinforcement schedule.
Method of Measurement
504.20. MSE retaining walls will not be measured for payment in the field but will be paid for by
the calculated quantities shown on the plans for the five major components of the wall: structure
excavation, structure backfill, concrete panel facing, mechanical reinforcement of soil, and
geomembrane. The Contractor's construction of a system that requires increased or decreased
quantities of any of the components to complete the wall to the dimensions shown will not result
in a change in pay quantities. Exceptions will be made when field changes are ordered or when
it is determined that there are discrepancies on the plans in an amount of at least plus or minus
five percent of the plan quantity.
(1) The panel facing quantity was calculated for the square foot of wall front face area from the
top of the leveling pad (or average pad elevations) as shown on the plans to the top of the
anchoring slab for walls with railing, or to the top of the cast in place coping for walls without
railing.
(2) The structure excavation quantity was calculated for the total volume of earth to be removed
before the installation of the reinforced zone as shown on the plans.
(3)
The structure backfill quantity was calculated for the total volume behind the wall (the
retained structure backfill zone) including the material in the reinforced zone as shown on
the plans.
(4) The mechanical reinforcement of soil quantity was calculated for the total volume of the
reinforced zone as shown on the plans.
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(5) Geomembrane was calculated as the design height (DH) plus soil reinforcement length
(RL) plus 1.5 feet, disregarding the slope of the membrane.
The square foot and cubic yard quantities computed for payment are the wall plan quantities
based on the height measured at 20 -foot maximum intervals along the wall layout line.
Basis of Payment
504.21. The accepted quantity will be paid for at the contract unit price per unit of measurement
for the pay items listed below:
Payment will be made under:
Pay Item
Pay Unit
Panel Facing
Square Foot
Structure excavation will be paid for under the Section 206 Pay Item Structure Excavation.
Structure backfill will be paid for under the Section 206 Pay Item Structure Backfill (Class 1). Soil
reinforcement will be paid for under the Section 206 Pay Item Mechanical Reinforcement of Soil.
Geomembrane will be paid for under the Section 420 Pay Item Geomembrane.
Rail anchoring systems (slabs) at the tops of walls and leveling pads at the bottom of wall will
be measured and paid for separately under the Section 601 Pay Item Concrete and the Section
602 Pay Item Reinforcing Steel.
Payment will be full compensation for all work and materials required to construct the concrete
panel facing MSE wall. Miscellaneous items such as dual track welding of geomembrane,
drainage ditches, rundowns, filter material, filter fabric, grout, pins, shimming material, 1/4 inch
thick expansion joint material, concrete coating and providing a technical representative will not
be measured and paid for separately but shall be included in the work.
504.22 Panel Facing Payment Reductions. In this subsection, a "panel" refers to either a
concrete panel or a hybrid unit. Each of the following shall be considered a defect:
(1) Dislocated Panel. A dislocated panel is an individual panel or its corner located outward
more than 1/4 inch from the adjacent panels.
(2) Cracked Panel. A cracked panel is an individual panel with any visible crack when viewed
from a distance equal to the wall height in natural light.
(3)
Corner Knock Off. A corner knock -off is a panel with any missing facial corners or
architectural edges.
(4) Substandard panel. Substandard panels are concrete panels installed in wall segments
that do not meet the certified values for compressive strength. Each substandard panel
counts as one defect.
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(5)
Oversize Joints. Panels with oversize joints are two adjacent panels that do not meet the
required values in subsection 504.02(f).
(6) Panels Failing the 10 -Foot Straightedge Test. Straightedge test failures are joints that
deviate from even by more than 1/4 inch when measured by placing a 10 -foot straightedge
across the joint.
Defects shared by two adjacent panels such as oversized joint, dislocated panel and panels not
passing 10 -foot straight edge test will be count as one defect.
In the completed wall or completed portion of the wall the number of defects, as described above,
in each 40 -foot section (horizontal or arc length) will be counted. If there are defects, the number
of defects in the 40 -foot section will be considered for price reduction according to the table
below. For panels subjected to price reduction, if the defects are repairable or the overall quality
of wall can be improved, with the consent from the Engineer, the Contractor may elect to repair
and reduce the percent of price reduction. If the finished wall facing profile outside of acceptable
zone or into negative batter is not repairable, the non -repairable portion shall receive a 21
percent price reduction for each wall pay item. A walkthrough inspection will be made as
requested by the Contractor before final payment.
Table 504-3 — Price Reduction for Panel Facina Defects
No. of Defects in 40 Foot Section
Percent of Price Reduction for that section
2
3
3
9
4
15
5
21
> 5
Rejection
When the number of defects exceeds five, the Engineer will reject the entire wall or portions
thereof. The Contractor shall replace the rejected wall at his own expense.
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Section 504a — Soil Nail Wall
Description
504.23 Soil Nail Wall. This work consists of constructing a permanent soil nailed wall (also
referred to as ground nail wall) as specified, and as shown on the plans. Temporary soil nail
walls and the final facing are not covered in this specification. The work includes:
(1) Excavating staged lifts per the plans and approved submittals.
(2) Drilling soil nail holes to the diameter and length required to develop the specified capacity
as shown on the plans.
(3) Installing soil nails including placement and grouting.
(4) Performing soil nail testing and providing test results to the Engineer.
(5) Providing and installing the specified drainage features.
(6) Providing and installing bearing plates, washers, nuts, couplers, and other required
miscellaneous materials.
(7) Constructing the initial shotcrete face.
Materials
504.24. Materials shall meet the following requirements:
(1) Concrete shall be Class D, conforming to the requirements of Section 601.
(2) Reinforcing Steel shall conform to the requirements of Section 602.
(3) Shotcrete shall conform to the requirements of Section 641.
(4) Forms and falsework shall conform to the requirements of subsections 601.09 and 601.11.
(5) Geocomposite strip drains shall comply with Section 712.12.
(6) Underdrains and pipes shall comply with Sections 712.11 and 712.13.
504.25 Soil Nails
(a) Solid Bar Soil Nail. Bars shall conform to AASHTO M31 for Grade 75 or ASTM A 722 for
Grade 150. Bars shall be threaded, continuous without splices or welds, new, straight,
undamaged, epoxy -coated or encapsulated as shown on the plans. Bars shall be threaded
a minimum of 6 inches on the wall anchorage end to allow proper attachment of bearing
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plate and nut. Threading may be continuous spiral deformed ribbing provided by the bar
deformations (continuous thread bars) or may be cut into a reinforcing bar. If threads are
cut into a reinforcing bar, the next larger bar number designation from that shown on the
plans shall be provided at no additional cost.
(b) Bar Coupler. Bar couplers, where allowed by the plans, shall be designed to develop the
full ultimate tensile strength of the bar as certified by the manufacturer.
(c) Fusion Bonded Epoxy Coating. Epoxy coating for bars and end hardware shall conform to
ASTM A775 or A934. The minimum thickness shall be 0.012 inch and shall be
electrostatically applied. Bend test requirements are waived. Coating at the wall anchorage
end of epoxy -coated bars may be omitted over the length provided for threading the nut
against the bearing plate. Coating at the end of the bar of epoxy -coated bars may be
omitted over the length provided for threading a coupler if bars are to be joined.
Galvanization may be substituted for epoxy. Bars should be galvanized according to ASTM
A767/A767M. A minimum galvanization coating of 3.4 -mil thickness is required.
Galvanization shall be applied per ASTM A153 for nuts, plates, and other hardware.
(d) Encapsulation. Encapsulation shall be a sheathing of either corrugated HDPE tube with a
minimum 0.06 -inch thickness conforming to AASHTO M252 or corrugated PVC tube with
a minimum 0.04 -inch thickness conforming to ASTM D1784, Class 13464-B. The level of
corrosion protection shall be as shown on the plans.
(e) Centralizer. Centralizers shall be manufactured from Schedule 40 PVC pipe or tube, or
other material not detrimental to the soil nail steel or corrosion protection. Wood shall not
be used. Centralizers shall be:
(1) Securely attached to the soil nail bar.
(2) Sized to position the soil nail bar within 1 inch of the center of the drill hole.
(3) Sized to allow tremie pipe, grout tube, or casing insertion along the full length of the
drill hole.
(4) Sized to allow grout to freely flow up the drill hole.
(f)
Soil Nail Grout. The minimum compressive strength for grout should be 1,500 pounds per
square inch (psi) at 3 days, and 3,000 psi at 28 days, as tested per ASTM C109. If sand is
used in the grout mixture, it shall meet the requirements of subsection 703.01. A batch
ticket shall be supplied for each grout delivery to be used during construction of the soil nail
wall. If grout is mixed on site, all materials shall be weighed and recorded before mixing or
incorporation into the mixer. The water/cementitious ratio and specific gravity may be used
as a primary quality control of the neat cement grout mix if the Contractor can demonstrate
the materials and mix design consistently produce a grout of the minimum specified
strength. Neat cement grout cubes shall be molded by the Contractor in the presence of
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the Engineer and tested by the Department on the grout used in production soil nails and
the adjacent test soil nail.
(9)
Fine Aggregate. Fine aggregate shall conform to subsection 703.01.
(h) Cementitious Materials. Cementitious materials shall conform to Section 701. The cement
used for shotcrete and grout shall meet the sulfate resistance requirements of subsection
601.04.
(i)
(U )
Admixtures. Admixtures shall conform to Section 711. Admixtures that control bleed,
improve flowability, reduce water content, reduce washout, and retard set may be used in
the grout as approved by the Engineer. Accelerators are not permitted. Expansive
admixtures may be used only in grout used for filling sealed encapsulations. Admixtures
shall be compatible with the grout and mixed per the manufacturer's recommendations.
Film Protection. Polyethylene film for moisture loss control shall conform to AASHTO M171.
504.26 Bearing Plates, Washers, Nuts, and Headed Studs.
(a) Bearing Plates. Bearing plates shall conform to AASHTO M183/ASTM A36.
(b) Beveled Washers. Beveled washers shall conform to ASTM F436, with an angle matching
the inclination of the soil nail to provide uniform bearing.
(c) Nuts. Nuts shall be hexagonal and fitted with beveled washer or spherical seat to provide
uniform bearing to develop the full ultimate tensile strength of the bar as certified by the
manufacturer and conform to AASHTO M292/ASTM A194.,
(d) Headed Studs. Headed studs on the bearing plate shall conform to requirements of Section
509.12.
504.27 Welded Wire Fabric. Welded Wire Fabric shall conform to AASHTO M55, AASHTO
M221, or ASTM A1064.
Construction Requirements
504.28 Contractor Qualifications. The Contractor shall provide on -site supervisors and drill
operators with experience installing permanent soil nails on at least 3 permanent soil nail
retaining wall projects during the past 3 years totaling at least 10,000 square feet of wall face
area and at least 500 permanent soil nails.
504.29 Submittals. The following documents shall be submitted per subsection 105.02. No work
relating to soil nail wall construction including ordering materials shall be performed before the
following submittals have been reviewed and reviewed by the Engineer.
612
(a) Qualifications. The soil nailing Contractor shall submit a brief description of at least 3
completed projects, including the owning agency's name, address, current phone number,
location of project, project contract value, square foot of wall, the number of nails,
scheduled completion date, and actual completion date for the project.
(b) Personnel. At least 14 calendar days before starting soil nail work, the soil nailing
Contractor shall identify on -site supervisors and drill operators assigned to the project and
submit a summary of each individual's experience. Only those individuals designated as
meeting the qualifications requirements shall be used for the project. The soil nailing
Contractor shall not substitute for any of these individuals without written approval by the
Engineer. The Engineer will review the soil nailing Contractor qualifications and staff within
15 working days after receipt of the submission. The Engineer may suspend the work if the
soil nailing Contractor substitutes unqualified personnel for qualified personnel during
construction. If work is suspended due to the substitution of unqualified personnel per
subsection 504.29, the Contractor shall be fully liable for additional costs resulting from the
suspension of work and no adjustment in contract time resulting from the suspension of the
work will be allowed.
(c) Construction Plan. At least 14 days before starting soil nail work, the soil nailing Contractor
shall submit a Construction Plan to the Engineer for review that includes the following:
1. The start and finish date and proposed detailed wall construction sequence. Include
schedule entries and anticipated durations for each lift excavation, soil nail installation
for each lift, grout curing, soil nail testing, and shotcrete placement and curing.
2. Drilling and grouting methods and equipment, including the drill hole diameter
proposed to achieve the specified pullout resistance values shown on the plans and
any proposed variation of these along the wall alignment.
3. Soil nail grout mix design, including compressive strength test results supplied by a
qualified independent testing lab verifying the specified minimum 3 -day and 28 -day
grout compressive strengths. Previous test results for the same grout mix completed
within one year of the start of grouting may be submitted for verification of the required
compressive strengths.
4. Soil nail grout placement procedures and equipment.
5. Shotcrete materials and methods including methods to address soil fall out, perched
water, and anti -washout as needed based on site condition or review of the
Geotechnical Report per subsection 102.05.
6. All materials, methods, and control procedures for the initial shotcrete facing.
7. Soil nail testing methods and equipment setup.
613
8. Identification number and certified calibration records for each test jack, pressure
gauges, and load cell to be used. Jack, load cell, and pressure gauge shall be
calibrated as a unit. Calibration records shall include the date tested, the device
identification number, and the calibration test results and shall be certified for an
accuracy of at least 2 percent of the applied certification loads by a qualified
independent testing laboratory within 6 months before submittal.
9. Certificates of Compliance for:
i. The soil nail bar yield or ultimate tensile strength.
ii. Soil nail bar steel type.
iii. Bearing plates, washers, nuts, and couplers.
iv. Corrosion protection.
v. Geocomposite strip drain and underdrain material.
The Engineer will review the soil nailing Contractor's Construction Plan within 10 working
days after the submission.
504.30 Protection and Cleanup. During work operations, the Contractor shall take such
precautions as may be necessary to prevent shotcrete overspray, drill cuttings, equipment
exhaust, oil, wash water, and other materials from defacing or damaging private and public
property including adjacent landscaping per subsections 107.12 and 107.25. The Contractor
shall furnish all equipment as may be necessary to handle wastewater and material from the
operations and clean up all waste resulting from the operations. The Contractor is responsible
for the stability of the highway facility and nearby structures.
504.31 Storage and Handling. Soil nail bars shall be stored and handled in a manner to avoid
damage, excessive bending, permanent deformation, or corrosion. Bars exhibiting abrasions,
cuts, welds, weld splatter, corrosion, or pitting shall be replaced. Bars exhibiting damage to
encapsulation or epoxy coating shall be repaired or replaced. Repaired epoxy coating areas
shall have a minimum 0.012 -inch thick coating. Bars exhibiting damage shall be repaired or
replaced at the Contractor's expense.
504.32 Excavation. The Contractor shall be responsible for providing the necessary survey and
alignment control during the excavation for each lift, locating drill holes, and verifying limits of
the soil nail wall installation. Before any excavation, surface water controls shall be installed
around the wall area as needed to prevent surface water, seepage, or springs from flowing within
or into the excavation or as determined by the Engineer. The Engineer shall be notified 14 days
before the beginning of excavation to allow scheduling of qualified representatives of the soil nail
wall design professional engineer to observe the excavation and drilling as needed. The
Engineer and the soil nail wall design engineer shall be contacted immediately if the Contractor
encounters any ground conditions or materials during the excavation or drilling that is not shown
614
on the plan set or unanticipated seepage, springs, or other sources of groundwater to allow for
review of the design. The Contractor shall reference available Geotechnical Reports or other site
condition reports per subsection 102.05 for additional information concerning the ground
conditions that are anticipated during excavation.
During construction of the soil nail wall, excavation not associated with the soil nail wall
construction shall not be performed within a horizontal distance equal to the total height of the
final soil nail wall face excavation. The height of the exposed unsupported final excavation face
cut shall not exceed the vertical soil nail spacing plus the required reinforcing lap or the short-
term stand-up height of the ground, whichever is less. Each lift excavation shall be completed to
the final wall excavation line and shotcrete applied in the same work shift, unless otherwise
approved by the Engineer. Application of the shotcrete may be delayed up to 24 hours if the
Contractor can demonstrate that the delay will not adversely affect the excavation face stability.
The Contractor shall modify excavation procedures and soil nail wall installation procedures to
prevent the loss of material from the excavation face or from behind the previously installed
shotcrete lift (chimneying). This may require adjustments to the sequencing between excavation,
soil nail drilling and shotcreting to shorten the time the excavation lift is unsupported, drilling and
installing the soil nails through temporary berms before final excavation and/or installing the
initial shotcrete before drilling the soil nails. All voids that develop behind the shotcrete shall be
filled with grout at no additional cost to the Department.
The Contractor shall be responsible for providing the necessary survey and alignment control
during excavation for each lift. Excavation of the next -lower lift shall not proceed until soil nail
installation, initial shotcrete face placement, attachment of bearing plates and nuts, and soil nail
testing have been completed and accepted per subsection 504.17 in the current lift. Soil nail
grout and shotcrete shall have achieved a compressive strength of at least 1,000 psi before
excavation of the next underlying lift.
Where the Contractor's excavation and installation methods result in a discontinuous wall along
any soil nail row, the ends of the upper lift excavation shall extend beyond the ends of the next
lower excavation lift by at least 10 feet. Slopes at these discontinuities shall be constructed to
prevent sloughing or failure of the temporary slopes. If sections of the wall are to be constructed
at different times, the Contractor shall prevent sloughing or failure of the temporary slopes at the
end of each wall section.
The Contractor shall remove all or portions of cobbles, boulders, rubble or other subsurface
obstruction encountered at the cut line which will protrude into the shotcrete facing including a
method to safely secure remnant pieces remaining behind the excavation face and promptly
backfilling voids resulting from removal of protrusions extending behind the excavation face.
Voids, over -break or over -excavation beyond the plan wall excavation line resulting from the
removal of face protrusions or the excavation operation shall be backfilled with shotcrete,
concrete, or grout.
0 504.33 Soil Nail Installation. Soil nail length and drill hole diameter used shall be those
necessary to develop the specified load capacity to satisfy the acceptance criteria.
615
Holes shall be drilled for the soil nails at the locations, elevations, orientations, and minimum
lengths shown on the plans. Drilling equipment and methods shall be suitable for the ground
conditions and conform to the installation methods submitted by the soil nailing Contractor.
Drilling muds or other fluids shall not be used to remove cuttings. If caving ground is
encountered, cased drilling methods shall be used to support the sides of the drill holes. Self -
drilling soil nail bars (also known as hollow, self -grouting or pressure grouted soil nail bars) shall
not be used unless indicated on the plans. Soil nail bars shall be as shown on the plans. Provide
centralizers per Section 504.03(e).
504.34 Grouting. The drill hole shall be grouted after installation of the soil nail bar and within 2
hours of completion of drilling. The grout shall be injected at the lowest point of each drill hole
through a tremie pipe, grout tube, or casing. The outlet end of the grout tube or casing shall be
kept below the surface of the grout as the conduit is withdrawn to prevent the creation of voids.
The drill hole shall be completely filled in one continuous operation. Cold joints in the grout
column are not allowed except at the top of the test bond length of proof tested production soil
nails. Excessive grout take is defined as twice the theoretical grout volume to grout the drill hole.
The Engineer shall be notified of excessive grout take to allow for modification of the wall design
and construction. The Contractor shall maintain the stability of borings through the temporary
unbonded length of proof test soil nails for subsequent grouting. If the unbonded test length of
production proof test soil nails cannot be satisfactorily grouted subsequent to testing, the
Contractor shall install a new soil nail in its place.
In some granular soils with an open matrix with no cohesion, the potential for drill hole collapse
or grout leakage may be large. In this case, a grout containment device or "sock" may be used
as approval by the Engineer to reduce excessive grout take in the highly permeable soil.
504.35 Underdrain. The underdrain shall be installed per Section 605.03. The underdrain
should be installed as part of the soil nail wall construction. If the underdrain is to be installed at
a time after construction of the soil nail wall, the Contractor shall notify the Engineer to review
any proposed excavation at the foot of the wall for stability.
504.36 Soil Nail Testing. Both verification and proof testing of designated test soil nails shall
be performed. Proof tests shall be performed on production soil nails at locations selected by
the Engineer or as shown on the plans. Testing of a soil nail shall not be performed until the soil
nail grout and shotcrete facing have cured for at least 72 hours or attained their specified 3 -day
compressive strength.
The Contractor shall provide all necessary equipment to perform the soil nail testing including,
but not limited to, dial gauges, dial gauge support, jack and pressure gauge, electronic load cell
with machined platens placed at either end of the load cell, and a reaction frame. In non -creep
susceptible soils and as approved by the Engineer, the use of a load cell may be replaced with
a dual pressure gauge system with the low reading gauge being used for soil nail acceptance.
The pressure gauge shall be graduated in 100 -psi increments or less. The soil nail head
movement shall be measured with a minimum of two dial gauges capable of measuring to 0.001
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inch. The Contractor shall have available calibrated back up gauges and test loading equipment
to minimize down time due to testing equipment failure.
The Contractor shall not apply loads greater than 80 percent of the minimum ultimate tensile
strength of the tendon for Grade 150 bars or 90 percent of the yield strength of the tendon for
Grade 75 bars. Preliminary results shall be submitted to the Engineer within 24 hours of the test
completion. A full report containing test load results shall be submitted to the Engineer within 5
working days of the test completion.
504.37 Verification Testing of Sacrificial Soil Nails. The total number and location of tests
shall be determined and spaced to evaluate soil nail performance in each soil strata encountered
along the total length of the wall. A minimum of two verification tests shall be performed on
sacrificial test soil nails at each soil nail wall as shown on the plans or as directed by the
Engineer.
Verification test soil nails shall have both bonded and unbonded lengths. Along the unbonded
length, the soil nail bar shall not be grouted. The unbonded length of the test soil nails shall be
at least 3 feet as measured from the back of the bearing plate to the top of the grout.
Verification tests shall be conducted according to the loading schedule of Table 504-4. Each
load increment shall be held for at least 10 minutes. The Contractor shall record soil nail
movements at each load increment and the time intervals shown in the table for each load step.
Creep tests shall be performed at 0.75 VTL. The alignment load (AL) should be the minimum
load required to align the testing apparatus and shall not exceed 5 percent of the VTL. The dial
gauges shall be set to "zero" after applying the alignment load. Following application of the
maximum load, the load shall be reduced to the alignment load and the dial gauge readings
recorded as the permanent set.
Each load increment shall be held for at least 10 minutes. The Contractor shall monitor the
verification test soil nail for creep at the 0.75 VTL load increment by measuring and recording
soil nail movement. The load shall be maintained during the creep test within 2 percent of the
intended load by use of the load cell. The test results shall be presented for the Engineers review
and acceptance before production. The Engineer shall have 10 working days to review the report
and based on the results, design modifications may be required.
The bonded length of the soil nail during verification tests (LB vT) shall be:
(a) For Grade 75 and other mild steel per ASTM A615, the maximum bond length (LB vTmax), is
defined as:
At X fy X CRTY
LBVTmax —
rP0
(b) For Grade 150 and other high -strength steel per ASTM A722, the maximum bond length
(LB VTmax), is defined as:
617
LB VTmax
At ' fu ' CRTU
rpo
where:
CRTY = reduction coefficient for mild -grade steel = 0.9
CRTU = reduction coefficient for high -strength steel = 0.8
At = cross-sectional steel area of the test soil nail in square inches
fy = nominal yield strength of test soil nail (mild steel) in kips per square inch
fu = nominal tensile strength of test soil nail (high -strength steel) in kips per square inch
rPo = nominal pullout resistance in kips per foot of test soil nail per plans = Tr x qu x DDH
qu = nominal bond strength in kips per square foot
DoH = drill hole diameter in feet
(c) If LB VTmax > 10 feet, select LB VT to be 10 feet ≤ LB VT ≤ LB VTmax.
(d) If LB VTmax < 10 feet, to avoid tensile breakage, select LB VT = 10 feet and increase the test
soil nail bar size as needed, and recalculate LB VTmax until LB VTmax > 10 ft.
(e) The maximum (nominal) load during the verification test is defined as the Verification Test
Load (VTL) and is calculated as VTL = LB VT x rPo
Table 504-4 — Verification Test Loading Schedule
Load
Hold Time (minutes)2
ALA
1
0.13 VTL
10 (recorded at 1, 2, 4,
5, 10)
0.25 VTL
10 (recorded at 1, 2, 4,
5, 10)
0.38 VTL
10 (recorded at 1, 2, 4,
5, 10)
0.50 VTL
10 (recorded at 1, 2, 4,
5, 10)
0.63 VTL
10 (recorded at 1, 2, 4,
5, 10)
0.75 VTL (Creep Test)3
60 (recorded at 1, 2, 4, 5, 6, 10,
20, 30,
50,
60)
0.88 VTL
10
1.00 VTL4
10
AL
15
Table Notes:
AL = alignment load, which is less than or equal to 0.05 VTL.
Soil nail movement shall be measured after each load increment has been achieved
and at each time step.
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Maintain the load during the creep test within 2 percent of the intended load by use of
the load cell.
The Engineer may allow loading to failure to determine nominal soil conditions.
Permanent soil nail movement shall also be recorded.
504.38 Proof Testing Of Production Soil Nails. Successful proof testing shall be performed
on 5 percent of the production soil nails in each soil nail row or a minimum of one per row.
Verification tests shall not be included in the 5 percent; except that the Engineer may allow the
verification tests to be included based on the plans and site conditions. The Engineer will
determine the locations and number of proof tests before soil nail installation in each row unless
otherwise shown on the plans. Production proof test soil nails shall have both bonded and
temporary unbonded lengths. Fully grouted test soil nails shall not be proof tested. The
Contractor shall maintain the stability of the hole for the temporary unbonded test length for
subsequent grouting. If the unbonded test length of production proof test soil nails cannot be
satisfactorily grouted subsequent to testing, the proof test soil nail shall become sacrificial and
shall be replaced with an additional production soil nail installed at the Contractor's expense.
The temporary unbonded length of the test soil nail shall be at least 3 feet as measured from the
back of the bearing plate to the top of the grout.
Proof tests shall be conducted according to the loading schedule of Table 504-5. Unless the soil
is susceptible to creep per subsection 504.39, each load increment shall be held until readings
are stable as defined by three readings within 0.005 inches taken one per minute over three
minutes. The Contractor shall record soil nail movements at each load increment and the time
intervals shown in the table for each load step. Creep tests shall be performed at 1.00 PTL. The
alignment load (AL) shall be the minimum load required to align the testing apparatus and shall
not exceed 5 percent of the PTL. Set dial gauges to "zero" after applying the alignment load.
Following application of the maximum load, reduce the load to the alignment load and record the
permanent set.
The creep period shall start as soon as the maximum test load (1.0 PTL) is applied and the soil
nail movement shall be measured and recorded at 1 minute, 2, 3, 5, 6, and 10 minutes. Where
the soil nail movement between 1 minute and 10 minutes exceeds 0.04 inch, the maximum test
load shall be maintained for an additional 50 minutes and movements recorded at 20 minutes,
30, 50, and 60 minutes. All load increments shall be maintained within 5 percent of the intended
load.
The bonded length of the soil nail during verification tests, LB PT, shall be:
(a) For Grade 75 and other mild steel per ASTM A615, the maximum bond length (LB PTmax), is
defined as:
_ At•fy•CRTy
LB PTmax — rPo , 0.75
(b) For Grade 150 and other high -strength steel per ASTM A722, the maximum bond length
(LB PT max), is defined as:
619
LB PTmax — rPo , 0.75
At. fu. CRTU
(c) Select LB PT to be 10 ft or LB PTmax, whichever is smaller, to avoid tensile breakage.
(d) Production proof test soil nails that are shorter than 13 feet may be tested with less than
the minimum 10 feet bond length. The maximum load in the proof test (PTL) is calculated
as PTL = LB PT x rPo x 0.75
Table 504-5 — Proof Test Loading Schedule
Load
Hold Time (minutes)2
ALA
1
0.17 PTL
Until Movement Stabilizes3
0.33 PTL
Until Movement Stabilizes
0.50 PTL
Until Movement Stabilizes
0.67 PTL
Until Movement Stabilizes
0.83 PTL
Until Movement Stabilizes
1.0 PTL (Creep Test)4
10 (recorded at 1, 2, 4, 5, 6, and 10)
AL
1
Table Notes:
AL = alignment load, which is less than or equal to 0.05 PTL.
Times are measured after the target load has been achieved in each increment.
If the soils reinforced with soil nails are relatively susceptible to deformation of
creep, it is recommended to hold each load increment for 10 minutes and to record
the soil nail movement at 1, 2, 5, and 10 minutes.
If the soil nail movement measured between 1 and 10 minutes exceeds 0.04 in.,
PTL must be maintained for 50 additional minutes and movements must be
recorded at 20, 30, 50, and 60 minutes. The permanent soil movement must also
be recorded.
504.39 Test Soil Nail Acceptance Criteria. A test soil nail shall be considered acceptable when
the following criteria are met.
(a) Verification testing. The following criteria shall be met for acceptance of the soil nail:
(1) Pullout shall not occur at loads less than 1.00 VTL.
(2) The total movement (AvTL) measured at VTL shall exceed 80 percent of the theoretical
elastic elongation of the unbonded length (Lug), as defined by:
(3) AVTL>VTL•LuB
0.8
E•At
(4) where E = Young's modulus of steel (29,000 ksi).
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(5) The creep movement between the 1 and 10 -minute readings at 0.75 VTL shall be less
than 0.04 in.
(6) The creep movement between the 6 and 60 -minute readings at 0.75 VTL shall be less
than 0.08 in.
(7) The creep rate shall be linear or decreasing throughout the creep test load -hold
period.
(b) Proof testing. The following criteria shall be met to acceptance of the soil nail:
(1) No pullout occurs.
(2) The total soil nail movement (APTL) measured at PTL shall be greater than 80 percent
of the theoretical elastic elongation of the unbonded length, as defined by:
(3)
APTL >O. B
E.At
PTL. LuB
The creep movement shall be less than 0.04 in. between the 1 and 10 -minute
readings.
(4) If this movement is exceeded, PTL shall be maintained for an additional 50 minutes
with readings recorded at 20, 30, 50, and 60 minutes.
(5)
If the creep test is extended, the creep movement between the 6 and 60 -minute
readings shall be less than 0.08 in.
504.40 Test Soil Nail Rejection. If a test soil nail does not satisfy the acceptance criterion in
subsection 504.41:
(a) Verification test soil nails. The Engineer will evaluate the results of each verification test.
The Contractor shall propose and provide plans and calculations for alternative methods
for review and acceptance by the Engineer and shall install replacement verification test
soil nails. Replacement test soil nails shall be installed and tested at the Contractor's
expense. The production soil nails shall be installed using the same installation procedures
(drill equipment, drill tooling, drill hole diameter, grouting, etc.) used to provide successful
verification tests at no additional cost to the Department.
(b) Proof test soil nails. The Engineer may require the Contractor to replace some or all of the
installed production soil nails between a failed proof test soil nail and the adjacent passing
proof test soil nail. Alternatively, the Engineer may require the installation and testing of
additional proof test soil nails to verify that adjacent previously installed production soil nails
have sufficient load carrying capacity. Installation and testing of additional proof test soil
621
nails or installation of additional or modified soil nails as a result of proof test soil nail failures
shall be at the Contractor's expense.
504.41 Wall Drainage Network. All elements of the wall drainage network shall be installed and
secured as shown on the plans. The drainage network shall consist of installing geocomposite
strip drains, PVC connection pipes, wall footing drains, and weepholes as shown on the plans.
Exclusive of the wall footing drains, all elements of the drainage network in the current lift shall
be installed before shotcreting.
(a) Geocomposite Strip Drains. Geocomposite strip drains shall be centered between the
columns of soil nails as shown on the Plans. The strip drains shall be at least 12 inches
wide and placed with the geotextile side in contact with excavation face. The strips shall be
secured to the excavation face and shotcrete shall be prevented from contaminating the
geotextile. Strip drains shall be vertically continuous. Splices shall be made with a 12 -inch
minimum overlap such that the flow of water is not impeded. Drain plate and connector pipe
shall be installed at the base of each strip as shown on the plans. Damage to the
geocomposite strip drain which may interrupt the flow of water shall be repaired.
(b) Underdrains. Underdrains shall collect groundwater from the drainage network and be
installed at the bottom of each wall as shown on the plans. The drainage geotextile shall
envelope the footing drain aggregate and pipe and conform to the dimensions of the trench.
The drainage geotextile shall overlap on top of the drainage aggregate as shown on the
plans. Damaged or defective drainage geotextile shall be repaired or replaced.
504.42 Initial Shotcrete Facing. The initial shotcrete facing shall be installed per Section 641.
Membrane curing compound shall not be used. Maturity meters shall be used to monitor all
shotcrete per subsection 641.05.
(a) Initial Face Finish. Shotcrete finish shall be either an undisturbed gun finish as applied from
the nozzle or a rod, broom, wood float, rubber float, steel trowel or rough screeded finish
as shown on the Plans.
(b) Attachment of Soil Nail Head Bearing Plate and Nut. Bearing plate, washers, and nut shall
be attached to each soil nail head as shown on the plans. While the initial shotcrete facing
is still plastic and before its initial set, the plate shall be uniformly seated on the shotcrete
by hand -wrench tightening the nut. Where uniform contact between the plate and the
shotcrete cannot be provided, the plate shall be set in a bed of grout. After grout has set
for 24 hours, the nut shall be hand -wrench tightened. Bearing plates and headed studs
shall be located within the tolerances shown on the Plans.
(c) Shotcrete Facing Tolerances. Construction tolerances for the shotcrete facing from plan
location and plan dimensions shall be as shown in Table 504-6.
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Table 504-6 — Initial Shotcrete Facina Tolerances
Item
Tolerance
Horizontal location of welded wire mesh,
reinforcing bars, and headed studs measured
horizontally from wall face
3/8 in.
Location of headed -studs on bearing plate
1/4 in.
Spacing between reinforcing bars
1 in.
Reinforcing lap length
1 in.
Thickness of shotcrete, if troweled or screeded
9/16 in. [approximation of 0.6
in.]
Thickness of shotcrete, if left as shot
1-1/8 in. [approximation of 1.2
in.]
Planeness of finish face surface, gap under 10-
ft straightedge, if troweled or screeded
9/16 in. [approximation of 0.6
in.]
Planeness of finish face surface, gap under 10-
ft straightedge, if left as shot
1-1/8 in. [approximation of 1.2
in.]
Soil nail head bearing plate deviation from
parallel to wall face
10 degrees
504.43 Forms and Falsework. Forms and falsework shall conform to subsections 601.09 and
601.11 respectively.
504.44 Reinforcing Steel. Reinforcing steel shall be installed per this specification and Section
602.
504.45 Structural Concrete. Structural concrete shall be placed per this specification and
Section 601.
504.46 Acceptance. Material for the soil nail retaining wall will be accepted based on the
manufacturer production certification or from production records. Construction of the soil nail
retaining wall will be accepted based on survey, visual inspection, and the relevant production
testing records.
Method of Measurement
504.47. Soil nail walls will be measured by the quantities for the five major components of the
wall: soil nail, initial shotcrete facing, verification testing, excavation and underdrain.
Soil nail will be measured by the linear foot of nail installed and accepted.
Verification testing will be measured by the number of verification tests performed.
Basis of Payment
504.48. The accepted quantities, measured as provided above, will be paid for at the contract
unit price for the pay items listed below that are shown on the bid schedule.
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Payment will be made under:
Pay Item
Pay Unit
Soil Nail
Linear Foot
Verification Testing
Each
Payment for Soil Nail Wall will be full compensation for all work and materials required to
complete soil nail wall. This work shall include but is not limited to soil nails, geocomposite strip
drains, proof testing, drilling, grouting, bearing plates, end hardware (nuts, washers, couplers),
certificates of compliance, and incidentals necessary to acceptably fabricate and construct the
soil nail walls exclusive of any final facing items that may be tabulated on the plans.
All excavation work required to construct the soil nail wall and the initial shotcrete facing to the
lines and grades indicated on the plans will be measured and paid for per Section 203 or 206.
Additional earthwork outside of excavation for the wall installation and backfilling before or post
wall construction will not be measured and paid for separately but shall be included in the work.
Underdrain will be measured and paid for per Section 605.
Initial Shotcrete Facing will be measured and paid for per Section 641 under Pay Item Initial
Shotcrete Facing.
Incidental shotcrete required for over -break will be measured and paid for per Section 641 under
Pay Item Shotcrete.
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Section 506 — Riprap
Description
506.01. This work consists of the construction of riprap per these specifications and in conformity
with the lines and grades shown on the plans or established.
This work consists of the construction of riprap and installation of geotextile per the
Specifications and Plans. The installation of the geotextile shall be considered subsidiary to the
riprap construction and no separate payment shall be made.
Soil riprap shall consist of a soil and riprap mixture with 35% by volume of soil and 65% by
volume of riprap.
Materials
506.02. Riprap shall consist of hard, dense, durable stone, angular in shape and resistant to
weathering. Rounded stone or boulders shall not be used as riprap material. The stone shall
have a specific gravity of at least 2.5. Each piece shall have its greatest dimension not greater
than three times its least dimension.
Material used for riprap may be approved by the Engineer if, by visual inspection, the rock is
determined to be sound and durable. Before delivering this material to the jobsite, the Contractor
shall supply laboratory testing data from the supplier, for approval by the Engineer indicating the
material meets the requirements for abrasion resistance or compressive strength as indicated in
Table 506-1.
Table 506-1 — Riprap Material Test Requirements
Test Description
Test Method
Specification
Requirement
Abrasion Resistance by Los Angeles Machine
ASTM C535
50% Loss, max.
Unconfined Compressive Strength of Drilled Core
Specimen
AASHTO
T24
2500 psi, min.
Riprap shall conform to the gradation requirements given in Table 506-2.
All riprap shall be a minimum of the nominal stone size (dso) of 12 inches or as called out in the
plans and shall conform to the gradation requirements of Table 506-2.
Riprap and soil riprap shall be underlain by a Granular Bedding (Class A) material. Granular
Bedding (Class A) shall be a porous, free -draining sand, gravel, or crushed stone and conform
to the gradation in Table 506-3.
For soil riprap, the Contractor shall provide all materials and incidentals necessary to install the
riprap which is to be mixed with native soils material. Native soil material shall be taken from the
banks of the channel to be protected or soil with similar characteristics.
625
Before delivering any riprap material to the jobsite, the Contractor shall supply laboratory testing
data from the supplier, for approval by the Project Inspector.
Geotextile (Drainage)(Class 1) such as Mirafi FW-300 or approved equivalent shall be placed
below the granular bedding per the Plans and Specifications.
Nominal stone size and total thickness of the riprap shall be as shown on the plans.
Table 506-2 — Riprap Gradation Requirements
Stone Size
d50' in
( )
% of Material
Smaller Than
Typical Stone2
Typical Stone
Dimensions3 in
( )
Typical Stone
Weight
(Ibs)
Riprap
6
70-100
50-70
35-50
2-10
12
9
6
2
85
35
10
0.4
Riprap
g
70-100
50-70
35-50
2-10
15
12
9
3
160
85
35
1.3
Riprap
12
70-100
50-70
35-50
2-10
21
18
12
4
440
275
85
3
Riprap
18
100
50-70
35-50
30
24
18
1280
650
275
Riprap
18
2-10
6
10
Riprap
24
100
50-70
35-50
2-10
42
33
24
9
3500
1700
650
35
Table Notes:
1 d50 = nominal stone size
2 based on typical rock mass
3 equivalent spherical diameter
4 based on a specific gravity = 2.5
626
Table 506-3 — Granular Bedding Gradation Class A Requirements
U.S. Standard Sieve Size
% Passing, By Weight
3"
90-100
1 '/2"
-
3/4"
20-90
3/8"
-
#4
0-20
#16
-
#50
-
#100
-
#200
0-3
Control of gradation will be by visual inspection. The Contractor shall provide two samples of
rock at least 5 tons each, meeting the gradation specified. One sample shall be provided at the
construction site and may be a part of the finished riprap covering. The other sample shall be
provided at the quarry.
These samples will be used as a reference for judging the gradation of the riprap supplied. When
it is determined necessary, conformance of the gradation will be verified by dumping and
checking the gradation of two random truckloads of stone. Mechanical equipment, a sorting site,
and labor needed to assist in checking gradation shall be provided at the Contractor's expense.
Construction Requirements
506.03. Stones with typical stone dimensions that are equal to dso and larger shall be placed at
the top surface with faces and shapes matched to minimize voids and form as smooth a surface
as practical. Dumping and backhoe placement alone is not sufficient to ensure a properly
interlocked system. The material may be machine -placed and then arranged as necessary by
use of an excavator with a multi -prong grappling device or by hand to interlock and form a
substantial bond.
Excavation for toe or cut-off walls shall be made to the neat lines of the wall. Allowance will not
be made for work outside the neat lines.
I (a)
Riprap
1. Riprap shall be stockpiled at a storage location and shall be transported to the area to
receive it on an as needed basis. The riprap shall remain uncontaminated from all
other soil and materials that may be stockpiled in the vicinity.
2. Channel slopes, bottoms, or other areas that are to be protected with riprap shall be
free of brush, trees, stumps, and other objectionable material and be graded to a
smooth compacted surface as shown on the Plans.
627
3. Contractor shall excavate areas to receive riprap to the subgrade elevations as shown
on the Plans.
4. The subgrade materials shall be stable. If unsuitable materials are encountered, they
shall be removed and replaced per Section 203 of the Specifications for subgrade that
has been excavated in undisturbed soil.
5. When subgrade is built up with embankment material it shall be compacted to 95%
maximum density (ASTM D698).
6. After the subgrade elevation is exposed and before riprap placement, a Geotextile
(Drainage)(Class 1) shall be installed over the entire area to be riprapped per the
Plans. The geotextile shall meet the requirements specified in 712.08 and Table 712-
2b. This item shall be included in the cost of the riprap pay item unless listed
separately in the Contract.
7. All riprap is to be placed in a dewatered condition beginning at the toe of the slope or
other lowest point and shall be placed working up the slope. Place the riprap in a
stepped fashion with the bottom of the uphill riprap below the top of the downhill riprap
by half of the height of the riprap minimum.
8. Riprap shall be installed in a manner that results in a dense, interlocked layer of riprap
at a slope not steeper than 3H:1 V.
A. The thickness of the riprap layer shall be twice the nominal stone size and
installed as shown on the Plans.
B. Place a first layer of smaller soil riprap of approximate dso thickness. Then place
the top layer with surface rocks that are largely dso or greater, filling voids as
necessary with smaller planted riprap.
C. Riprap shall be placed on the prepared areas in a manner which will produce a
reasonably well -graded mass of stone with the minimum practicable percentage
of voids.
D. Riprap shall be machine placed, unless otherwise stipulated in the Plans or
Specifications. It is the intent to produce a fairly compact riprap protection in
which all sizes of material are placed in their proper proportions. The mixture
shall be consolidated by large vibratory equipment or backhoe bucket to create
a tight, dense interlocking mass.
E. The entire mass of riprap shall be placed in conformance with the required
gradation mixture and to line, grade, and thickness shown on the Plans.
F. Riprap shall be placed to full course thickness at one operation and in such a
manner as to avoid displacing the underlying bedding material.
628
G. Placing of riprap by dumping into chutes, or by similar methods shall not be
permitted.
H. All material used for riprap protection for channel slope or bottom shall be placed
and distributed such that there shall be no large accumulations of either the larger
or smaller sizes of stone.
I. Some hand -placement may be required to achieve this distribution.
J. The mixture shall be consolidated by large vibratory equipment or backhoe
bucket to create a tight, dense interlocking mass. Compact and level riprap to
eliminate all voids and rocks projecting above design riprap top grade.
K. The top layer shall be placed in a similar manner, but such that the top surface
rocks are largely the size of the dso, and a smooth plane created.
Soil Riprap
1. Adjacent stockpiles of riprap and soil shall be created, and mixing shall be done at the
stockpile location, not at the location where buried/soil riprap is to be placed.
2. Mix thirty-five percent (35%) soil by volume with stockpiled riprap, using additional
moisture and control procedures that ensure a homogenous mixture; where the soil
fills the inherent voids in the riprap without displacing riprap.
3. Channel slopes, bottoms, or other areas that are to be protected with soil riprap shall
be free of brush, trees, stumps, and other objectionable material and be graded to a
smooth compacted surface as shown on the Plans.
4. Contractor shall excavate areas to receive soil riprap to the subgrade elevation as
shown on the Plans.
5. The subgrade materials shall be stable. If unsuitable materials are encountered, they
shall be removed and replaced per Section 203 of the Specifications for subgrade that
has been excavated in undisturbed soil.
6. When subgrade is built up with embankment material it shall be compacted to 95%
maximum density (ASTM D698).
7. All soil riprap is to be placed in a dewatered condition beginning at the toe of the slope
or other lowest point and shall be placed working up the slope. Place the riprap in a
stepped fashion with the bottom of the uphill riprap below the top of the downhill riprap
by half of the height of the riprap minimum.
629
8. Before soil riprap placement, a Geotextile (Drainage)(Class 1) shall be installed over
the entire area to be riprapped per the Plans. The geotextile shall meet the
requirements specified in 712.08 and Table 712-2b. This item shall be included in the
cost of the riprap pay item unless listed separately in the Contract.
9. Soil riprap shall be installed in a manner that results in a dense, interlocked layer of
riprap at a slope not steeper than 3H:1 V.
10. The thickness of the riprap layer shall be twice the nominal stone size and installed as
shown on the Plans.
11. Place a first layer of smaller soil riprap of approximate dso thickness. Then place the
top layer with surface rocks that are largely dso or greater, filling voids as necessary
with smaller planted riprap.
12. Soil riprap shall be placed on the prepared areas in a manner which will produce a
reasonably well -graded mass of stone with the minimum practicable percentage of
voids.
13. Soil riprap shall be machine placed, unless otherwise stipulated in the Plans or
Specifications. It is the intent to produce a fairly compact riprap protection in which all
sizes of material are placed in their proper proportions. The mixture shall be
consolidated by large vibratory equipment or backhoe bucket to create a tight, dense
interlocking mass.
14. The entire mass of soil riprap shall be placed in conformance with the required
gradation mixture and to line, grade, and thickness shown on the Plans.
15. Soil riprap shall be placed to full course thickness at one operation and in such a
manner as to avoid displacing the underlying bedding material.
16. Placing of soil riprap by dumping into chutes, or by similar methods shall not be
permitted.
17. All material used for soil riprap protection for channel slope or bottom shall be placed
and distributed such that there shall be no large accumulations of either the larger or
smaller sizes of stone. Some hand -placement may be required to achieve this
distribution.
18. The soil riprap mixture shall be consolidated by large vibratory equipment or backhoe
bucket to create a tight, dense interlocking mass. Compact and level riprap to
eliminate all voids and rocks projecting above design riprap top grade.
19. The soil riprap shall be further wetted to encourage void filling.
20. Any large voids shall be filled with rock and small voids filled with soil.
630
21. The top layer shall be placed in a similar manner, but such that the top surface rocks
are largely the size of the dso, and a smooth plane created.
22. Excessively thick zones of soil riprap prone to washing away shall not be created (for
example, no thicknesses greater than six (6) inches).
23. All soil riprap shall be reviewed and approved by the Engineer.
24. The Contractor shall maintain the soil riprap until final acceptance The final surface
shall be thoroughly wetted for good compaction, smoothed and compacted by
vibrating equipment. Soil shall be added to areas that settle.
I (c)
Buried Riprap
1. Follow the same procedures outlined above in subsection 506.03(b) and add the
following steps.
2. The top surface shall be covered with six (6) inches of topsoil such that no rock points
are protruding.
3. The Contractor shall maintain the buried riprap until final acceptance. The final surface
shall be thoroughly wetted for good compaction, smoothed and compacted by
vibrating equipment; the surface shall then be hand raked to receive planting or
seeding. Topsoil shall be added to any areas that settle.
Method of Measurement
506.04. Riprap of the sizes specified in the Contract will be measured by the ton or by the cubic
yard. Cubic yards will be by the method of average end areas based on dimensions shown on
the plans or ordered.
Basis of Payment
506.05. The accepted quantities of riprap will be paid for at the contract unit price per cubic yard
or per ton.
Payment will be made under:
Pay Item
Pay Unit
Riprap ( inch)
Cubic Yard or Ton
Buried Riprap ( inch)
I Cubic Yard or Ton
Soil Riprap ( inch)
I Cubic Yard or Ton
Structure excavation will be measured and paid for per Section 206.
631
Geotextile(Drainage)(Class 1) underlaying the riprap shall meet the material requirements of
Subsection 712.08 and Table 712-2a. This item shall be included in the cost of the riprap pay
item unless listed separately in the Contract.
Payment for riprap, soil riprap, and buried riprap shall include but is not limited to excavation for
riprap and embankment material for filling existing voids; subgrade preparation, furnishing and
placing riprap and filling voids of riprap as specified; and disposal of excess excavated material.
Payment made at the contract unit price for riprap, soil riprap, and buried riprap shall include full
compensation for all labor, equipment, materials, transportation, and all other appurtenant items
to complete the work.
632
Section 506a — Riprap (Gabions) and Slope Mattress
Description
506.06. This work consists of the construction of riprap in wire mesh gabions and in wire mesh
slope mattresses per these specifications and in conformity with the lines and grades shown on
the plans or established.
Materials
506.07. The wire, wire mesh, cages, anchor stakes and riprap shall conform to subsection
712.09.
Construction Requirements
506.08. Gabions and Slope Mattresses. Gabions and slope mattresses shall be placed to
conform to the plan details. Riprap material shall be placed in close contact in the unit so that
maximum fill is obtained. The units may be filled by machine with sufficient hand work to
accomplish requirements of this specification.
Where the length of the unit exceeds its horizontal width, the gabion is to be equally divided by
diaphragms, of the same mesh and gauge as the body, into cells whose length does not exceed
the horizontal width. The unit shall be furnished with the necessary diaphragms secured in
proper position on the base section in such a manner that no additional tying at this juncture will
be necessary.
(a) Gabions. All perimeter edges of gabions are to be securely selvedged or bound so that the
joints formed by tying the selvedges have approximately the same strength as the body of
the mesh.
The gabion bed shall be excavated to the width, line, and grade as staked by the Engineer.
The gabions shall be founded on this bed and laid to the lines and dimensions required.
Excavation for toe or cut-off walls shall be made to the neat lines of the wall.
All gabion units shall be tied together each to its neighbor along all contacting edges in
order to form a continuous connecting structure.
(b) Slope Mattresses. Slope mattresses shall be filled with angular or fractured stone. Rounded
boulders will not be permitted. Before the mattress units are filled, the longitudinal and
lateral edge surfaces of adjoining units shall be tightly connected by means of wire ties
placed every 4 inches or by a spiral tie having a complete loop every 4 inches. The lid
edges of each unit shall be connected in a similar manner to adjacent units. The slope
mattress shall be anchored as shown on the plans.
633
The Contractor shall determine whether the holes for the soil anchor stakes are to be drilled
or whether the stakes may be driven. Care shall be taken to avoid drilling holes to a greater
depth than is necessary to place the top of the finished stake slightly above the top of the
finished mattress.
The Contractor will be allowed to assemble, partially fill, and tie together mattress -units on
the subgrade provided they can be placed on the slope without abrading the zinc coating
on the wire mattress or permanently distorting the shape of the mattress in transporting and
installing the units on the slope. All prefabrication procedures shall be subject to approval.
Method of Measurement
506.09. The quantity to be measured under this item will be the number of cubic yards of riprap
required to fill the gabions and slope mattresses per the dimensions shown on the plans or
ordered.
Basis of Payment
506.10. The accepted quantity measured as provided above will be paid for at the contract unit
price per cubic yard for "Riprap (Gabions)" or "Slope Mattress" as the case may be.
Payment will be made under:
Pay Item
Pay Unit
Riprap (Gabions)
Cubic Yard
Slope Mattress
Cubic Yard
Structure excavation and structure backfill will be measured and paid for per Section 206.
634
Section 507 — Slope and Ditch Paving
Description
507.01. This work consists of the construction of slope and ditch paving per these specifications
and in conformity with the lines and grades shown on the plans or established.
Materials
507.02 Concrete Slope and Ditch Paving. Concrete shall conform to the requirements of
Section 601. Concrete shall be Macro Fiber -Reinforced Class B Concrete.
507.03 Dry Rubble Slope and Ditch Paving. Stone shall conform to the material requirements
of subsection 506.02. Size of stone and total thickness of paving shall be as shown on the plans.
507.04 Grouted Rubble Slope and Ditch Paving. Stone shall conform to the material
requirements of subsection 506.02. Size of stone and total thickness of paving shall be as shown
on the plans.
Mortar shall consist of one part Portland cement and three parts of fine aggregate by volume
thoroughly mixed with as much water as is necessary to obtain the required consistency.
Materials shall meet the requirements specified in the following subsections:
Hydraulic Cement 701.01
Fine Aggregate 703.01
Water 712.01
Mortar shall be used within 45 minutes after mixing and shall not be re -tempered. Class B
concrete, conforming to the requirements of Section 601, may be substituted for mortar.
507.05 Grouted Riprap Slope and Ditch Paving. Concrete mortar for grouted riprap slope and
ditch paving shall meet the requirements of Section 601 and the following:
Table 507-1 — Grouted Riprap Concrete Mortar Requirements
Field Compressive Strength (28 days)(Not a specification
requirement)
2,000 psi
Minimum Cement Content
560 lbs./cu. yd.
Air Content
6-9%
Slump, AASHTO Designation T-119
5-9 inches
Fine Aggregate, AASHTO M-6
65-75%
Coarse Aggregate, AASHTO M-43
%" nominal maximum size
Polypropylene Fibers (1" fiber length or equivalent)
1.5 lbs./cu. yd.
Riprap stone shall conform to the quality requirements of subsection 506.02 and the
classification and gradation requirements specified in the following table:
635
Table 507-2 — Classification and Gradation of Rock for Grouted Riprap
Riprap Designation
Percent Smaller Than Given
Size by Weight
Intermediate Rock
Dimension, Inch
100
30
dso = 24" (Type HG)
50 - 70
24
0-5
18
70 - 100
21
dso = 18" (Type MG)
50 - 70
18
0-5
12
507.06 Asphalt Slope and Ditch Paving. The mixture used shall conform to the requirements
for the asphalt pavement used on the project.
Construction Requirements
507.07. Paving thickness shall be as specified on the plans. In ditch construction, the excavated
areas adjacent to the paving which are not occupied by the paving shall be refilled to the level
of original ground with acceptable material and thoroughly tamped.
Excavation for toe or cut-off walls shall be made to the neat lines of the wall. Allowance will not
be made for work outside the neat lines.
507.08 Concrete Slope and Ditch Paving. Concrete shall be mixed, placed and cured per
Section 601.
Unsuitable soil shall be removed and replaced with a suitable soil as designated by the Engineer.
Where the thickness of concrete lined ditch as shown on the plans is less than 4 inches, this
concrete slope and ditch paving shall be installed with slip -form machine, except for the
following:
(1) Where it is deemed impossible to construct the ditch lining by the slip -form method, the
lining shall be hand formed and the thickness shall be at least 1 inch greater than the
thickness shown on the plans.
(2) The Contractor may use hand method of placement in lieu of the slip -form method, provided
the thickness of this hand- placed lining is at least 1 inch greater than the thickness shown
on the plans.
Where the thickness of concrete lined ditch as shown on the plans is 4 inches or greater, the
Contractor will be permitted to place the material with a slip -form machine or by hand method.
507.09 Dry Rubble Slope and Ditch Paving. Stones shall be placed with close joints which
shall be broken to minimize straight construction joints. The stones shall be placed to give the
appearance of plating the fill slope.
636
Larger stones shall be placed on the lower courses. Open joints shall be filled with spalls.
Oversize stones and protrusions that present a safety hazard will not be permitted.
507.10 Grouted Rubble Slope and Ditch Paving. Stones shall be laid as specified in
subsection 507.09, with care to prevent earth and sand filling the joints. Joints shall be filled with
grout from bottom to top and the surfaces swept with a stiff broom.
Grouting shall not be done in freezing weather. In hot, dry weather, the work shall be protected
and kept moist for at least three days after grouting, or clear membrane curing compound may
be used.
507.11 Grouted Riprap Slope and Ditch Paving. All placement of concrete mortar shall be in
conformance with subsection 601.12 with the following exceptions:
(1) All concrete mortar shall be delivered by means of a low pressure (less than 10 psi) grout
pump using a 2 -inch diameter nozzle.
(2) Full depth penetration of the concrete mortar into the riprap shall be required. To achieve
this, a pencil vibrator shall be used.
(3)
(4)
(5)
(6)
The top 6 inches of the rock layer shall be left exposed.
After placement, all exposed rocks shall be cleaned with a wet broom.
All concrete mortar between rocks shall be finished with a broom finish.
Weep holes constructed of 1 1/2- inch or 2 -inch PVC pipe shall be installed when required
by the Engineer. The PVC pipe shall be cut flush with the surrounding grout. To alleviate
plugging, the PVC pipe shall be pushed into the bedding, or if bedding is not required, under
the rock layer. The PVC pipe shall be wrapped in a coarse geotextile fabric filled with 1 1/2 -
inch rock.
(7) All concrete mortar shall be sprayed with a clear liquid membrane -curing compound as
specified in subsection 601.13(b).
(8) Cold weather curing shall be per subsection 601.13(d).
507.12 Asphalt Slope and Ditch Paving. The asphalt mixture shall be properly shaped to the
required cross section and thoroughly compacted.
A fog seal shall be placed on the exposed surfaces of the paving at the rate of approximately
0.1 gallon per square yard. Material for fog seal shall be Emulsified Asphalt (CSS-1) or as
designated.
637
Method of Measurement
507.13. Asphalt slope and ditch paving will be measured by the ton and shall include asphalt.
Slope and ditch paving of the other various types will be measured by the cubic yard by the
method of average end areas based on dimensions shown on the plans or ordered.
When the plans call for concrete lined ditch less than 4 inches thick, but the actual thickness
placed is greater than the plan thickness, measurement and payment will be made only for the
thickness shown on the plans.
Basis of Payment
507.14. The accepted quantities will be paid for at the contract unit price for the various items
below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Concrete Slope and Ditch Paving
Cubic Yard
Concrete Slope and Ditch Paving (Reinforced)
Cubic Yard
Dry Rubble Slope and Ditch Paving
Cubic Yard
Grouted Rubble Slope and Ditch Paving
Cubic Yard
Grouted Riprap Slope and Ditch Paving
Cubic Yard
Asphalt Slope and Ditch Paving (Asphalt)
Ton
Structure excavation will be measured and paid for per Section 206.
Polyolefin fiber reinforcement will not be measured and paid for separately but shall be included
in the work.
Fog seal and asphalt required for asphalt slope and ditch paving will not be measured and paid
for separately but shall be included in the work.
Mortar or concrete used for grout in grouted rubble slope and ditch paving will not be measured
and paid for separately but shall be included in the work.
Payment for Grouted Riprap Slope and Ditch Paving will be full compensation for all work and
materials required to complete the item.
638
Section 508 — Timber Structures
Description
508.01. This work consists of the construction of timber structures and timber portions of other
structures per these specifications and in conformity with the lines and grades shown on the
plans or established.
Materials
508.02. Sawn lumber and timber shall conform to AASHTO M168. Timber shall be Douglas Fir
of the coast region or Southern Yellow Pine. "Native" timber may be used when noted on the
plans. "Native" timber shall be Red Cedar, Douglas Fir of the inland region, Lodgepole Pine,
Ponderosa Pine, Spruce, as listed and described in AASHTO M168, or any other native wood
specifically approved for the intended purpose. All timber shall be of the grade or shall meet the
working stresses shown on the plans. Timber used in non-structural applications, whose working
stresses are not shown on the plans, shall be graded to produce a working stress of 1,000
pounds per square inch on the extreme fibers when subjected to bending and 800 pounds per
square inch when subjected to compression parallel to the grain. Material of equal or greater
stress values may be used.
All lumber shall be manufactured per Product Standard 20-70 as published by the Department
of Commerce and shall be grade -marked by a grading agency or have an accompanying
certificate from a grading agency. The grading agency shall be certified by the Board of Review
of the American Lumber Standards Committee.
508.03 Treated Timber. The preservative to be used shall be as specified on the plans. The
preservatives and entire treatment process shall be as described in AASHTO M133 or by the
American Wood Protection Association (AWPA) standards.
508.04 Inspection. All timber furnished shall be covered by a certificate of inspection issued by
the American Lumber Standard Committee (ALSC) or the International Accreditation Service
(IAS) accredited inspection agency. Inspection approval shall be marked on each piece.
Shop drawings shall be submitted per subsection 105.02 for all major structures and for other
structures when specified.
The Department may provide an inspector at the treating plant for material quality review and
inspection of the treatment process for treated timber. The plant shall notify the Engineer
sufficiently in advance of time of treating so that inspection may be arranged.
508.05 Hardware. Hardware shall include all bolts with necessary nuts and washers, timber
connectors, drift pins, dowels, nails, screws, spikes, metal pile protectors, steel anchor plates
and all other metal fastenings as shown on the plans. Bolts shall conform to the requirements of
Section 509. Bolts over 12 inches long shall be threaded at least 4 inches. Drift bolts, spikes,
boat spikes and other spikes shall be wrought iron or steel. Washers shall be standard cast iron
639
ogee or malleable cast washers. Timber connectors and common nails shall be of the type and
size specified on the plans. All hardware, except timber connectors and common nails, shall be
galvanized per AASHTO M232.
Construction Requirements
508.06. Timber for the various portions of the structure shall be treated or untreated as stipulated
on the plans.
Treated timbers shall not be sized or trimmed in the field, except when ordered. The Contractor
shall not make temporary use of treated timber. All pieces that have been field cut shall be
treated per AWPA Standard M4.
Untreated stringer ends shall be separated at least 1/2 inch and shall be secured to the timber
on which they rest.
Sway bracing shall be securely bolted to piling or post and caps as shown on the plans. Treated
filling pieces shall be used in lieu of framing or dapping to bring bracing into a plane. Bulkheads,
where required, shall be full size timber. Posts for framed bents shall be of the proper length for
their position and provide an even bearing on cap and sill. All untreated caps shall be sized over
the piles or posts to a uniform thickness and even bearing on piles or posts. Caps shall be within
1/4 inch of nominal depth before treatment and may be surfaced on the vertical grain face.
Before the timber capping is placed, a No. 20 gauge galvanized sheet metal cap shall be placed
on each pile per the plans. In lieu of the sheet metal cap, three layers of heavy burlap may be
used. Each layer of burlap shall be cut square to a dimension of 12 inches greater than the
diameter of the pile head and shall be thoroughly swabbed with hot asphalt. The overhanging
ends shall be turned down and secured to the pile with galvanized wire. The entire wrapping
shall then be swabbed with a heavy application of hot asphalt.
Longitudinal X -braces shall be properly framed and secured to piles or posts. Truss and bent
timbers shall be cut and framed in such manner that they will have even bearing over the entire
contact surface of the joint. Blocking or shimming will not be allowed in making joints. Open
joints will not be accepted. Stringers shall not be more than 1/4 inch off nominal size, before
treatment.
Floors shall be constructed as shown on the plans. The plank shall be secured to each stringer
with two 7 -inch spikes. Half -inch cracks between planks shall be left in plain plank floors without
surfacing. Laminated floors shall be secured as shown on the plans.
508.07 Holes and Bolts. All holes bored shall be treated per AWPA M4. Holes drilled for drift
bolts shall be 1/32 inch smaller than the diameter of the bolt. All other holes shall be bored to
such size as to ensure a snug fit. Unless otherwise designated, all bolts shall be provided with
two ogee washers.
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508.08 Painting. All paint shall conform to the requirements of Section 708. Timber to be painted
shall be surfaced on four sides and shall be cleaned immediately preceding painting.
New timber to be painted shall receive one coat of primer. "White Wood Primer" shall be used
when the surface is to be finished with "Outside White Paint." For "Exterior Black Paint," the
specification paint shall be thinned by adding one part linseed oil and one part turpentine to eight
parts paint for use as a primer.
The surfaces of all untreated timber to be painted shall be primed with one coat of primer
immediately after the material is delivered to the project. Unless otherwise designated, pieces
shall be primed as specified for the finish coat of paint, or "White Wood Primer" shall be used
when additional painting is not required. Untreated timber will not require additional priming.
All handrails and handrail posts shall be of untreated timber and shall be painted as described
hereafter. Contact surfaces shall receive the primer and one coat of paint before placing
handrails.
Parts specified, parts shown on the plans, and all exposed non -galvanized iron and steel shall,
after the prime coat, be given two coats of the specified paint, which shall be thoroughly brushed
in. Paint shall be applied only to thoroughly dry surfaces. All previous coats shall have thoroughly
dried before subsequent coats are to be applied. Portions to be painted above the wheel guards
or top wales shall be painted white and those portions below the wheel -guards or top wales to
be painted shall be painted black.
508.09 Structure Number. The location, letters, figures, and paint used for stenciling shall be
per the plan details.
Method of Measurement
508.10. Timber will be measured by the thousand feet board measure (MFBM) actually
incorporated in the structure and shall include hardware unless otherwise designated on the
plans.
Basis of Payment
508.11. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Untreated Timber
MFBM
Treated Timber
MFBM
Structure excavation and structure backfill will be measured and paid for per Section 206.
Timber piling will be measured and paid for per Section 502.
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Section 509 — Steel Structures
Description
509.01. This work consists of furnishing, fabricating, erecting, and painting structural steel per
these specifications and to the dimensions, shapes, and design shown on the plans, and to the
lines and grades established. Structural steel shall include galvanizing, bolting, welding, special
and alloy steels, electrodes, and steel forgings.
When the term "main stress carrying members" or "main members" is used, it shall include:
girder web and flange plates and splice plates; pier and abutment diaphragm web and flange
plates and splice plates.
509.02. The latest edition of the AASHTO LRFD Bridge Design Specifications, with current
interim specifications, will govern the design of steel bridges, unless otherwise noted on the
plans. Welding and fabrication of steel structures shall conform to the Bridge Welding Code
ANSI/AASHTO/AWS D1.5, as amended by the contract documents. When AWS D1.5 is cited in
the Standard Specifications, the reference shall be to the latest edition of the Bridge Welding
Code.
Materials
509.03 Structural Carbon Steel. Structural carbon steel for bolted or welded construction shall
conform to AASHTO M270 (ASTM A709) Grade 36. Material supplied for main members in
tension as designated in the Contract shall meet a longitudinal Charpy V -notch (CVN per AWS
D1.5.) Testing shall be per AASHTO T243 (ASTM A673). The H frequency of heat testing shall
be used.
509.04 High -Strength Low -Alloy Structural Steel. High -strength low -alloy structural steel for
welding shall conform to the following specifications:
High -Strength Low -Alloy Columbian -Vanadium Steels of Structural Quality, Grade 50 shall meet
the requirements of AASHTO M270 (ASTM A709).
High -Strength Low -Alloy Structural Steel with 50 ksi Minimum Yield Point to 4 inches thick shall
meet the requirements of AASHTO M270 (ASTM A709).
Steel conforming to AASHTO M270 (ASTM A709) Grade 50W shall not be painted unless
otherwise shown on the plans.
Material supplied for main members in tension, as designated in the Contract, shall meet the
longitudinal Charpy V -notch (CVN) tests as specified for Zone 2 in AASHTO M270.
509.05 Self -Weathering Tubing. Self -weathering structural steel tubing shall conform to ASTM
A847, Cold -Formed Welded and Seamless High Strength, Low Alloy Structural Tubing with
Improved Atmospheric Corrosion Resistance.
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509.06 Structural Tubing. Steel base metal to be used for tubular structures, including bridge
rail, shall conform to the plans or AWS D1.1. The grade and specification to be used shall be
specified in the Contract.
509.07 Bolts. Bolts not otherwise specified in the Contract shall be zinc plated and meet the
requirements of ASTM A307 for Grade A Bolts. Bolts shall have single self-locking nuts or double
nuts unless otherwise specified in the Contract. Beveled washers shall be used when bearing
surfaces have a slope exceeding 1:20 with respect to a plane normal to the bolt axis.
509.08 High -Strength Bolts. Unless otherwise shown in the Contract, all bolts for fastening of
structural steel shall be high -strength bolts. High strength bolts, including suitable nuts and plain
hardened washers, shall conform to ASTM F3125. In general, Type 1 bolts shall be used and
bolts for self -weathering steel shall be Type 3, unless otherwise shown in the Contract.
Bolt and nut dimensions shall conform to the current edition RCSC unless otherwise noted.
Threads for all bolts shall conform to the United Standard Series UNC-ANSI B1.1, Class 2A for
external threads and Class 2B for internal threads. Sufficient thread must be provided to prevent
the nut from encountering thread runout.
Nuts shall conform to ASTM A563.
Washers and beveled washers shall conform to ASTM F436. Washers and beveled washers for
AISC American Standard beams and channels or when bearing surfaces have a slope
exceeding 1:20 with respect to a plane normal to the bolt axis shall be square or rectangular,
shall taper in thickness, and shall conform to the dimensions given in AISC.
509.09 Pins and Rollers. Steel for pins and rollers shall conform to ASTM A668, Class C, D, F,
or G as specified in the Contract. They shall be accurately manufactured to the dimensions
shown in the Contract. Pins larger than 9 inches in diameter shall have a hole at least 2 inches
in diameter bored longitudinally through their centers. The hole shall be bored before the pin is
subjected to heat treatment. Threads for all pins shall conform to the United Standard Series
UNC-ANSI B1.1, Class 2A for external threads and Class 2B for internal threads, except that pin
ends having a diameter of 1 1/2 inches or more shall have six threads per 1 inch.
509.10 Anchor Bolts. Unless otherwise shown in the Contract, all anchor bolts shall conform to
ASTM F1554 and shall be zinc plated.
509.11 Galvanized and Metallized Steel. When shown in the Contract, structural steel shall be
galvanized per AASHTO M111. Steel surfaces to be metallized shall be coated per AWS C2.2,
Recommended Practice for Metallizing with Aluminum and Zinc for Protection of Iron and Steel.
When the Contract specifies galvanizing, metallizing may be substituted.
509.12 Welded Stud Shear Connectors. Studs shall meet the requirements of ASTM A108,
grades 1010 through 1020, killed or semi -killed. In addition, studs shall conform to the current
edition of AWS D1.5 unless otherwise noted. Furnishing, testing, and qualifying of stud welding
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procedures shall be at the Contractor's expense. Manufacturer shall furnish the Engineer
certification as required by AWS D1.5.
509.13 Mill Test Reports. The fabricator shall furnish the quality assurance inspector with
copies of the certified mill test reports on all material that will be used. Mill test reports shall be
furnished before cutting of the steel or any other fabrication. The fabricator may furnish, with
approval of the Engineer, material from stock, provided it can be identified by rolling direction
(where orientation is specified), heat number, and mill test reports.
Rotational -Capacity Test Reports (RC). RC testing by the Manufacturer shall be required for all
fastener assemblies per AASHTO. RC testing reports shall be furnished with shipment of
assemblies.
Proof Load Tests. Proof load tests (ASTM F606 Method 1) are required for the bolts. Wedge
tests of full-size bolts are required per section 10 of ASTM F3125. Galvanized bolts shall be
wedge tested after galvanizing. Proof load tests per ASTM F563 are required for the nuts. The
proof load tests for the nuts to be used with galvanized bolts shall be performed after galvanizing,
overtapping, and lubricating.
Material which has been used elsewhere shall not be used in any part of this work without written
approval or unless specifically provided for in the Contract.
Shop Fabrication and Inspection Requirements
509.14 Notice of Fabrication.
(a) Process Control and Quality Assurance. Process Control (PC) of structural steel
fabrication is the responsibility of the Contractor. The PC inspector is the duly designated
person who acts for and on behalf of the fabricator on inspection, testing, and quality
matters within the scope of the contract documents. PC inspection and testing shall be
performed at least to the extent specified in the inspection clause of AWS D1.5, and
additionally as necessary to ensure conformance with the requirements of the contract
documents.
Quality Assurance (QA) is the prerogative of the Engineer. The QA inspector is the duly
designated person who acts for and on behalf of the Engineer on all matters within the
scope of the Contract documents as delegated by the Engineer. QA inspection and testing
shall be performed to the extent necessary to verify that an acceptable product is being
finished per the provisions of the Contract documents. The QA inspector shall have the
authority to verify the qualifications of PC inspectors and nondestructive testing (NDT)
personnel to specified levels by written or performance tests or other means as determined
necessary.
(b) Start of Shop Work. Shop work shall not be started until the Contractor notifies the
Engineer, in writing, where the shop orders were placed. The fabricator shall give 14 -day
notice before beginning of shop work, so that inspection may be provided. The proposed
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production schedule, including the start of production and shipment dates, shall be
submitted to the Engineer.
(c) Notice of Shipment. The Department's QA inspector shall be notified seven days in
advance of shipment of structural steel to the jobsite. Notification shall include all part
numbers included in the release. Before final QA inspection the contractor shall provide
copies of the QC test reports, copies of the MTRs for the material that is included in the
release, and certificates of conformance (COC) per the contract documents.
509.15 Plans and Shop Drawings. The Contractor shall furnish shop drawings in conformity
with subsection 105.02 for all structural steel bid under this section. Shop drawings shall
specifically identify each piece, the direction of rolling for plates where specific orientation is
required, the location of all welded splices, and the location, the extent, and the criteria of
nondestructive testing. Pieces of steel that require Charpy V -Notch tests shall be identified and
listed as to the frequency of test used. The detail drawing shall include a "T" designation for weld
joints that are considered as tension.
509.16 Shop Facilities for Fabrication. Structural steel fabricators for all bridge structures as
a minimum shall be certified under the AISC Quality Certification Program, per the category of
the bridge being fabricated. The fabricator shall have successfully built at least two steel bridges
of similar design within the last 5 years. The experience shall be submitted for acceptance to the
Engineer at the Pre -construction Conference. If painting is required, the fabricator shall be
certified to the AISC program for Complex Coatings Endorsement. Portions of work exposed to
view shall be neatly finished. Lifting chains shall be provided with adequate softeners to prevent
damage to the material while lifting and turning. If hooks are used for lifting, they shall have
sufficient width of jaw and throat to prevent overstress and distortion from handling. Spreader
beams, or multiple cranes, shall be provided for lifting plates and long members to prevent
overstress and distortion. Welds and tack welds shall not be cracked from moving of members.
Such occurrence shall require a written distortion control plan and complete inspection until the
problem is corrected. The distortion control program and process control reports shall be
forwarded to the QA inspector.
All cutting, fitting, welding, and painting shall be done in areas that are kept dry.
509.17 Inspection.
(a) Process Control Plan. The contractor shall submit a written "Welding Process Control Plan"
(WPCP) to the Engineer before the beginning of fabrication. The WPCP shall outline the
quality control tasks to be performed by the fabricator to ensure that all work conforms to
the Contract. The WPCP shall include the following items at a minimum:
• Name of the welding firm, welding quality control inspection firm, and Non -
Destructive Testing (NDT) firm hired by the contractor as applicable. Name and
qualifications of the welding Quality Control Manager and Quality Control Inspectors.
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• Documentation of all qualifications for welders, welding operators and tack welders,
including continuity records.
• Name and qualifications of NDT personnel including level of certifications and
expiration date.
• WPSs and supporting PQRs.
• Quality Control Procedures:
• Methods and frequencies for performing all required visual inspection and NDT.
• Methods of documentation for identification and tracking of welds including rejected
lengths.
• Procedures for identifying members distorted by welding and monitoring methods for
straightening.
• Calibration procedures for all NDT equipment.
• Procedures for performing all NDT required.
The WPCP shall be subject to approval by the Engineer.
(b) Frequency. Inspection of all intervals of fabrication welding, including each shift on a daily
basis, shall be performed by an AWS certified welding inspector, or an AWS certified
assistant welding inspector under the direct supervision of the certified welding inspector.
Direct supervision shall be defined as onsite monitoring of all inspection activities anytime
welding or cutting operations are being performed.
(c) Supervision. Adequate supervision and process control inspection of all welding shall be
provided to ensure satisfactory, consistent, and uniform workmanship. Recurring weld
defects shall be considered as evidence that proper control and supervision are not being
provided. Welding and associated fabrication operations shall be suspended when, in the
opinion of the QA inspector, there is a lack of proper process control. Operations shall not
resume until the fabricator has made a significant change in procedure. Proposed changes
shall be defined and submitted in writing and approved by the QA inspector before
resuming fabrication. Changes shall both correct the problem and prevent reoccurrence.
(d) Edge Discontinuities. All plates and shapes shall be inspected at the edges for the presence
of laminar discontinuities and inclusions before welding or fitting to other pieces. The extent
of all areas to be repaired shall be reported to the QA inspector.
(e) Welding Meters. Verification of welding meters shall be performed no less than once every
three months. A calibrated tong ammeter and voltmeter, external to the welding machine,
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shall be used. Records of these calibrations shall be available for review by the QA
inspector.
(f)
Reports. The PC inspector shall submit the following reports to the QA inspector before
acceptance: all nondestructive test reports, including tests of all repaired areas, the visual
test report for all welds, dimensions, camber, and sweep measurements, welder
qualification records, welding procedure specifications, procedure qualification records,
welding machine settings, material traceability to each main member plate, and paint
inspection reports. After each girder has been inspected by process control and has been
accepted as conforming to the contract requirements, but before painting, the QA inspector
shall be notified. The QA inspector shall determine the acceptability of the girder.
All contract deficiencies discovered shall be corrected by the fabricator before acceptance.
Material subsequently found defective due to damage incurred in shipping and handling may be
rejected even if previously accepted.
Materials rejected by the QA inspector will be subject to re -inspection before shipment. Re -
inspection will normally be made at the next regular inspection; however, if no regular inspection
is scheduled, and re -inspection is deemed necessary by the Engineer to assure compliance with
the contract documents, the Contractor will be responsible for the transportation and per diem
cost for the re -inspection. A deduction shall be made from the bid item cost for the item requiring
re -inspection.
A request for quality assurance inspection shall be given seven days in advance. If it is
determined that materials are not acceptance -stamped because they were not offered for shop
inspection, or shipped after rejection at the shop, the materials shall be returned to the shop for
inspection and correction as necessary. The cost of inspection and corrections made to rejected
material at the project site shall be borne by the Contractor.
509.18 Nondestructive Testing.
(a) Written Practice and Records. The fabricator's Process Control Plan shall detail the
nondestructive testing procedures, including the weld identification and location system. It
shall also include the fabricator's Written Practice for the Administration of Personnel
Qualification and Certification Program per The American Society for Nondestructive
Testing SNT-TC509.18.
1. The written practice shall indicate the specific requirements of the fabricator.
Qualification records of all nondestructive testing personnel shall be included in the
written practice. Each fabricator's written practice shall be subject to the approval of
the QA inspector. All nondestructive test results shall be available for review during
fabrication and forwarded to the QA inspector before acceptance of the assembly.
(b) Ultrasonic Inspection of Complete Penetration Groove Welds.
1. Weld Stress Categories. The following weldments shall be categorized as follows:
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A. Attachments. Longitudinal and transverse stiffeners, gussets, pintles, and all
other attachments shall be considered as part of the flange, web, end, or pier
diaphragm to which they are welded.
B. Pier and End Diaphragms. Pier and end diaphragms shall be considered as part
of the web or flange to which they are welded.
C. Splices. Splices of main members, secondary members, or backing, when
approved to be left in place, which attach to a main member, shall be
ultrasonically tested and accepted before attaching to another member.
Ultrasonic acceptance -rejection criteria shall be per AWS D1.5 as determined by
the category of stress of the main member to which the secondary member is
attached. All flanges which connect at a splice, indicating a change from tension
to compression, shall be tested per the tension criteria of AWS D1.5.
D. Sequence. All flange and web splices shall be welded and tested before fitting of
the web to the flange.
2. Extent and Acceptance Criteria of Ultrasonic Testing. Ultrasonic testing of complete
penetration groove welds shall be performed by PC to the extent listed in Table 509-
1. The percent inspection indicated for each category is the minimum percent of the
total length of each weld that must be tested.
3. Preparation of Test Material and Testing Procedures. All groove welds shall be ground
flush to a maximum surface roughness (ANSI B46.1) of 125 microinches and a
medium range waviness such that no gap greater than 0.020 inch is present beneath
a 2 -inch -long straightedge placed anywhere on the test surface. The test surface shall
be ground to bright metal and allow intimate coupling with the search unit. Failure to
provide this condition shall result in repair or removal and re -welding of the joint, or
alternative nondestructive testing methods, as determined by the QA inspector. The
testing procedures established in the current edition of AWS D1.5 shall be amended
as follows:
A. Splices. All materials spliced shall be tested before attaching into the assembly.
B. Alternate Procedures. Scanning of welds may be made using other methods, as
approved by the Engineer, provided evaluation is made per clause 8, part C of
AWS D1.5.
C. Butt Joints. All butt joints shall be ground flush and shall include mandatory
scanning using pattern "D" (Figure 8.7 of AWS D1.5) longitudinal to their axis.
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Table 509-1 — UT Acceptance Rejection Criteria (Compressive Strength
Element
Tension-
Compression'
Weld
Orientation2
Percent
Inspection3
Flange
Tension
Transverse
100
Flange
Tension
Longitudinal
25
Flange
Compression
Transverse
25
Flange
Compression
Longitudinal
10
Web
Tension4
Transverse
100
Web
Tension4
Longitudinal
25
Web
Compression
Transverse
25
Web
Compression
Longitudinal
10
Tension4
Transverse
100
Pier & End
Tension4
Longitudinal
25
Diaphragms
Compression
Transverse
25
Compression
Longitudinal
10
Table Notes:
1 Tension areas shall be tested per the current edition of AWS D1.5. Compression
areas shall be tested per the current edition of AWS D1.5.
2 The orientation is referenced with respect to the longitudinal center line of the
girder for flanges and webs. The orientation is referenced parallel to the center line
of bearing for end and pier diaphragms.
3 If any rejectable discontinuities are found in any weld tested less than 100%, the
remaining length of that weld and all similar welds in that member shall be tested.
4 The tension area of webs and end or pier diaphragms is defined as 1/6 the depth
of the web from the tension flange.
D. Scanning Procedure. AWS D1.5, UT Acceptance -Rejection Criteria —
Compressive Stress, shall be amended as follows:
(1) Testing from both sides of the weld axis shall be made in both Leg I and
Leg II.
(2) Face A on both connecting members of flanges at a butt weld must lie in a
single plane. Scanning of butt welds in which Face A and Face B individually
lie within the same plane shall be performed in Leg I and Leg II from each
side of the weld axis. Should neither Face A nor Face B lie in a single plane,
the testing procedure shall be as follows: Face A from the thinner material
shall be tested both in Leg I and Leg II. The thicker material shall be tested
from Leg I from both Face A and Face B. Leg II from Face A shall be
evaluated when it originates from the thinner material. Transducers with
frequencies greater than 2.25 MHZ may be used to facilitate locating the
discontinuities, but evaluation for acceptance shall be made per AWS D1.5.
(3)
T joints shall be evaluated from both Face A and Face B in Legs I, II, and
III. In addition, scanning pattern E shall be performed. All indications which
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are up to and including 6 dB less critical than reject shall be recorded on the
test report and reported to the Engineer for acceptance evaluation.
(4) The Testing Angle and UT Acceptance -Rejection Criteria Tables of AWS
D1.5 shall include the following: Flaws evaluated with 60- or 45 -degree
search units and rejected, but which have indication levels at or above the
minimum level listed for a 70 -degree search unit, shall be evaluated with
70-, 60-, and 45 -degree search units. If this testing reveals that the sound
beam of the 60- or 45 -degree search unit is striking the flaw at 90- plus or
minus 15 degrees, the acceptance level listed for a 70 -degree search unit
shall be used as the basis for acceptance, regardless of the angle of the
search unit used to evaluate the flaw.
(5) Evaluation using reject may be used to evaluate flaws, only if calibration is
per AWS D1.5, and the vertical linearity is within plus or minus 1 dB for a
60 dB range.
E. Index Marking. Two low stress die stamp marks shall be located on Face A, 12
inches from the centerline of the joint on one side of the joint, and 3 inches from
each edge of the plate.
4. Through Thickness Tension Plate. Ultrasonic testing of plates as identified in the plans
as exhibiting tension in the through thickness direction shall be performed per ASTM
A578. Plates greater than 3/4 inch thick shall be tested using 2.25 MHZ 1 inch
diameter transducers. Plates less than and including 3/4 inch thick shall be tested with
a 5 MHZ 1/2 inch diameter transducer. Supplementary requirement S2 shall be used
as the acceptance standard.
(c) Dye Penetrant Testing. Dye penetrant testing per ASTM E165 may be substituted for
magnetic particle testing with approval of the Engineer.
(d) Magnetic Particle Testing. Magnetic particle testing shall be performed on areas defined in
AWS D1.5 and this subsection. Magnetic particle testing shall be conducted per ASTM
E709 and AWS D1.5, except as amended. Alternating current shall be used. The yoke
spacing shall be between 2 and 4 inches. The minimum lifting power shall be 10 pounds.
Red dry particles shall be used. The light intensity shall meet ASTM E709, Section 7.
The yokes shall be set in two positions when testing the weld or base metal. They shall be
positioned both normal and parallel with respect to the weld axis and rolling direction of the
base metal.
Magnetic particle tests shall be performed at the following locations:
1. Base metal. All areas contacted by the carbon arc gouge electrode, the electrode cup,
and the welding electrode. All three conditions are arc strikes.
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2. Fillet Welds. Each design weld size on main member to main member and secondary
member to main member weldments. All stop -starts and weld termini. All linear
indications shall further be evaluated with 10x or 30x magnification. Verification shall
be resolved by excavation.
3. Groove welds. All through thickness edges on transverse butt joint weldments in
tension areas.
4. Repairs. All repair welds to correct: defects in groove and fillet welds, plate cut edges,
correction of fabrication errors in cutting, punching, drilling, or fitting, and members
which are tacked or welded and subsequently cut apart and re -welded.
(e) Radiographic Testing. When radiographic testing is specified, it shall be performed per
AWS D1.5, except that edge blocks shall be used. Radiographs shall be identified as
follows:
1. Contract Number.
2. Weld Identification Number. The fabrication number of the girder in which the
radiographed weld occurs, followed by a dash (-).
3. Letter Designation. Letter combination designating the section as follows: TF (top
flange); BF (bottom flange); W (web); and when applicable, N (near side) and F (far
side).
4. Joint Designation. A letter preceded by a space followed by a number. The number
shall designate the joint in which the radiograph occurs and shall correspond to the
number of welded joints between the reference end of the section and the
radiographed weld.
5. Defect Description. All defects shall be outlined on the radiograph clearly showing the
rejected areas. The report shall indicate the type of discontinuity and its location from
a reference point on the film.
(f)
Hardness Testing. Hardness testing shall be conducted as required by AWS D1.5. Oxygas
cutting procedures used on tension flanges shall be qualified before fabrication. The
procedure shall be qualified on all of the following parameters: the grade and type of steel,
thickest material cut, highest carbon equivalency, and lowest base metal temperature at
the time of cutting. Tests shall be witnessed by the Inspector.
The test equipment and procedures shall be per ASTM E18. Each test area shall be
contained within 6 square inches.
The mean value of five readings, within a test area, shall not exceed 30 HRC. Excessive
values shall require establishing higher material temperatures at the time of cutting. The
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base metal temperature shall be measured on the surface opposite the cutting source: 3
inches from the point on the surface nearest to the heat source.
Production Process Control tests shall be performed by the Contractor. The number of tests
shall be the next highest whole number calculated as follows: total number of tension
flanges on the bridge divided by 10.
Production Process Control tests shall include the first production cut of the thickest
fabricated flange. A minimum of 50 percent of production Process Control tests shall be
performed on the thickest flanges fabricated.
All test results shall document the base metal thickness and temperature measured at the
time of cutting. Test reports shall be forwarded to the QA Inspector. Test values greater
than Rockwell C 30 shall be reported to the QA Inspector immediately.
509.19 General Fabrication Requirements.
(a) Identification of Steels During Fabrication. Materials received from the mill shall be stored
so that heat numbers are visible. Plates shall be step stacked with the heat number of
each plate marked at the end, along with the contract number and size of the plate as
received from the mill. Shapes, bars, and other materials that are furnished in tagged lifts
or bundles, shall be received and stored with identification as required by AASHTO M160.
Pieces of steel which, before assembling into members, will be subject to painting,
galvanizing, or any other operations that will obliterate the heat numbers shall be marked
with the heat number and plate number (CVN plate frequency, if applicable) with low
stress die stamp (spherical indent).
Any excess material placed into stock for future use shall be marked with the heat number,
rolling direction, and plate number if applicable, and grade of steel. Secondary members
shall be identified at a frequency of once for every 20 pieces (or less) per heat.
The fabricator shall furnish to the QA inspector cutting lists indicating the rolling direction,
heat numbers (plate number for P frequency when applicable), and fabrication piece
number marked in a timely manner during fabrication.
If requested by the Engineer, the Contractor shall furnish an affidavit that certifies that the
identification of steel has been maintained per this specification.
(b) Location of Splices. Groove welded splices shall be located a minimum of 5 feet from the
centerline of field splices and 1 foot minimum from centerline of the nearest bolt hole.
(c) Location of Stiffeners and Connections. Intermediate stiffeners or connection plates shall
be placed at least 6 inches from a groove welded splice in the web or flange. Welder
identification marks shall be made using low stress die stamps (spherical indent) near the
weld, but not closer than 1 inch from the heat affected zone.
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(d) Rolling Direction and Cutting. Unless otherwise shown on the plans, steel plates for girder
flanges, webs, and splice plates shall be cut and fabricated so that the primary direction
of rolling is parallel to the longitudinal centerline of the girder. Abutment and pier
diaphragm plates (includes flanges, webs, and splice plates) shall be cut and fabricated
so that the primary direction of rolling is parallel to the centerline of bearing. Sheared
edges of plates more than 5/8 inch thick and carry calculated stress shall be milled or
sawn to a depth of '/4 inch. Reentrant corners shall be pre-cut to a minimum radius of 1
inch before cutting. The procedure for cutting plate edges of tension flanges shall be
qualified per subsection 509.18(f).
(e) End Treatment of Webs and Flanges. The ends of webs and flanges shall be flush and
within the same plane so as to leave no reentrant corners.
(f) Minimum Base Metal Temperature. The minimum base metal temperature qualified to cut
flanges and webs in tension, shall be established by hardness testing per subsection
509.18(f).
(g) Straightening Material. Rolled material, before being worked, must be straight. If
straightening is necessary, it shall be done by methods that will not injure the metal and
is subject to the Engineer's approval.
(h) Bent Plates. Un-welded cold -bent steel plates shall conform to the following:
1. Rolling Direction. The bend line shall be at right angles to the direction of rolling.
2. Minimum Radii. Bending shall be such that no cracking of the plate occurs. Minimum
bend radii, measured to the concave face of the metal, shall be 5t for all grades and
thicknesses of steel conforming to AASHTO M270 (ASTM A709) unless approved by
the Engineer.
3. Bending Temperature. If a shorter radius is essential the plates shall be bent hot at a
temperature not greater than 1200 °F. Hot -bent plates shall conform to subsection
509.19(i).
4. Corner Radii. The corners of the plate shall be rounded to a radius of 1/16 inch before
bending throughout the portion of the plate at which the bending is to occur.
(i)
Curving and Cambering of Rolled Beams and Welded Girders. Heat curving of beams
and girders will be allowed when the horizontal radius of curvature measured to the
centerline of the member web is greater than both values calculated by the following two
equations, and greater than 150 feet at any and all cross sections throughout the length
of the member, where:
R = (14bD)/(Sgrt (Fy * LP * t))
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7500b
R=
Fy W
Fy = specified minimum yield point in ksi of the member web.
4i = ratio of the total cross section area to the cross-sectional area of both flanges.
b = width of the widest flange in inches.
D = clear distance between flanges in inches.
t = web thickness in inches.
R = radius in inches.
In addition to the above, when the required radius of curvature is less than 1,000 feet, and
the flange thickness exceeds three inches, or the flange width exceeds 30 inches, heat
curving will not be allowed. Heat curving requirements shall be as follows:
1. Materials. Steels that are manufactured to a yield point greater than 50,000 psi shall
not be heat curved.
2. Type of Heating. Beams and girders may be curved by either continuous or V -type
heating as approved by the Engineer. For the continuous method, a strip along the
edge of the top and bottom flange shall be heated simultaneously; the strip shall be of
sufficient width and temperature to obtain the required curvature. For the V -type
heating, the top and bottom flanges shall be heated in truncated triangular wedge-
shaped areas having their base along the flange edge and spaced at regular intervals
along each flange; the spacing and temperature shall be as required to obtain the
required curvature, and heating shall progress along the top and bottom flange at
approximately the same rate.
For the V -type heating, the apex of the truncated triangular area applied to the inside
flange surface shall terminate just before the juncture of the web and the flange is
reached. To avoid unnecessary web distortion, special care shall be taken when
heating the inside flange surfaces (the surfaces that intersect the web) so the heat is
not applied directly to the web. Asbestos sheet material 1/4 inch thick shall be placed
against the web before applying heat to the inside flange surface. When the radius of
curvature is 1,000 feet or more, the apex of the truncated triangular heating pattern
applied to the outside flange surface shall extend to the juncture of the flange and
web. When the radius of curvature is less than 1,000 feet, the apex of the truncated
triangular heating pattern applied to the outside flange surface shall extend past the
web for a distance equal to 1/8 of the flange or 3 inches, whichever is less. The
truncated triangular pattern shall have an included angle of approximately 15 to 30
degrees, but the base of the triangle shall not exceed 10 inches. Variations in the
patterns prescribed above may be made upon approval by the QA inspector.
654
For both types of heating, the flange edges to be heated are those that will be on the
inside of the horizontal curve after cooling. Heating both inside and outside flange
surfaces is only mandatory when the flange thickness is 1'/4 inches or greater, in which
case, the two surfaces shall be heated concurrently. The minimum temperature shall
be as prescribed below.
Preload compressive stresses will be permitted up to a maximum of 60 percent of the
specified yield strength of the steel to reduce the number of heat patterns required to
produce the desired curvature. Loading that causes the member to distort
permanently (yield without the application of heat) will result in rejection of the
member. All nondestructive testing to evaluate damage and corrective work ordered
by the Engineer to compensate for overstressing shall be performed at the
Contractor's expense.
3. Temperature. The heat curving operation shall be conducted in such manner that the
temperature of the steel does not exceed 1150 °F as measured by temperature
indicating crayons or other suitable means. The inspector shall take heat
measurements after the heating flame has been removed from the steel. The girder
shall not be artificially cooled until after naturally cooling to 600 °F; the method of
artificial cooling is subject to approval. Heat curving shall be directly supervised by the
PC inspector.
4. Position for Heating. The girder may be heat curved with the web in either a vertical
or a horizontal position. When curved in the vertical position, the girder must be braced
or supported in such a manner that the tendency of the girder to deflect laterally during
the heat curving process will not cause the girder to overturn.
When curved in the horizontal position, the girder must be supported near its ends
and at intermediate points, if required, to obtain a uniform curvature; the bending
stress in the flanges due to the dead weight of the girder must not exceed the usual
allowable design stress. When the girder is positioned horizontally for heating,
intermediate safety catch blocks must be maintained at the mid -length of the girder
within 2 inches of the flanges at all times during the heating process to guard against
a sudden sag due to plastic flange buckling.
Horizontal curvature shall be checked with the girder in the vertical position by
measuring off -sets from a string line or wire attached to both flanges or by using other
suitable means.
5. Sequence of Operation. Members shall be heat curved before the completion of the
following:
A. Attachment of end bearing stiffeners.
B. Attachment of lateral gusset plates.
655
C. Attachment of longitudinal stiffeners.
D. Welding of intermediate stiffeners and connection plates to the flanges. When
longitudinal stiffeners are required, they shall be heat curved, or oxygen -cut to
the required radius before being welded to the curved girder. The girder shall be
heat curved in the fabrication shop before it is painted. When cover plates are to
be attached to rolled beams, they may be attached before heat curving if the total
thickness of one flange and cover plate is less than 2 1/2 inches and the radius
of curvature is greater than 1,000 feet. For other rolled beams with cover plates,
the beams must be heat curved before the cover plates are attached; cover
plates must be either heat curved, or oxygen -cut separately and then welded to
the curved beam.
6. Camber. Cambering of welded plate girders, except for minor adjustments required
after welding, shall be achieved by curved cutting of web plates before welding to
flanges. Girders shall be cambered before heat curving. Heat cambering procedures
shall be per subsection 509.19(i) and shall be approved by the Engineer before
beginning of work. Vertical camber shall not be measured for final acceptance before
all welding and heating operations are completed and the flanges have cooled to a
uniform temperature. Triangular heating patterns shall be spaced throughout the
length of the member. The apex of the triangle shall be located in the web at a point
not less than 75 percent of the depth of the member from the flange that will be
concave after cambering. Heat shall begin at the apex and progress slowly toward the
base. The included angle shall not exceed 20 degrees. The maximum width at the
base shall not exceed 10 inches.
Facing of Bearing Surfaces. The surface finish of bearing and base plates and other bearing
surfaces that are to come in contact with each other or with concrete shall meet the
following ANSI B46.1 surface roughness requirements in microinches:
Steel Slabs
Heavy plates in contact in shoes to be welded
Milled ends of compression members, milled or
ground ends of stiffeners and fillers
Bridge rollers and rockers
Pins and pin holes
Sliding bearings
ANSI 2000
ANSI 1000
ANSI 500
ANSI 250
ANSI 125
ANSI 125
The maximum deviation from flatness of the contact area of every steel bearing surface
shall not exceed 1/32 inch. Deviation shall be measured by placing measured offset blocks
of equal dimension outside the bearing contact area and placing a straightedge across the
blocks. Measurements from the flange surface to the bottom of the straight edge shall not
deviate by more than 1/32 inch from the offset block dimension. Flatness shall be checked
in both the longitudinal and transverse directions at 4 -inch intervals within the area of
bearing contact.
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(k) Holes for Fasteners. All holes for bolts in main members, or secondary members that weld
to main members, shall be either sub -punched and reamed, subdrilled and reamed, or
drilled from the solid. Holes shall be sub -punched or subdrilled 1/16 inch smaller than the
nominal diameter of the fastener and reamed to 1/16 inch larger than the nominal diameter
of the fastener or drilled to 1/16 inch larger than the nominal diameter of the fastener. For
bolts 1 inch and larger, bolt holes shall be reamed to 1/8 inch larger than the bolt diameter.
Subsized holes before reaming shall not be offset more than 1/16 inch. Reaming or drilling
full sized holes shall be done using a template with hardened bushings or with a numeric
control (N/C) machine such that no offset equal to 1/32 inch occurs in more than 15 percent
of the connection. Enlarged or slotted holes for high strength bolts may be used only when
shown on the plans or authorized. Holes shall be clean cut, without torn or ragged edges.
All burrs shall be removed, as well as oil and other foreign matter. Holes shall be cylindrical
within 1/32 inch and perpendicular to the member. Connection parts requiring reaming or
drilling shall be assembled and securely held and shall be match marked before
disassembling. Poor matching of holes will be cause for rejection.
(I) Boring Pin Holes. Pin holes shall be bored true to the specified diameter, smooth and
straight, at right angles with the axis of the member and parallel with each other unless
otherwise required. The final surface shall be produced by a finishing cut. The distance
outside to outside of holes in tension members, and inside to inside of holes in compression
members shall not vary more than 1/32 inch from that specified. Boring of holes in built-up
members shall be done after fabrication of the member is completed. The diameter of the
pin hole shall not exceed that of the pin by more than 1/50 inch for pins 5 inches or less in
diameter, or 1/32 inch for larger pins. Two pilot nuts and two driving nuts for each size pin
shall be furnished unless otherwise specified.
509.20 Welding.
(a) Process. Welding of steel structures shall conform to AWS D1.5 as amended. All web and
flange butt joints and web to flange welds shall be made using the submerged arc welding
process (SAW). Alloy "active" fluxes shall not be used in groove welds or fillet welds with
more than three passes. Repairs may be made using submerged arc welding or shielded
metal arc welding (SMAW). Flux cored arc welding (FCAW) will be permitted on secondary
to main member attachments when performed in the flat or horizontal positions. Vertical or
overhead welding positions using the FCAW process shall not be used unless approved by
the Engineer of Record.
The ratio of the width of the face to the depth of penetration of each Submerged Arc Welding
fillet pass shall be a minimum of 1.1:1. This shall be verified by macroetch testing and
included in the Procedure Qualification Record (PQR). The test heat input and voltage
qualified shall establish the maximum values used in fabrication welding. These values
shall be indicated in the Welding Procedure Specification.
The macroetch shall be performed per AWS D1.5, with the following exception: The T joint
shall contain an acute angle less than or equal to the smallest acute angle to be used in
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fabrication. The acute angle tested qualifies all angles equal to or greater than this angle.
Both sides of the T joint shall be welded.
(b) Base Metal Preparation. The preparation of base metal shall be per AWS D1.5, with the
following exception: All mill scale and rust shall be removed from the surfaces of main
members on which all welds are made by any process. Surfaces and edges to be welded
shall not exceed an ANSI B46.1 roughness value of 500 microinches.
(c) Run On -off Plates. Run-on and run-off plates shall be used on all butt joints. They shall be
of the same base metal as the material being welded. Removal of these plates shall be
accomplished by cutting the plates off and grinding to a surface finish per AWS D1.5.
(d) Undercut. Undercut in the stiffener, web or flange shall not exceed 0.01 inch in areas of
tension as indicated on the plans when the axis of the undercut is normal to the longitudinal
centerline of the girder, or normal to the centerline of bearings in the case of plate
diaphragms. Undercut in compression areas shall not exceed 1/32 inch.
(e) Temporary Tack Welds. Temporary tack welds will not be permitted on splice plates to
facilitate stack drilling. All temporary tack welds not incorporated into the final weld, shall
be submitted to the Engineer for approval. Temporary tack welds that are approved shall
be removed by grinding such that the plate thickness is not reduced by more than five
percent and tested per subsection 509.18(c).
Gusset Plates. Lateral gusset plates welded to girder flanges in tension shall be pre -heated
to a minimum 250 °F. Maximum shall be specified in the approved WPS.
Repairs. All welding required to repair cracks, oxygen cut gouges, porosity, and undercut,
shall conform to the following:
1. General. Repairs made to correct undercut, craters, undersized welds, porosity,
excessive roughness on oxygen cut gouges, and cracks shall not be performed
without the knowledge of the PC inspector. Undercut may be prepared by contour
grinding when approved by the Engineer. Areas repaired shall be recorded per AWS
D 1.5, paragraph 6.5.8. Surfaces that are air carbon arc gouged shall be ground to
bright metal before welding. Repair areas shall be preheated to a temperature of 200
to 300 °F before welding. Cracks removed before welding shall be penetrant tested or
magnetic particle tested to assure their complete removal before welding. All repairs
shall be penetrant or magnetic particle tested for soundness. This requirement applies
equally to tack welds.
2. Groove Welds. The number of repairs shall be limited to three or fewer heat cycles in
any groove weld, unless approved by the Engineer.
3. Cut Edges. Cavities resulting from the removal of cut edge discontinuities in plates
shall be prepared before welding using a minimum '/4 inch radius and a minimum 40 -
degree angle. The base metal shall be ground to bright metal before welding.
658
4. Mislocated Holes. Misfit holes shall not be repaired, unless approved by the Engineer.
When holes are repaired per an approved welding procedure, the soundness shall be
established by ultrasonic testing. In addition, the hardness, preheat, and post -weld
heat shall be per AWS D1.5.
(h) Stud Welding. Stud welding shall conform to AWS D1.5 as amended.
Studs shall not be welded to top flanges until after the formwork for the deck is in place per
Occupational Safety and Health Administration (OSHA) regulations 29 CFR 1926 Subpart
R.
Stud attachments for fall protection systems or other temporary works are allowed on the
top flange in locations where permanent shear studs will be attached. These attachments
are allowed to be placed before formwork for the deck being installed.
1. Camber. Adequate provisions shall be made in fabrication of structural members to
compensate for loss of camber due to welding of the shear connectors.
2. Production Tests. The first two studs welded on each beam or girder, after being
allowed to cool, shall be bent 45 degrees by striking the stud with a hammer. If failure
occurs in the weld of either stud, the weld procedure shall be corrected, and two
successive studs successfully welded on separate material and tested before any
more studs are welded to the beam or girder. The QA inspector shall be promptly
informed of all changes in the welding procedure at any time during fabrication.
(i)
Weld Termini Treatment. All gussets, stiffeners, diaphragms, or other attachments at a
corner of intersecting plates joined by a fillet or groove weld, shall be clipped 1'/2 inch
minimum. Intersecting fillet welds will not be allowed. Treatment of all end weld termini on
transverse secondary attachments to main members shall be such that the welds terminate
'/4 inch short of the end of the attachment.
(j) Gas Certification. The Contractor shall furnish certification that the gas or gas mixture is
suitable for the intended application per AWS D1.5 and the manufacturer's
recommendations.
(k) Miscellaneous Attachments. Attachments shall not be welded to main members, unless
approved.
509.21 Shop Assembly.
Field Connections. Of main members of trusses, arches, continuous beam spans, bents, towers
(each face), plate girders, and rigid frames shall be assembled in the shop with milled ends of
compression members in full bearing and the subsize holes reamed to the specified size while
the connections are assembled. Assembly may be full truss or girder assembly, progressive
truss or girder assembly, full chord assembly, progressive chord assembly, or special complete
659
structure assembly at the fabricator's option unless assembly methods are specified on the
plans.
(a) Full Truss or Girder Assembly. Full truss or girder assembly shall consist of assembling all
members of each truss, arch rib, bent, tower face, continuous beam line, plate girder, or
rigid frame at one time.
(b) Progressive Truss or Girder Assembly. Progressive truss or girder assembly shall consist
of assembling initially for each truss, arch rib, bent, tower face, continuous beam line, plate
girder, or rigid frame at least three contiguous shop sections or all members in at least three
contiguous panels, but not less than the number of panels associated with three contiguous
chord lengths (i.e., length between field splices) and not less than 150 feet in the case of
structures longer than 150 feet. At least one shop section or panel or as many panels as
are associated with a chord length shall be added at the advancing end of the assembly
before any member is removed from the rearward end, so that the assembled portion of
the structure is never less than specified above.
(c) Full Chord Assembly. Full chord assembly shall consist of assembling, with geometric
angles at the joints, the full length of each chord of each truss or open spandrel arch, or
each leg of each bent or tower, then reaming the field connection holes while the members
are assembled and reaming the web member connections to steel templates set at
geometric (not cambered) angular relation to chord lines. Field connection holes in web
members shall be reamed to steel templates. At least one end of each web member shall
be milled or scribed normal to the longitudinal axis of the member and the templates at both
ends of the member shall be accurately located from one of the milled ends or scribed lines.
(d) Progressive Chord Assembly. Progressive chord assembly shall consist of assembling
contiguous chord members in the manner specified for full chord assembly and in the
number and length specified for progressive truss or girder assembly.
(e) Special Complete Structure Assembly. Special complete structure assembly shall consist
of assembling the entire structure, including the floor system. Each assembly, including
camber, alignment, accuracy of holes, and fit of milled joints shall be per dimensional
requirements before reaming or full-size drilling of holes.
(f)
(g)
Fit. Surfaces of metal in contact shall be cleaned before assembling. The parts of members
to be assembled shall be well pinned and firmly drawn together with bolts before reaming
operations.
Match Marking. Connecting parts assembled in the shop for field connections shall be
match -marked, and a diagram showing such marks shall be furnished to the Engineer.
(h) Drifting of Holes. The drifting done during assembling shall be only that necessary to bring
the parts into position, and not sufficient to enlarge the holes or distort the metal. If holes
must be enlarged to admit bolts, they shall be reamed.
660
(i)
(U )
Abutting Joints. Abutting joints in compression members and girder flanges, and in tension
members when so specified on the plans, shall be faced and brought to uniform bearing.
Where joints are not faced, the opening shall not exceed 1/4 inch.
Camber Tolerance. Deviation from the design camber between any two supports (points of
fixed elevations) shall be limited to:
+L/1200 -L/2880
Where: L = length in feet between supports
This requirement is in addition to the camber requirements of AWS D1.5 subsection 3.5.
509.22 Shop Connections Using High -Strength Bolts. Unless otherwise specified, all shop
connections shall be made with high -strength bolts. All connections which remain in the
permanent structure shall be made per subsection 509.28.
509.23 Galvanizing. Bolts, washers, and nuts used in the assembly and erection of galvanized
railing and posts or where specified, shall be galvanized per AASHTO M232 Class C or shall be
zinc coated per AASHTO M298. Structural steel shall be galvanized per AASHTO M111.
Uncleaned slag lines, bare spots, blisters, flux spots or inclusions, dross, acid, or black spots
that exceed 1 square inch or occur on more than 5 percent of the pieces in the lot shall be cause
for rejection of the lot. The materials may be stripped, re -galvanized, and again submitted for
test and inspection; otherwise, the entire lot shall be rejected. Pieces less than 5 percent of the
lot may, with the approval of the Engineer, be zinc coated by an approved zinc rod, per ASTM
A780, if applied to correct areas less than 1 square inch. Materials may only be stripped and re -
galvanized a single time.
509.24 Shop Cleaning and Painting of Steel. Graffiti shall be removed before painting, or in
the case of ASTM A 709 Grade 50W steel, before shipping.
(a) Cleaning of Unpainted ASTM A 709 Grade 50W Steel. The exterior surfaces of unpainted
ASTM A 709 Grade 50W steel shall be cleaned with abrasive blasting to a minimum
standard of Sa2 to remove mill scale and foreign material which would prohibit rusting to a
uniform color. This cleaning shall occur after fabrication and before shipping. The use of
paint, wax, crayon or similar materials for making steelwork during fabrication and erection
shall not be permitted. Care shall be taken on site with both storage and handling of the
girders such that the developing rust is not damaged.
(b) Cleaning of Surfaces to be Painted. Structural steel cleaning shall meet the requirements
of the Steel Structures Painting Council Surface Preparation Specification No. 6 (SSPC-SP
6, Commercial Blast Cleaning). Painting shall be accomplished before new rust forms.
(c) Paint Systems. All structural steel shall be painted using a two -coat system with inorganic
zinc -rich primer (shop coat) and high -build urethane topcoat as described in subsection
661
708.03. The shop coat shall have a dry film thickness of 3.0 mils. The topcoat shall have a
thickness of 3.0 mils.
(d) Sequence. Unless otherwise specified, steel work shall be given the shop coat of approved
paint after it has been accepted by the QA inspector and before it is shipped from the plant.
Shipping pieces shall not be loaded for shipment until they are thoroughly dry. Painting
shall not be done after loading material on cars except for retouching areas damaged by
loading or handling operations.
(e) Procedure. Application of paint shall be per the manufacturer's recommendations.
(f) Surfaces in Contact with Concrete. The areas that will come in contact with concrete shall
not be painted.
(9)
Field Weld Areas. Areas of structural steel to be field welded shall not be painted before
welding is completed.
(h) Erection Marks. Erection marks for field identification of members shall be readily visible
on shop painted surfaces.
(i)
Faying Surfaces of Connections. When splices are specified on the plans to be Class B slip
critical, the contact surfaces of unpainted ASTM A709 Grade 50W steel shall be blast
cleaned to a SSPC-SP6 commercial blast. When the inorganic zinc -rich primer is provided,
the manufacturer shall qualify the paint by test per "Test Method to Determine the Slip
Coefficient for Coatings Used in Bolted Joints" as adopted by the Research Council on
Structural Connections. The manufacturer shall certify in writing that the slip coefficient is
no less than 0.48.
509.25 Marking. Each member shall be painted or marked with an erection mark for
identification, and an erection diagram shall be furnished to the Contractor and Engineer with
erection marks shown.
Construction Requirements
509.26 Field Welding and Inspection. Field welding will not be permitted unless shown on the
plans or approved by the Engineer, except to attach studs. Before the start of any field welding,
all required welding documentation including welder qualifications (WQTRs), WPSs, and PQRs
shall be submitted to the Engineer for review and approval. All field welding will shall be
completed by a qualified welder qualified per the given process and AWS D1.5 welding code
requirements. All field welding and inspection shall be performed per this specification and AWS
D1.5. All field welding shall be inspected by a CWI included in the Contractor's Process Control
Plan and shall be included in the cost of the work. Welding on metal deck forms shall be per
AWS D1.3.
(a) Field Welding Process Control Plan. The Contractor shall submit a written "Field Welding
Process Control Plan" (FWPCP) to the Engineer before beginning field welding operations
662
on permanent bridge structures. The FWPCP shall outline the quality control tasks to be
performed by the contractor to ensure that all work conforms to the Contract. The FWPCP
shall include the following items at a minimum:
1. Names, qualification documentation and continuity records of for all welders, welding
operators and tack welders, who will be performing field welds.
2. Welding Procedure Specifications (WPS) and supporting Procedure Qualification
Records (PQRs), if required, for welds to be performed.
3. Location and types of welds to be performed.
4. Number and type of welding equipment to be used and records of Welding Meter
calibrations.
5. Method of electrode protection and storage.
6. Quality control procedures:
A. Name of welding quality control inspection firm, and NDT firm hired by contractor
who will be inspecting field welds.
B. Names and qualifications of, Quality Control Inspector (QCI), CWI and NDT
personnel including level of certification and expiration date.
C. Frequency of visual and NDT inspection.
D. Calibration documentation of all NDT equipment.
E. Method for documenting that welding has been performed per contract
requirements.
The FWPCP shall be submitted at least one week before the Pre -Erection Conference and
be subject to approval by the Engineer.
Welding on driven pile shall be performed per requirements of section 502.
(b) Strengthening and repair of existing structures. If welding is to be performed to existing
components on structures built before 1970, metallurgical analysis will be provided by the
Engineer. Contractor shall develop and submit to the engineer any WPS, PQR and WQTR
documentation based on metallurgical analysis to ensure proper welding procedures are
used. Engineer shall review and approve all welding documentation before contractor
performing welding.
Studs shall be free from rust, rust pits, scale, oil, moisture, paint, and other deleterious
matter that would adversely affect the welding operation. Surfaces to which studs are to be
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welded shall be free of scale, rust, moisture, paint, and other injurious material that would
prevent proper welding or produce objectionable fumes. Additional studs shall be tested
per AWS D1.5 when the base metal temperature is below 32°F at the time of welding. Stud
welding shall not be done when the base metal temperature is below 0°F at the time of
welding.
(c) Stud welding in the field. Automatic stud welding guns shall be used to weld studs to girders.
The operator shall be qualified per AWS D1.5. The base metal where the stud is to be
welded shall be ground to bright metal immediately before the weld being made. Manual
welding will not be allowed except to make repairs. Stud welding shall be per subsection
509.20 (h).
(d) Repairing Stud Welds. Stud welds may be repaired using a low -hydrogen SMAW process.
Electrodes used to repair stud welds shall be kept in rod ovens per AWS D1.5. The fillet
weld size shall be a minimum of 5/16 inch. The welder shall be prequalified for the welding
process used and stud welding.
509.27 Erection of Steel Structures. Structural steel members shall be erected to prevent
damage to all elements of the structure and in a safe manner. Structural steel members to which
the erection specification applies are those members that bear on the substructure of a bridge.
The primary members such as beams and girders shall be temporarily anchored and braced as
they are erected to preclude detrimental movement in any direction, and to prevent overturning
and buckling. Struts, bracing, tie cables, and other devices used for temporary restraint shall be
considered falsework and shall be designed to resist all loads imposed during each stage of
construction until the deck concrete has attained the Field Compressive Strength shown in Table
601-1.
At least two steel girders shall be erected when girders are initially placed in any span unless
the Engineer provides a written waiver to this requirement. Diaphragms and cross frames
between girders shall be connected to the girders and all diaphragm or cross frame connection
bolt holes filled with bolts that are at least snug tight during erection. Steel box girders need not
be erected in pairs.
At least one week before the Pre -Erection Conference, the Contractor shall submit an Erection
Plan to the Engineer. The Erection Plan will be reviewed by the Engineer comments will be
submitted in writing within one week. These comments shall be addressed in the final plan. The
Final Erection Plan shall be signed and sealed by the Contractor's Engineer and marked
"Approved for Construction". If falsework drawings are required, they shall conform to and be
submitted per subsection 601.11.
The Contractor performing steel bridge erection shall be an AISC Certified Steel Erector (CSE)
when field assembly is required. The erector shall have successfully completed erection of at
least 2 bridge structures of the same category as the project within the last 5 years and have a
minimum of 5 years of experience with the erection of bridges. The experience shall be submitted
for acceptance to the Engineer. This requirement shall not apply to sign structures.
664
The Erection Plan and procedure shall provide complete details of the erection process with
dimension tolerances including:
(1) Temporary falsework support, struts, bracing, tie cables and other devices, material
properties and specifications for temporary works, bolt torque requirements before
releasing girders from the cranes (if required), connection details and attachments to other
structure components or objects.
(2) Procedure and sequence of operations, including a detailed schedule with completion times
for work items that complies with the working hour limitations.
(3) Minimum load chart lift capacity, outrigger size, and reactions for each crane.
(4) Assumed loads and girder weights, lift points, lifting devices, spreaders, and angle of lifting
cables.
(5)
Girder stresses at critical points along the girder length during progressive stages of
erection shall be investigated to assure that the structural integrity and stability of the
girders is maintained. Stresses at lift points induced as a result of lifting shall be investigated
and adequate bracing provided as indicated by the analysis.
(6) Locations of cranes, trucks delivering girders, and the location of cranes and outriggers
relative to other structures, including retaining walls, wing walls and utilities.
(7)
Drawings, notes, catalog data showing the manufacturer's recommendations or
performance tests, and calculations clearly showing the above listed details, assumptions,
and dimensions.
(8) Contingency plans detailing what measures the Contractor will take in case of inclement
weather (forecast or actual), equipment failure, delivery interruption, and slower than
planned production.
A Pre -Erection Conference will be held at least one week before the beginning of erection. The
Engineer, Contractor, erection subcontractor, and the Contractor's Engineer shall attend the
meeting. The erection subcontractor shall demonstrate his knowledge and familiarity of where
the piece marks are located on the components to be erected, their orientation in the erected
structure, and the shop drawing piece mark convention used by the girder fabricator at the Pre -
Erection Conference. The girder fabricator shall participate in the conference, by way of speaker
telephone, during only that portion in which the piece marks are discussed. The girder fabricator
shall state whether the erection subcontractor has demonstrated a correct understanding of the
piece marks, and if not, correct any misunderstanding.
Additional Pre -erection Conferences may be required for subsequent phases of construction, or
for phases that differ from the original construction plan, as directed by the Engineer. Additional
conferences may also be requested by the Contractor and approved by the Engineer.
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The Contractor shall submit a final Erection Plan to the Engineer before girder erection for record
purposes only. The Contractor's Engineer shall sign and seal (1), (5), and (7) listed above in the
final Erection Plan. The final Erection Plan shall be stamped "Approved for Construction" and
signed by the Contractor.
When a bridge spans traffic of any kind, including those where vehicles, railroad, watercraft or
pedestrians have access onto, under or adjacent to the bridge, the Contractor's Engineer shall
inspect and provide written approval that the erected girders are safe before opening the area
beneath the girders to traffic. For this specification, traffic is defined as the vehicles, railroad,
pedestrians, and watercraft moving along a route. The Contractor shall perform daily inspections
of the erected girders and other permanent and temporary bridge elements until the deck
concrete has attained the Field Compressive Strength. The Contractor's Engineer shall provide
an inspection form to the Engineer and the Contractor that lists the items the Contractor will
document during the daily inspection of the erected girders. The inspection form shall include
inspection items specific to each bridge being constructed. The Contractor shall provide the
Engineer and the Contractor's Engineer with written documentation of these inspections within
24 hours of each inspection.
All temporary struts, bracing, tie cables, other devices and extra material required shall be
removed upon completion of the structure.
(a) Equipment. The Contractor shall provide the falsework and all tools, machinery, and
supplies, including drift pins and fitting up bolts, necessary to complete the work.
(b) Field Inspection. Material and work not previously inspected will be inspected after delivery
to the job site. The quality of all field welds, including inspection and testing, shall meet the
requirements of this section.
(c) Storage. Girders and beams shall be placed upright and shored. Long members such as
columns and chords shall be supported on skids placed in such positions as to prevent
damage by deflection.
(d) Falsework. Falsework shall conform to subsection 601.11.
(e) Bearings. Bearings and bearing seats shall conform to Section 512.
(f) Anchorage. Anchor bolts in piers, abutments, or pedestals shall be accurately set either in
the concrete as it is being placed, or in holes formed while the concrete is being placed, or
in holes drilled after the concrete has set. Bolts placed in formed or drilled holes shall be
grouted in place with a nonshrink or epoxy grout which shall completely fill the holes.
Location of anchors and setting of rockers shall take into account any variation from mean
temperature at time of setting and anticipated lengthening of bottom flange due to dead
load after setting. At mean temperature and under dead load the rockers shall be set
vertical and anchor bolts at expansion bearings shall be centered in their slots. Care shall
be taken that full and free movement at the movable bearings is not restricted by improper
setting or adjustment of bearings or anchor bolts and nuts.
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(g)
Straightening. The straightening of bent material, when permitted, shall be done by
methods that will not produce fracture or other damage. Distorted members shall be
straightened by mechanical means or, if approved, by application of a limited amount of
localized heat. Heat shall not be applied directly on the weld metal. The temperature of
heated areas shall not exceed 1200 °F as controlled by temperature indication crayons.
The surfaces of metal for all steels will be inspected visually, and by magnetic particle or
dye penetrant tests for evidence of fracture following the straightening procedures.
(h) Galvanizing. Galvanized units on which the spelter coating has been burned by welding or
damaged during erection shall be repaired by a hot dip or metallizing process as described
in AASHTO M36 or shall be painted with one full brush coat of a zinc -rich paint meeting
Military Specification DOD-P21035A. Spray can applications of zinc will not be allowed.
(i)
Handling and Installation. During erection the parts shall be accurately assembled, as
shown on the plans, and match -marks shall be followed. The material shall be so handled
that parts will not be bent, broken, or otherwise damaged. Hammering which will damage
or distort the members will not be permitted on exterior surfaces. Bearing surfaces and
surfaces to be in permanent contact shall be cleaned before the members are assembled.
For fit up of girder field splices and field connections of main stress carrying members,
erection pins shall be installed in all corner bolt holes on each side of splice, plus a minimum
of 25 percent of the bolt holes, evenly distributed throughout the splice. The diameter of the
erection pins shall be no less than the hole diameter minus 1/32 inch. At least 25 percent
of the bolt holes shall be filled with high strength bolts. These bolts shall be fully tensioned
before external support systems are removed and the connections completed by bolting,
unless otherwise specified. The requirement for erection pins in the corner bolt holes does
not apply to diaphragms and lateral bracing in straight girder spans, provided the member
is adequately supported before removal of the external support. Members that are
assembled before being erected shall have all bolts installed and fully tensioned. The
structure shall not carry traffic or construction loads without approval of the Engineer.
(j) Pin Connections. Pilot and driving nuts shall be used in driving pins. Pins shall be so driven
that the members will take full bearing on them. Pin nuts shall be screwed tight, and the
threads burred at the face of the nut with a pointed tool.
(k) Misfits. Any error in shop fabrication or deformation resulting from handling and
transportation which prevents proper assembling and fitting up of parts by moderate use of
drift pins shall be reported immediately to the Engineer. The Engineer's approval shall be
obtained for methods of correction, such as reaming, and the correction shall be made in
the Engineer's presence.
(I) Cleaning of Connections. When splices are designated Class B slip critical on the plans,
the contact surfaces of splices shall be field inspected immediately before assembly. All
foreign material shall be removed before fitting and bolting of the splices.
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509.28 Connections Using High -Strength Bolts.
(a) Certification. The Contractor shall submit the supplier's certified test reports which provide
a corresponding lot number appearing on the shipping package and the certification. The
supplier's certification shall state when and where all testing was completed and indicate
the zinc thickness when galvanized bolts and nuts are used.
(b) Materials. Washer type direct tension indicators shall conform to ASTM F959.
Bolts shall be F3125 Type 1 for connections which are painted. Bolts for unpainted ASTM
A709 Grade 50W steel shall be ASTM F3125 Type 3. High strength bolt tensile strength
requirements relative to bolt diameter shall be in conformance with ASTM F3125. Nuts shall
be AASHTO M292 grade 2H or AASHTO M291 grade DH for plain or galvanized fasteners,
except connections for unpainted ASTM A709 Grade 50W steel, in which case nuts shall
be AASHTO M291 grade DH3 or C3. For galvanized fasteners, the nuts shall be over -
tapped to the minimum amount required for the fastener assembly. All nuts, bolts, and
washers shall have the manufacturer's markings on them.
All galvanized nuts shall be lubricated with a lubricant containing a visible dye so a visual
check can be made for the lubricant at the time of field installation. Galvanized or coated
bolts of any Group or Grade, galvanized or coated spline end bolting assemblies of any
Group or Grade, and F3125 [Grade A490] heavy hex bolts shall not be reused after
tensioning.
Plain bolts shall be "oily" to the touch when installed. Weathered or rusty items shall be
cleaned and relubricated per the manufacturer's instructions before installation. Plain finish
F3125 [Grade A325] heavy hex bolts may be reused (1) in snug -tightened joints without
the Engineer's approval and (2) in pretensioned joints and slip -critical joints with the
Engineer's approval.
(c) Contractor's Process Control Plan. The contractor performing erection shall submit a
written `Bolting Process Control Plan' (BPCP) to the Engineer before beginning of
tensioning operations of bolting assemblies. The BPCP shall outline the quality control
tasks to be performed by the contractor to ensure that all work conforms to the Contract.
The BPCP shall include the following items at a minimum:
1. Name and qualifications of the tensioning Quality Control Manager and Quality
Control Inspectors.
2. Sequence of structure assembly.
3. Procedures of collecting bolting assembly lot numbers as they will be tested and
installed in the structure.
4. Quality control procedures:
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A. Method of tensioning
B. Method and frequency of RC and PIV testing
C. Method and frequency for performing required inspections to ensure required
tension has been achieved in all bolting assemblies.
D. Method for documenting that tensioning has been performed per contract
requirements.
E. Method for ensuring bolting hardware is protected from the elements.
F. Calibration documentation for all tensioning and/or torque equipment.
The BPCP shall be submitted at least one week before the Pre -Erection Conference
and be subject to approval by the Engineer.
(d) Tests Requirements before tensioning of fastening assemblies in structures. Before
commencing with any tensioning of fastening assemblies in a structure, all high strength
fastener assemblies shall be subjected to a field rotational -capacity (RC) test per ASTM
F3125 as well as a Pre -Installation Verification (PIV) test for the selected bolt installation
method(s). All testing shall be performed in compliance with all of the following:
1. At the site of installation in the presence of the Engineer or designee.
2. BPCP shall be submitted and approved.
3. Before the placement of bolting assemblies of verified lots in the work.
4. On a sample of not fewer than three complete bolting assemblies for PIV and two
complete bolting assemblies for RC, of each combination of diameter, length, grade
and lot to be used in the work.
5. Using bolting assemblies that are representative of the condition of those that will be
pretensioned in the work.
6. Using ASTM F436 washers positioned per RCSC Section 6.2.
7. Testing shall be performed daily, before installation, for the calibrated wrench method.
8. The accuracy of the BTMD shall be confirmed through calibration at least annually.
(e) Rotational Capacity (RC) Test:
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1. Tension Procedure. Fasteners shall be turned two times the required number of turns
(from snug tight conditions) indicated in RCSC in a Calibrated Bolt Tension Measuring
Device (BTMD), without stripping or failure.
2. Minimum Tension. During this test the maximum record tension shall be equal to or
greater than 1.15 times the required fastener tension, per RCSC.
3. Maximum Torque. The measured torque to produce the required fastener tension shall
not exceed the following equation:
Torque = 0.25 PD
Where:
Torque = Measured torque in foot-pounds
P = Measured bolt tension in pounds
D = Nominal diameter in feet
(f)
(9)
Pre -installation verification test (PIV). PIV testing shall be performed per RCSC. The bolting
assembly shall be tested in a BTMD to verify that the pre -tensioning method to be used in
the work develops a pretension that is equal or greater than that specified in Table 509-2.
Snug Tight. Installation of all high strength bolts shall be per RCSC. The "snug tight"
condition as defined in RCSC shall be accomplished for any method of tensioning.
(h) Field Connections. Unless otherwise specified or approved, all field connections shall be
made with ASTM F3125 Grade F2280 (Type 3) tension control bolts, or F3125 Grade A325
(Type 3) bolts using the Turn -of -Nut Method or Direct Tension Indicator method, per RCSC.
Direct tension indicators shall be either washer type direct tension indicators or tension
control bolts.
Table 509-2 — Minimum Bolt Pretension for Pre -installation Verification
Nominal Bolt Size (in)
Group 120 [A325] (lb)
Group 150 [A490] (lb)
1/2
13,000
16,000
5/8
20,000
25,000
3/4
29,000
37,000
7/8
41,000
51,000
1
54,000
67,000
1 1/8
67,000
84,000
1 1/4
85,000
107,000
1 3/8
102,000
127,000
1 1/2
124,000
155,000
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(i)
(U )
Bolted Parts. Bolted parts shall fit solidly together when assembled and shall not be
separated by gaskets or any other interposed compressible material. All joint surfaces,
when assembled, shall be free of scale, except tight mill scale; dirt; burrs; other foreign
material; and other defects that may prevent solid seating of the parts. Contact surfaces
within friction -type joints shall be free of oil, paint, lacquer, or rust inhibiter. Contact surfaces
may be galvanized only when specified on the plans.
Installation. Fasteners and contact surfaces of splices shall be protected from dirt and
moisture at the jobsite. All fasteners shall then be tightened, progressing systematically
from the center or most rigid part of the connection to the free edges in a manner that will
minimize relaxation of previously tightened fasteners. In some cases, proper tensioning of
the bolts may require more than a single cycle of systematic partial tightening before final
tightening to obtain proper tension. A minimum of 10 percent of the bolts (must be at least
six bolts) in each splice shall be snug -tightened to assure all plates are in firm contact
before final tensioning is started. When all fasteners in the joint are tight, each fastener
shall have a tension no less than the minimum bolt tension shown in Table 509-3 for the
size of fastener used, and a minimum of two threads shall project beyond the surface of
the nut.
(k) Impact Wrenches. Impact wrenches, if used, shall be of adequate capacity to perform the
required tightening of each bolt in approximately 10 seconds.
https://www.aws.org/resources/blog
(I) Washer Location. In addition to load indicating washers, each fastener shall have a
hardened washer under the turning element.
(m) Beveled Washers. Where the outer face of the bolted parts has a slope of more than 1:20
with respect to a plane normal to the bolt axis, a smooth beveled washer shall be used to
compensate for lack of parallelism.
(n) Reusing Fasteners. Reuse of fastening assemblies shall adhere to 509.28(b).
(o) Locknuts and Lock Washers. Subsections 509.28(c), (e), and (f) shall not apply to bolts for
which the plans specify lock washers or locknuts. Fasteners with lock washers or locknuts
shall be snug tight only.
(p)
(q)
Inspection. The Contractor shall provide an acceptable platform from which the Engineer
can inspect bolt tensioning operations and determine whether the work meets specification
requirements. The following inspection and testing procedure shall be used for all high
strength bolts used in structural connections unless a more extensive or different inspection
is specified.
Quality Assurance. The Engineer will inspect a sufficient number of fasteners to ensure
compliance with the RCSC Minimum Bolt Pretensioned and Slip -Critical Joints Table using
a method commensurate with the type of fastener used. All loose fasteners shall be brought
into compliance.
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Table 509-3 — Minimum Bolt Pretension (Pretensioned and Slip -Critical Joints
Nominal Bolt Size
(in)
Group 120 [A325]
(lb)
Group 150 [A490]
(lb)
1/2
12,000
15,000
5/8
19,000
24,000
3/4
28,000
35,000
7/8
39,000
49,000
1
51,000
64,000
1 1/8
64,000
80,000
1 1/4
81,000
102,000
1 3/8
97,000
121,000
1 1/2
118,000
148,000
509.29 Field Cleaning and Painting of Steel.
(a) Self -Weathering Steel. Unpainted ASTM A709 Grade 50W steel shall be cleaned of foreign
material after erection to ensure uniform weathering of the steel. It may be necessary to
perform a final blast cleaning after deck construction at locations specified by the Engineer.
(b) Minimum Surface Preparation. For painted steel, when the erection is completed, including
all bolting and straightening of bent metal, all adhering dirt, grease, and foreign material
shall be removed. Rust and scale shall be removed to bare metal.
(c) Damaged Areas. After the inspector has examined and approved the field connections and
before application of topcoats, all uncoated areas and areas with damaged shop primer
shall receive one coat of shop primer. The shop primer shall be thoroughly cured before
application of the topcoat.
(d) Topcoat. After retouching the shop coat and field cleaning has been satisfactorily
completed, all steel work shall be painted with the required topcoat as specified in
subsection 509.24. When the manufacturer of the topcoat is different than the manufacturer
of the shop primer, the Contractor shall submit written documentation that the paints are
compatible.
(e) Materials Handling. All paints, solvents, coatings, and other chemical products or solutions
shall be mixed, handled, applied, stored, and disposed of in such a manner that any spill,
splash, or drip will be contained without contamination of the soil, vegetation, streams, or
other water bodies.
509.30 Fracture Control Plan. The Contractor shall submit a Fracture Control Plan (FCP)
before fabrication. The FCP applies to all main stress carrying members identified on the plans
as fracture critical. Welded butt joints spliced within fracture critical members (FCMs), including
weld and fillet weld attachments to FCMs, shall be welded and tested per this plan. The FCP
shall be per AWS D1.5. Chemical and mechanical tests, as required by this plan, shall be the
responsibility of the fabricator.
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509.31 Structure Number. The location, letters, figures, and paint used for stenciling shall be
per the plan details. Payment for structure number shall be included in the work.
Method of Measurement
509.32.
(a) Computed Weight. Computed weight for unit measurement will be used for estimating the
quantities shown on the design plans and for determining overruns or underruns.
1. The weight of metal in pounds per cubic foot, unless otherwise provided, will be
assumed as follows:
Steel, cast or rolled, including alloy 490.5
Cast Iron 445.0
2. The weight of rolled shapes, pipe, and structural tubing will be computed on the basis
of their nominal weight and dimensions as shown in the latest edition of the Manual of
Steel Construction published by AISC.
3. The weight of plates will be computed on the basis of their nominal dimensions as
shown on the approved shop drawings with no additions for overrun.
4. Allowance will not be made for the weight of shop paint in computing the pay weight
of metal.
5. Allowance will not be made for the weight of the spelter coating in computing the pay
weight of galvanized steel.
6. The pay weight will be computed on the basis of net finished dimensions of the part,
deducting for copes, cuts, clips, and all open holes except bolt holes.
7. The computed weight of high -strength bolts will be based on the portions outside the
grip, including one washer and one nut, as tabulated in Table 509-4.
8. The weight of castings will be computed from the dimensions shown on the shop
drawings with an additional five percent allowance for fillets and overruns.
9. Allowance will not be made for weight of welds in computing the pay weight of
structural steel.
10. All castings, anchor bolts, expansion devices, shoes, rollers, rockers, weld metal,
railing, and rail posts will be paid for as structural steel unless otherwise specified.
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Table 509-4 — Net Bolt Weight (head, nut, and stick out
Nominal Bolt Size (in Inches)
Weight of 100 Bolts (in Pounds)
5/8- 11 UNC
32
3/4 - 10 UNC
53
7/8 - 9 UNC
81
1 - 8 UNC
117
1 1/8 - 7 UNC
165
11/4-7UNC
212
1 3/8 - 6 UNC
280
11. The weight of erection bolts or shapes, field paint, boxes, crates, or other containers
used for packing, together with sills, struts, or rods used for supporting members
during transportation will not be included in the pay weight.
(b) The weight of structural steel will not be remeasured but shall be the quantities shown on
the plans. Exception will be made for changes in design or for an error of plus or minus 2
percent of the total design weight shown on the plans for the project. Payment for increased
quantity, deduction due to decreased quantity, or stipulated error will be made on the basis
of the unit price bid, per subsection 104.02.
(c) Prospective bidders shall verify the weight of structural steel before submitting a bid.
Adjustment, other than for approved changes or for an error as stipulated in subsection
509.32(b), will not be made in the design weight shown on the plans even though the actual
weight may deviate from the design weight.
Basis of Payment
509.32. The accepted quantities of structural steel will be paid for at the contract unit price per
pound.
Payment will be made under:
Pay Item
Pay Unit
Structural Steel
Pound
Structural Steel (Galvanized)
Pound
All costs associated with implementing the Fracture Control Plan shall be included in the price
paid for structural steel of which the fracture critical members are a part.
All costs associated with the preparation and implementation of the Erection Plan will not be
measured and paid for separately but shall be included in the work.
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Section 510 — Structural Plate Structures
Description
510.01. This work consists of the construction of structural plate structures of the shape and
dimensions called for on the plans per these specifications and in conformity with the lines and
grades shown on the plans or established.
Materials
510.02. Steel structural plate materials shall conform to the requirements of AASHTO M167.
A copy of the base metal manufacturer's certificate showing the results of tests, plus the
fabricator's certificate showing the results of spelter tests shall be provided to the Engineer
before installation.
Aluminum alloy structural plate materials shall conform to AASHTO M219. There is no limit on
overthickness.
Bolt and washer shapes shall be as shown on the plans. All bolts shall be sufficiently long to
provide full penetration of the nut by the threaded end.
A field applied two coat coating system using materials specified in AASHTO M243 shall be
applied when called for in the Contract. The coating shall be uniformly applied by spray, brush,
or trowel to the entire surface of the culvert, both inside and outside. Each coating shall be
applied at the approximate rate of 60 square feet per gallon. The first coat shall be dry to touch
before the second coat is applied and the second coat shall be dry to touch before any backfill
operations.
Thicker invert plates for round pipes shall be construed as the bottom plate. This plate shall be
installed with the center of the plate as nearly on the centerline of the pipe as practicable;
however, it shall extend at least 23 inches on either side of centerline, measured on the arc.
Thicker invert plates for arch pipes shall be constructed as the bottom plate (or plates) between
the corner plates.
The Contractor shall state at the Pre -construction Conference, the type of structural plate
material (steel or aluminum) intended to be furnished, unless a specific material is specified in
the Contract.
Construction Requirements
510.03 Fabrication. When the completed structure is to be a full circle pipe, the plates shall be
so curved that when bolted together, true circles shall be formed of the required diameter. When
the completed structure is to be an arch pipe, the plates shall be so curved as to produce a
structure with the span and rise dimensions shown on the plans. Each manufacturer of
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corrugated structural plates shall furnish data sheets showing the physical and chemical
properties of all plates to be supplied under this specification.
Each plate shall be curved to the proper radius, and the bolt holes shall be so punched that all
except end plates shall be interchangeable in the erection process.
All structural plates made from steel shall be made from plates formed and punched per Section
6 of AAS HTO M167.
All structural plates made from aluminum shall be made from plates formed and punched per
Section 6 of AASHTO M219.
Plates for forming skewed or sloped ends shall be so cut as to give the angle of skew or slope
specified. Units on which the spelter coating has been burned by welding or otherwise damaged
in fabrication shall be repaired as provided in subsection 707.09. Cut plates shall present a
workmanlike finish with legible identification numerals placed on each plate to designate its
proper position in the finished structure.
510.04 Excavation. Trenches shall be excavated to the widths required by the plans.
When the installation is to be placed in embankment material, the embankment shall first be
constructed to a required height of a minimum of one foot above the top of the structure and for
a distance on each side of the structure of at least 5 times the span of the structure, after which
the trench shall be excavated and the structure installed. Before trench excavation, the
embankment material shall pass the compaction requirements for the Project.
The Contractor shall excavate three test pits to a depth of approximately 6 feet below proposed
flow line. Pits shall be located at each end and near the center of the trench as directed. If the
foundation is deemed unsuitable, a minimum of 1 foot underlying the structure shall be
excavated and backfilled with suitable material per Section 206.
510.05 Erection. Plates at longitudinal and circumferential seams shall be connected by bolts.
Joints shall be so staggered that no more than three plates come together at any one point.
Nuts shall be so tightened that when tested with a calibrated torque wrench furnished by the
Contractor, a torque of between 150 and 250 foot pounds is attained. Tightening of bolts to a
torque in excess of 250 foot pounds will not be permitted. The use of wrench sockets which will
damage the metal or metal coating will not be permitted.
Before backfilling operations, the full length of each round culvert shall be distorted from a true
circle by pre -forming to an elliptical shape. This elongation shall approximate 5 percent of the
nominal diameter of the culvert. The preformed pipe shall be placed with its greatest dimension
in the vertical axis.
510.06 Backfilling. Backfilling shall conform to the details shown on the plans.
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Pipe damaged due to Contractor's operations shall be repaired or replaced at the Contractor's
expense.
Method of Measurement
510.07. Structural plate structures will be measured by the linear foot in place. Length of round
or elliptical structures shall be the average of measurements along the top and bottom. Length
of structural plate arch pipe will be measured along the bottom centerline only.
Basis of Payment
510.08. The accepted quantities of structural plate structures will be paid for at the contract unit
price for each of the pay items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Structural Plate Pipe ( )
Linear Foot
Structural Plate Arch Pipe ( x
)
Linear Foot
Structure excavation and structure backfill, including test pits, will be measured and paid for in
accordance with Section 206. Coating, when specified, will not be paid for separately but shall
be included in the work.
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Section 512 — Bearing Devices
Description
512.01. This work consists of furnishing and placing bearing devices per these specifications
and in conformity with the plan details.
Materials
512.02. Elastomeric bearing pads shall include plain bearings and laminated bearings. Plain
bearings are unreinforced pads, consisting of elastomer only, and laminated bearings are
reinforced with steel laminates. The elastomer compound shall be classified as being of low
temperature grade 3, 4 or 5. The grades are defined by the testing requirements of subsection
705.06, Tables 705-1 and 705-2. A higher grade of elastomer may be substituted for a lower
grade. Elastomer grade, AASHTO Design method (A or B), elastomer shear modulus and
elastomer hardness shall be shown in the contract documents. The sheer modulus shall be
within 15 percent of the specified value.
Materials requirements for elastomeric bearing pads, sheet lead, polytetrafluoroethylene (PTFE)
sheets, stainless steel sheets and adhesive material shall conform to the requirements of
subsection 705.06.
Leveling pads are unlaminated bearings as called for on the plans. They shall be cut or molded
from AASHTO elastomer grade 3, 4, or 5 as described in Tables 705-1 and 705-2 with a
durometer (Shore "A") hardness of 60.
The sealing mechanism used in pot bearing devices to prevent extrusion of the elastomer shall
be of brass or bronze metal.
All steel, except stainless steel, used in fabricating bearing devices shall conform to AASHTO
M270 (ASTM A709) Grade 36 unless otherwise required in the Contract. ASTM A709 Grade
50W or ASTM A709 Grade 50 may be substituted for ASTM A709 Grade 36. Anchor bolts shall
be ASTM A449 zinc plated. All welding shall conform to the applicable requirements of
ANSI/AWS D1.5 and Standard Specification 509.
Structural steel elements of Type II Bearing Devices shall be painted per Section 509.
All metal surfaces of Type III Bearing Devices shall be completely zinc metallized per AWS C2.2
to a thickness of 8 mils, except the surfaces covered with PTFE and surfaces with stainless
steel. The internal pot cavity and bottom surface of the piston for Type III bearings shall be zinc
metallized to a thickness of 3 mils and polished to 125 microinches after zinc metallizing.
Fabrication
512.03. Type I Bearing Device. A Type I Bearing Device consists of either a plain or laminated
elastomeric bearing pad with an optional machined sole plate as shown on the plans.
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Pads 3/4 inch or less in thickness may be either laminated or plain. Pads over 3/4 inch in
thickness shall be laminated.
Laminated pads shall be individually molded and shall consist of alternate laminations of
elastomer and metal laminates. The bearings shall be vulcanized under heat and pressure. The
mold finish shall conform to standard shop practice. The internal steel laminates shall be
sandblasted and cleaned of all surface coatings, rust, mill scale, and dirt before bonding, and
shall be free of sharp edges and burrs. Laminations of elastomer shall be 1/2 inch, plus or minus
1/8 inch in thickness. Unless otherwise noted on the plans, the top and bottom layers of metal
shall be uniformly covered with a maximum of 1/8 inch of elastomer. The edges of the metal
shall be uniformly covered with a minimum of 1/8 inch of elastomer, except at laminate
restraining devices and around holes that will be entirely closed on the finished structure.
Variations in the location of the metal reinforcement from its theoretical location shall not exceed
1/8 inch.
Plain bearings may be molded individually, cut from previously molded strips or slabs, or
extruded and cut to length. Cut edges shall conform to the requirements of ANSI B46.1.
512.04 Type II Bearing Device. The upper sliding element shall consist of a polished stainless
steel sheet finished to a No. 7 high luster polish (glossy, bright, buffed finish) and attached to a
sole plate. The stainless steel sheet shall be seal welded to the sole plate. The operating
coefficient of either static friction or sliding friction between the stainless steel and the PTFE
sheet, when loaded to 1,000 psi, shall not exceed 0.06.
Pads less than 3/4 inch in thickness may be either laminated or plain. Pads 3/4 inch and greater
in thickness shall be laminated.
The lower sliding element shall consist of a filled or unfilled PTFE sheet with a minimum
thickness of 3/32 inch, vulcanized to a stainless steel substrate. The stainless steel substrate
shall be capable of resisting bending stresses to which the sliding surface may be subjected.
The other side of the substrate material shall be vulcanized to an elastomeric pad as described
in subsection 512.03 and as shown on the plans. The stainless steel substrate material shall
have a thickness as shown on the plans or shall have sufficient tensile strength to restrain the
elastomeric pads.
512.05 Type III Bearing Device. The manufacturer of Type III bearings shall be preapproved
and listed in the Contract. Type III Bearing Devices are designed as Pot type or Disc type.
Bearing devices shall be fabricated as fixed, guided expansion, or non -guided expansion
bearings as designated in the Contract. Bearings shall satisfactorily provide for thermal
expansion and contraction, rotation, camber changes, and creep and shrinkage of the structural
members they support. Bearings shall be designed and fabricated so that they can be readily
inspected and easily removed and replaced during the service life of the bridge. This shall
include provisions to allow removal and replacement of all components of the bearing device,
excluding sole plates, by lifting the superstructure no more than 1/4 inch. The static coefficient
of friction shall be determined based on the force required to cause first movement under the
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vertical load applied during the test. The operating coefficient of static friction or sliding friction
between the stainless steel and the PTFE sheet, when subjected to a 3,500 psi load, shall not
exceed 0.03.
(a) Fixed Bearing. A fixed bearing shall allow rotation but no longitudinal or transverse
movement in the bearing plane.
(b) Guided Expansion Bearing. A guided expansion bearing shall allow rotation and
longitudinal movement and shall restrict transverse movement in the bearing plane.
(c) Nonguided Expansion Bearing. A non -guided expansion bearing shall allow rotation and
longitudinal and transverse movement in the bearing plane.
(d) Pot Bearings. The bearing device shall consist of a masonry plate, a sole plate, a top plate,
an optional guide plate, a loading piston, and a cylindrical steel retainer (pot) to confine an
elastomeric pad. The piston and pot shall each be machined from a solid steel plate. The
piston may be welded to a guide or top plate as approved by the Engineer. The shape
characteristics, clearances, and sealing mechanism of the piston and cylinder shall be
designed to prevent extrusion of the elastomer material under rotational movement, vertical
load, and where applicable, horizontal load. When a bearing must accommodate
movement in the plane of the bearing (guided or non -guided type), the top surface of the
piston plate shall be faced with PTFE sheet and the mating surface of the steel shall be
faced with polished stainless steel finished to No. 8 mirror finish or better. When a bearing
device restricts transverse movement (guided type), the device shall contain either a guide
bar or a keyway system. These systems shall be designed so that the vertical interfaces
are parallel throughout the range of rotation of the bearing device. The mating steel
surfaces of the guide bar or keyway systems shall be faced with strips of PTFE and
stainless steel.
(e) Disc Bearings. The bearing shall consist of an elastomeric rotational element (disc)
confined by upper and lower steel bearing plates. The bearing shall be equipped with a
shear restricting mechanism to prevent horizontal movement of the disc. When a bearing
device must accommodate movement in the plane of the bearing (guided or non -guided
type), the top surface of the upper steel bearing plate shall be faced with PTFE sheet and
the mating surface of the steel plate shall be faced with polished stainless steel finished to
a No. 8 mirror finish or better. Bearing devices designed to restrict transverse movement
(guided type) shall contain either a guide bar or a keyway system. These systems shall be
designed so that the vertical interfaces are parallel throughout the range of the rotation of
the bearing device. The mating steel surfaces of the guide bar or keyway systems shall be
faced with strips of PTFE and stainless steel.
(f)
Sliding Surfaces of Plates for Pot and Disc Bearings. The PTFE sheet affixed to the top
surface of a piston plate or upper steel bearing plate shall have a minimum finished
thickness of 3/16 inch and shall be recessed for half its thickness into its steel substrate.
The PTFE sheet shall be bonded to the steel substrate using an epoxy resin applied to the
full area of the contact surfaces. The surface of the PTFE sheet to be bonded shall be
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treated with sodium naphthalene or sodium ammonia process before bonding. Bonding
shall be performed at the manufacturer's factory under controlled conditions and per the
instructions of the manufacturer of the epoxy material. A t the completion of the bonding
operation, the surface of PTFE shall be smooth and free of bubbles.
Lubricants of any kind shall not be used in the sliding surfaces of bearing devices. The
PTFE strips on the mating surfaces of guide systems shall be 3/16 inch minimum and shall
be recessed and bonded or may be bonded and mechanically fastened to the mating steel
surfaces of the guide bar or keyway systems. The fasteners shall provide full bearing on
the PTFE strip and the steel surfaces to which the PTFE is attached.
The mating surfaces of structural steel elements shall be ground to a flatness of 0.01 inch
per linear foot. Maximum surface roughness shall be ANSI 500 per American National
Standards Institute B 46.1.
Bearing devices shall be designed so that stainless steel will cover the PTFE throughout
the range of movement for the bearing device. The surface of stainless steel which slides
on the PTFE shall have a flatness of 0.01 inch per linear foot.
512.06 Reserved.
512.07 Reserved.
512.08. The bearings shall be completely factory -produced assemblies and shall include all
directly connected or welded anchorage hardware. The bearings shall adequately provide for
the amount of movement due to temperature changes, post tensioning offsets, or girder rotation
as shown on the plans.
512.09 Testing and Acceptance. The materials for elastomeric bearings and finished bearings
shall be subjected to the tests described in this subsection. Material tests shall be per Table 705-
1 or 705-2 and as described. The manufacturer shall furnish facilities for the testing and
inspection of the completed bearings in the plant or at an independent test facility. At the
Engineer's discretion, testing may be performed in the presence of the Engineer or a designated
representative. The Engineer or the Engineer's representative shall be allowed free access to
the necessary parts of the manufacturer's plant and test facility, as arranged by the Contractor.
The Contractor shall inform the Engineer a minimum of two weeks in advance of a date and time
when a visit to the plant and test facility would be permitted.
(a) Test Specimens. One bearing per lot shall be tested. The Engineer will randomly select
samples from the production bearings for testing. A lot shall be defined as the smallest
number of bearings as determined by the following criteria:
1. One lot shall not exceed a single contract or project quantity.
2. One lot shall not exceed 25 bearings.
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3. A lot shall consist of those bearings of the same type within a load category. The types
of bearing devices are defined as fixed, guided expansion, and nonguided expansion
which includes Type I, Type II, and Type III, bearings.
4. Load categories are 0 to 999 kips, 1,000 to 2,999 kips, and 3,000 kips or more.
(b) Test Method. The test for the sliding coefficient of friction for Types II and III bearing devices
consists of determining the sliding coefficient of friction between the PTFE and stainless
steel elements of an expansion type bearing device by using equipment and a test
procedure approved by the Engineer. Specially made bearings shall not be used; only
actual bearings to be used in the project shall be tested.
1. Clean all bearing and sliding surfaces, assemble the bearing device and place it into
the test apparatus.
2. Type III bearings shall be subjected to a rotation of 0.02 radian or the rotation specified
in the Contract, if larger.
3. The test shall be conducted at maximum working stress for the PTFE surface with the
test load applied continuously for 12 to 24 hours before measuring friction.
4. At first movement, the static and dynamic coefficients of friction shall be determined
by applying an approximate horizontal force to the bearing device in a cyclic manner
to cause slipping along the PTFE stainless steel surface at a speed of less than 1 inch
per minute and shall not exceed the coefficient of friction specified.
The bearing shall then be subjected to a minimum of 100 movements of at least 1 inch
in each direction from the centerline of the device at a speed of less than 12 inches
per minute. After cycling, the static and dynamic coefficients of friction shall be
determined again at a speed of less than 1 inch per minute and shall not exceed the
coefficient of friction specified. After the load is removed the bearings shall be
disassembled and the components carefully examined. Any visible damage to a
component shall be cause for rejection.
5. Rotational Test (Type III). This test consists of applying a vertical load to the bearing
device equal to 150 percent of its rated capacity and subjecting the bearing to the
greater value of either rotation of 0.02 radians or the designed rotation for a period of
one hour. During the testing of pot bearings, if the confined elastomer extrudes beyond
the sealing mechanism, the bearing shall be rejected. During the testing of disc
bearings, any observed lift off between the rotational element and other components
of the bearing shall be cause for rejection. After the load is removed the bearing device
shall be disassembled and the components carefully examined. Any visible damage
to the disk bearing components shall be cause for rejection.
6. Type I and II bearings incorporating laminated elastomeric pads shall be loaded and
tested as follows:
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A. Short -Duration Compression Test. The bearing shall be loaded in compression to
1.5 times the maximum design load. The load shall be held constant for 5 minutes,
removed and reapplied for another 5 minutes. The bearing shall be examined
visually while under the second loading. Bulges indicating laminate non -parallelism
or a layer thickness that is outside the specified tolerances, or poor laminate bond,
shall result in the bearing being rejected. If there are three or more separate
surface cracks that are greater than 0.08 -inch -wide and 0.08- inch -deep, the
bearing shall be rejected.
The short duration test shall be performed for bearings designed under AASHTO
method A or B.
B. Long -Duration Compression Test. The bearing shall be loaded in compression to
1.5 times its maximum design load for a minimum period of 15 hours. If during the
test, the load falls below 1.3 times the maximum design load, the test duration shall
be increased by the period of time for which the load is below this limit. The bearing
shall be examined visually at the end of the test while it is still under load. If the
bulging pattern suggests laminate non -parallelism or a layer thickness that is
outside the specified tolerances, or poor laminate bond, the bearing shall be
rejected. If there are three or more separate surface cracks that are greater than
0.08 -inch -wide and 0.08 -inch -deep, the bearing shall be rejected.
The long duration test shall be performed for bearings designed under AASHTO
Method B.
Bearings represented by test specimens passing the above requirements will be
approved for use in the structure subject to on -site inspection for visible defects.
(c) Certification.
1. Certification for Type I, II, and III Bearings:
The manufacturer shall certify that each bearing satisfies the requirements of the plans
and these specifications.
The manufacturer shall submit:
(1) Manufacturer's certification of the steel, elastomer, PTFE, and other materials
used in the construction of the bearings.
(2) Details and calibration of the test equipment before testing.
(3) Certified test results on the samples of the completed bearing devices which
show they conform to the requirements of this specification.
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(4) Notification when fabrication is completed and when testing is to be performed.
2. Certification for leveling pads:
The supplier shall submit a Certificate of Compliance to the Engineer for acceptance.
512.10 Packaging. The bearings shall be packaged and protected in such a manner that they
will not be damaged, and the contact surfaces of the sliding elements will not be contaminated
while being handled, transported, or stored. Each completed bearing shall have its components
clearly identified and marked with an upstation arrow and the location on the structure. Except
for Type I bearings, the markings shall be on a face that is visible after erection of the bridge.
The bearing assemblies shall be furnished as a complete unit from one manufacturing source,
unless otherwise approved.
Construction Requirements
512.11. The concrete on which the bearings are to be placed shall be free of honeycomb. The
concrete bearing contact surface shall be finished to a level plane with a flatness tolerance of
1/16 inch for bearing seats up to 30 inches, 3/32 inch for bearing seats over 30 inches and under
45 inches, and 1/8 inch for bearing seats over 45 inches as measured using a straight edge
placed in any direction across the area. The finished plane shall not vary more than 1/8 inch
from the elevation shown on the plans.
The initial installations of Type III bearings shall be performed by the Contractor in the presence
of a representative of the manufacturer. This representative shall be experienced in such
installations and provide information to the Contractor on handling and installation procedures.
The representative shall provide information to the Engineer on inspection of the bearing
installation and shall provide assistance until the Contractor and the Engineer agree that they
understand the installation and inspection procedures.
Upon completion of the superstructure placement, the Contractor, Engineer and bearing
manufacturer's representative, together, shall inspect each bearing's placement and alignment
for Type III bearings. Subsequent to the inspection, and after correction of all deficiencies, the
Contractor shall certify in writing that the bearing installation is correct.
512.12. Masonry plates of Type III bearing assemblies shall be set on a single thickness of sheet
lead or preformed fabric pad when a monolithic cap seat is used.
512.13. Placement of elastomeric bearing pads or bearing devices on grout pads will not be
permitted unless called for on the plans.
512.14. Non-metallic bearing pads shall be protected from damage due to welding heat. The
Contractor shall submit a welding procedure for approval before beginning welding. Field
welding to steel plates which have a bonded PTFE surface will be permitted provided that the
welding procedure used does not increase the temperature of the area of the steel to which
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PTFE is bonded above 300 °F. Temperature indicating wax pencils or other approved means
shall be used to determine whether this temperature limit is being exceeded.
512.15. Type II and Type III Bearing Devices shall not be disassembled during installation unless
otherwise permitted. The Contractor shall protect all bearings from contamination and damage
due to paint overspray or when placing concrete or other materials.
512.16. The Contractor shall furnish a manufacturer's certification that all components meet the
Contract requirements.
512.17. The Contractor shall submit shop drawings, design calculations and load data for review
of Type III Bearing Devices as specified in subsection 105.02. The shop drawings shall include
installation procedures and address storage, handling, disassembly, placement, alignment,
offsets, protection during welding to steel girders, protection during painting of structure, and
removal of banding or retaining clamps.
Method of Measurement
512.18. Bearing devices will be measured by the unit.
Basis of Payment
512.19. The accepted quantities of bearing devices will be paid for at the contract unit price
each.
Payment will be made under:
Pay Item
Pay Unit
Bearing Device (Type )
Each
Elastomeric bearing pads, preformed fabric pads, and sheet lead when not included in Bearing
Device (Type) will not be measured and paid for separately but shall be included in the work.
Leveling pads will not be paid for separately but shall be included in the work.
The presence of a manufacturer's representative will not be measured and paid for separately
but shall be included in the work.
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Section 514 — Pedestrian and Bikeway Railing
Description
514.01. This work consists of the construction of the designated type of railing per these
specifications and in conformity with the details, lines and grades shown on the plans or
established.
Materials
514.02 Pipe Railing. Pipe for railing shall be standard steel, black or galvanized as specified.
The pipe, and galvanizing when specified, shall conform to the requirements of ASTM A53,
Types E or S, Grade A, schedule 40 or better, for steel pipe. Threaded fittings shall be made
from malleable iron, plain or galvanized, as specified, and slip-on fittings shall be of the type
shown on the plans. Steel shapes shall conform to the requirements of Section 509.
514.03 Steel Tube Railing. Steel for this type of railing shall conform to the requirements of
Section 509 and the following:
1. Steel tubes shall conform to the requirements of ASTM A500 Grade B.
2. Steel plates and bars shall conform to the requirement of ASTM A709 Grade 36.
3. Bolts shall conform to the requirements of ASTM A307.
4. Zinc coating shall conform to the requirements of ASTM A123, A153, A385 and A386.
5. Welding shall conform to the American Welding Society Structural Welding Code - Steel,
D1.1.
Steel for uncoated railing shall conform to the requirements of ASTM A847 for structural
steel tubing and ASTM A709 Grade 50W for plates and shapes.
514.04 Timber Railing. Timber for posts and rails shall be pressure treated and shall be per
Section 508. Timber for posts shall be Douglas Fir - Larch, #2 or equivalent. Timber for rails shall
be Douglas Fir -Larch #1. Pressure treated timber shall conform to the requirements of the
American Wood Preservers Association (AWPA) Standards, Section C1 and C2 (Soil Contact)
Either Ammoniacal Copper Arsenate (ACA) or Chromated Copper Arsenate (CCA) preservative
conforming to the requirements of Section P5 (Standards for Waterborne Preservatives of the
AWPA Standards shall be utilized and total absorption shall be 0.4 pounds per cubic foot of
timber. Redwood or cedar will not require a preservative treatment.
All steel hardware and bolts for timber railing shall be galvanized or zinc coated.
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514.05 Combination Railing. Pedestrian or bikeway railing combined with traffic railing shall
conform to the requirements of this section. Traffic Railing and Traffic portion of Combination
Railing shall conform to the plans and shall be per Section 606.
Construction Requirements
514.06. Before construction of any type of railing, the Contractor shall submit working drawings
per Sections 101 and 105.
Posts shall be aligned and plumb within a tolerance of 1/4 inch. The finished rail shall be rigidly
braced and secured to surrounding construction and shall be tight, and free of rattle, vibration,
or noticeable deflection.
Rail elements shall be erected in a manner resulting in a smooth continuous installation. All bolts
in the finished rail shall be drawn tight. Bolts shall be of sufficient length to extend beyond the
nuts. Fasteners projecting toward the pathway shall be carriage bolts with smooth, round heads
with nuts oriented away from the pathway. Bolts in timber rails shall be recessed. Handrails and
rub rails shall not have projecting fasteners.
Welding shall be per Section 509 and AWS D1.1. Gas Metal -Arc Welding (GMAC) will be
permitted. Where welds are designated, connections shall be continuously welded. All cut edges
shall be rounded and all welds ground smooth. Punched, cut, drilled, or tapped holes shall be
free of burs and sharp edges. After field welding, damaged paint and galvanized coatings shall
be repaired.
Electrolytic isolation shall be provided to prevent contact of dissimilar metals. Asphaltic paint
shall not be permitted to remain on surfaces to be exposed or to receive a sealant or paint.
Pipe railing with threaded fittings shall screw into end fittings but may slide through intermediate
fittings. Splices shall be made inside of fittings and clearance shall be allowed for expansion.
Each piece of railing shall be securely fastened at one end by a setscrew in the fittings or by
sufficient threads to develop its strength.
All steel railing shall be galvanized or painted per Section 509 unless uncoated railing of
corrosion resistant steel is specified. The color of paint shall be as shown on the plans or as
directed.
Method of Measurement
514.07. Railing will be measured by the linear foot from end to end of the railing. Payment will
be full compensation for all work and materials required to complete the installation including
foundations, anchorages, attachments, fabrication, painting, and installation.
Basis of Payment
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514.08. The accepted quantities of railing will be paid for at the contract unit price per linear foot.
Payment will be made under:
Pay Item
Pay Unit
Bikeway Railing (_)
Linear Foot
Hand Railing
Linear Foot
Pedestrian Railing (_)
Linear Foot
Pipe Railing
Linear Foot
Pipe and Redwood Railing
Linear Foot
Payment for Traffic Railing, Combination Pedestrian and Traffic Railing, and Combination
Railing shall be per Section 606 for the applicable type of bridge railing or guardrail.
688
Section 515 — Waterproofing Membrane
Description
515.01. This work consists of furnishing and placing an approved waterproofing membrane and
protective covering over a prepared concrete bridge deck surface or furnishing and placing an
approved chemical concrete sealer (sealer) on the surface of a concrete bridge deck, approach
slabs, and all adjacent sidewalk and curb, and other applications designated on the plans.
Materials
515.02. The waterproofing membrane shall consist of one of the following:
(1) A prefabricated reinforced membrane and primer or,
(2) A single component, hot -applied elastomeric membrane and primer if required.
Materials for the waterproofing membrane shall meet the requirements specified in the following
subsections:
Protective Covering
Prefabricated, Reinforced Membrane and Primer
Single Component, Hot Applied, Elastomeric Membrane
705.07
705.08
705.09
515.03. Concrete sealer shall consist of an alkyl-alkoxy silane and shall be a penetrating type
with 40 percent solids in water or a high flash organic solvent. The sealer shall be compatible
with the curing compound used on the concrete and shall be one that is included on the
Approved Products List of CDOT or Weld County. A certificate of compliance shall be provided
with each shipment of sealer.
Construction Requirements
515.04 Waterproofing Membrane.
(a) Condition of Concrete Deck for Application of Waterproofing Membrane. The entire deck
and the sides of the curbs for a height of 2 inches above the plan thickness of the hot mix
asphalt shall be free of all foreign material such as dirt, grease, old pavement and primer.
All decks shall be sand blasted or shot blasted. Immediately before the application of primer
or any type of membrane, all dust and loose material shall be removed. The deck condition
will be approved before application of the membrane.
(b) Weather and Moisture Limitations for Application of Waterproofing Membrane. Application
of primer or membrane shall not be done during inclement weather conditions, or when
deck and ambient air temperatures are below 50 °F. The deck surface shall be dry at the
time of application of primer and membrane.
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(c) Application, Prefabricated, Reinforced Membrane. Primer shall be applied to the prepared
concrete surface at the rate and according to the procedure recommended by the
membrane manufacturer. Placement of the membrane shall not begin until the volatile
material in the primer has dissipated. The membrane shall be placed in such a manner that
a shingling effect will be achieved, and any accumulation of water will be directed toward
curbs and drains. Primer and membrane shall be placed on the curb faces for a height of 2
inches above the plan thickness of the hot mix asphalt. The entire membrane shall be
essentially free of wrinkles, air bubbles and other placement defects. Blisters or bubbles
larger than 2 inches in diameter, which develop after placement of the membrane and
before placement of protective covering, shall be punctured, the air expelled, and
membrane patched in a manner satisfactory to the Engineer. At all expansion joints, and
other joints, membrane shall be flashed up to the top of the joint and secured with primer.
At drainpipes, membrane shall be placed in such a manner that it extends down inside the
drain and is secured with primer.
(d) Application, Single Component, Hot Applied, Elastomeric Membrane. Hot applied
membrane shall be applied to the prepared deck surface at a uniform minimum rate of '/2
gallon per square yard thickness of 90 to 110 mils, 1 mil = 0.001 inch. During application
the thickness may be measured by the Engineer. Lack of uniform application shall be cause
for termination of the work until remedial measures are taken. Primer, if required, and
membrane shall be placed up the curb faces for a height of 2 inches above the plan
thickness of hot mix asphalt.
(e) Application of Protective Covering. As soon as practical, but in all cases the same day as
membrane application, protective covering shall be placed from gutter line to gutter line.
Protective covering shall be laid parallel to the centerline of the bridge. The protective
covering shall be butted together at longitudinal and transverse joints. Overlapping will not
be permitted. The maximum allowable space between adjoining sections of protective
covering shall be 1 inch. Following placement of protective covering, a bead of compatible
mastic or hot applied membrane shall be applied where the protective covering contacts
the curbs, and in cracks between adjoining sections that are apart by more than 3/8 inch.
The bead shall fill the void preventing water from entering at this point.
(f)
(9)
Inspection. Upon completion of the membrane and protective covering the Engineer will
inspect the membrane system. Approval in writing from the Engineer shall be obtained
before application of hot mix asphalt. The Contractor shall be responsible for maintaining
the condition of the membrane system on the bridge deck until covered with hot mix asphalt
to the thickness required by the Contract.
Overlay. Hot mix asphalt shall be placed, spread and compacted, per the specifications or
as approved.
515.05 Concrete Sealer.
(a) Condition of Surface for Application of Sealer. The surface of bridge deck, approach slabs,
sidewalks, and curbs and the interior concrete surface of drains shall be free of all residue
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and other surface contaminants. Within 48 hours before the application of the sealer these
surfaces shall be cleaned with dustless abrasive shot blasting. Other methods of blasting,
power washing, or cleaning may be used if approved. The amount of shot blasting or
cleaning shall be sufficient to remove all visual evidence of curing compound residue, dirt,
grease, and surface contaminants. When wet methods are used the surface shall be dried
per subsection 515.04.
(b) Weather and Moisture Limitations for Application of Sealer. Sealer shall not be applied
when the deck or ambient air temperature is below 40 °F, above 90 °F, or outside the
manufacturer's recommended temperature range. The concrete shall have aged a
minimum of 28 days and the surface shall be dry at the time of application of the sealer.
When the surface is wet because of inclement weather, power washing, or other moisture,
it shall be permitted to dry at least 24 hours before the sealer is applied.
(c) Application of Sealer. Sealer shall be applied uniformly at the manufacturer's
recommended rate. The sealer shall be applied to the surface of the concrete bridge deck,
approach slabs, curbs including the face of concrete bridge rail for 6 inches above the
bridge deck, sidewalks, and the interior concrete surface of drains. Two copies of the
manufacturer's literature for the sealer including the recommended application procedure
shall be provided to the Engineer before application. The literature shall include a product
material safety data sheet.
All solvents, coatings, or other chemical products, or solutions, shall be mixed, handled,
applied, stored and disposed of in such a manner that spills, splashes, and drips shall be
contained without contamination of the soil, vegetation, streams, or other water bodies.
The Contractor shall provide two approved respirators for use by Department personnel.
Traffic shall not be allowed on the treated surface until the sealer has penetrated the
concrete and the liquid sealer is no longer visible on the surface. The Contractor shall follow
all the manufacturer's recommendations, including penetration time, before opening to
traffic.
Method of Measurement
515.06. Waterproofing membrane including protective covering, complete in place, will be
measured by the number of square yards of bridge deck covered. Material placed on curb faces
will not be measured.
Concrete sealer will be measured by the number of square yards of concrete surface covered,
except material placed on drains will not be measured.
Basis of Payment
515.07. The accepted quantities of waterproofing membrane including protective covering will
be paid for at the contract unit price per square yard.
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The accepted quantities of concrete sealer, including surface preparation, will be paid for at the
contract unit price per square yard of concrete surface covered. Preparation and sealing of
drains will not be paid for separately but shall be included in the work.
Payment will be made under:
Pay Item
Pay Unit
Waterproofing (Membrane)
Square Yard
Concrete Sealer
Square Yard
Hot mix asphalt will be measured and paid for per Section 403.
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Section 516 — Dampproofing
Description
516.01. This work consists of dampproofing concrete surfaces per these specifications and in
conformity with the plans or as ordered.
Materials
516.02. Materials for dampproofing with asphalt shall conform to the requirements of subsection
702.01.
Construction Requirements
516.03. Surfaces to be dampproofed shall be cured, dry and free of all frost, loose material and
dirt.
The surface which is to be protected by dampproofing shall be thoroughly cleaned before the
primer is applied. The surface shall then be brush or spray painted with two coats of asphalt for
primer treatment at a rate of 1/8 gallon per square yard for each coat. After the primed surface
has dried one application of asphalt dampproofing material shall be applied by brush, at a rate
of 1/10 gallon per square yard.
Care shall be taken to prevent discoloration of other parts of the structure not to be dampproofed,
by the dripping or spreading of asphalt.
Method of Measurement
516.04. Dampproofing will be measured by the square yard of surface area dampproofed.
Basis of Payment
516.05. The accepted quantities of dampproofing, including absorptive primer coats, will be paid
for at the contract unit price per square yard.
Payment will be made under:
Pay Item
Pay Unit
Dampproofing (Asphalt)
Square Yard
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Section 517 — Waterproofing
Description
517.01. This work consists of waterproofing concrete surfaces per these specifications and in
conformity with the plans or as directed.
Materials
517.02. Materials for waterproofing shall conform to the following:
Item
ASTM Designation
Use
Asphalt Primer
D41
Primer under asphalt mop coats
*Asphalt Mop Coat
D449
Mop coats with or without membrane
Woven Cotton Fabric
D173
With asphalt membrane
Table Notes:
Type I is for use below ground and shall be heated to a temperature of between 225
and 275 °F. Type II is for use above ground and shall be heated to a temperature of
between 275 and 325 F. Type II shall be used unless otherwise specified.
For hot application, materials for waterproofing shall be heated to a temperature of between 175
and 225 °F in a heating kettle or tank constructed as a double boiler, with a space between the
inner and outer shells filled with oil, asphalt, or other material for heat transfer and for positive
temperature control. Heating kettles shall be equipped with thermometers and the material shall
be stirred continuously to avoid overheating.
Construction Requirements
517.03. All concrete surfaces to be waterproofed shall be free of loose material and dirt and shall
be reasonably smooth and free of projections or holes. Waterproofing shall not be started without
approval in wet weather or when the temperature is below 35 °F.
The waterproofing shall in all cases be started at the low point of the surface to be treated so
that water will run over and not against or along the laps.
Beginning at the low point of the properly prepared surface to be waterproofed, a priming coat
shall be brushed or sprayed on the surface to penetrate and prepare it for the first mop coat of
hot asphalt coating.
After the primer has cured, a section about 20 inches wide and the full length of the surface shall
be mopped with the hot asphalt. The first strip of half -width fabric shall be rolled into the mop
coat immediately after it is placed. The first strip and all following strips shall be rolled into place
to eliminate air bubbles and obtain close conformity with the surface being treated. The first strip
and an adjacent section of the surface of a width equal to slightly more than half the width of
fabric being used, shall then be mopped with hot asphalt and a second strip shall then be rolled
into it. The second strip shall completely cover the first strip. The second strip and an adjacent
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surface of concrete shall then be mopped with hot asphalt and a third strip of fabric "shingled"
on. The third strip shall lap the first strip by at least 2 inches. This process shall be continued
until the entire surface to be treated is covered and each strip of fabric shall lap at least 2 inches
over the next to last strip. The entire surface shall then be given a final mopping of hot asphalt.
The completed waterproofing shall consist of a firmly bonded membrane composed of two layers
of fabric and three moppings of asphalt, together with the required prime coat. Each layer must
be separated from the concrete surface or other layers of fabric by an intervening mop coat.
The mopping on the concrete shall cover the surface so that no gray spots appear, and, on the
fabric, it shall be sufficiently heavy to completely conceal the weave. At least 12 gallons of
asphalt shall be used for each 100 square feet of horizontal surface and at least 15 gallons for
each 100 square feet of vertical surface for each mop coat. The work shall be so regulated that,
at the close of a day's work, all fabric that has been laid shall have received the final mopping of
asphalt and the edges of all laps shall be thoroughly sealed down.
Suitable provisions shall be made to prevent water from getting between the waterproofing and
waterproofed surface at the edges of the membrane and at any point where it is punctured by
such appurtenances as drains or pipes.
Method of Measurement
517.04. The accepted quantities of waterproofing will be measured by the square yard based on
the surface area waterproofed.
Basis of Payment
517.05. The accepted quantities of waterproofing will be paid for at the contract unit price per
square yard.
Payment will be made under:
Pay Item
Pay Unit
Waterproofing (Asphalt)
Square Yard
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Section 518 — Waterstops and Expansion Joints
Description
518.01. This work consists of furnishing and installing waterstops, expansion joints, and end
dams of the sizes and types required per these specifications and in conformity with the details
shown on the plans, or as directed.
This work consists of furnishing and placing a Polyester Concrete End Dam system which
includes Polyester -based Polymer Concrete (PPC) and High -Molecular -Weight Methacrylate
(HMWM) resin primer. The system shall be used for Portland Cement Concrete blockouts (PCC)
of bridge expansion devices on the concrete bridge deck, abutment backwalls, and approach
slabs as shown on the plans.
Materials
518.02 Waterstops. Waterstops shall be manufactured either from neoprene or polyvinyl
chloride (PVC) meeting the requirements described in subsection 705.10. The Contractor will
have the option of furnishing either material unless otherwise specified.
The Contractor shall submit a certificate of compliance for each type of waterstop proposed for
use on the project to the Engineer.
518.03 Asphaltic Expansion Devices. This device consists of an expansion joint system
composed of a blended polymer modified asphalt and special aggregate per these specifications
and in conformity with the details shown on the plans or established. The joint system shall be
installed in a prepared expansion joint blockout and shall be designed for a rated joint movement
of 0 to 2 inches including rotations.
The polymer modified asphalt, aggregate, backer rod, bridging plate, and joint binder shall
conform to recommendations of the manufacturer of the approved joint system installed.
Approved joint systems shall be those shown on the plans.
The Contractor shall furnish manufacturer's certification that all materials furnished have been
pretested and meet the requirements set forth in the specifications and conform to the materials
listed in the latest product literature. No substitution of materials will be permitted.
518.04 Elastomeric Expansion Devices. This device consists of an elastomeric expansion joint
device and curb cover plates as shown on the plans and per these specifications. The expansion
joint device shall seal the deck surface as indicated on the plans and prevent water from seeping
through the superstructure slab. Seeping of water through the joint will be cause for rejection of
the expansion device. The Contractor shall state at the Pre -construction Conference the specific
manufacturer and model number of the device the Contractor intends to furnish and install.
The device shall consist of a continuous pre -molded elastomeric expansion joint seal, embedded
steel angles and steel extrusions as shown on the plans, required by the manufacturer, or
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specified for attaching the elastomeric expansion joint seal to the steel armor. The expansion
device shall have a rated movement of 0 to 4 inches including rotations.
The Contractor shall furnish manufacturer's certification that the materials proposed for use on
the project have been pretested and will meet the requirements as set forth in these
specifications and the manufacturer's current literature. The materials shall not be installed in
the work before the Engineer's approval.
Structural steel sections shall conform to the specifications of AASHTO M270 (ASTM A709
Grade 36). Fabrication of structural steel shall conform to the requirements of Section 509. All
welding on elastomeric expansion devices shall conform to AWS D1.1. The material
designations for all steel components shall be shown on the Contractor's working drawings.
All structural steel elements of the bridge expansion device, including cover plates, shall be
galvanized after fabrication per Section 509, whether or not they are in contact with the
elastomeric seals.
518.05 Modular Expansion Devices. This device consists of a modular expansion joint device
and curb cover plates at the locations shown on the plans and per these specifications. The
modular expansion joint device shall seal the deck surface, gutters, curbs, and walls as indicated
on the plans, and prevent water from seeping through the bridge deck. Seeping of water through
the joint will be cause for rejection of the expansion device. The Contractor shall state at the Pre -
construction Conference the specific manufacturer and model number of the device the
Contractor intends to furnish and install.
The expansion device shall have a rated movement greater than 4 inches but not exceeding 28
inches.
The modular expansion joint device supplied shall be one of the approved devices as shown on
the plans.
The modular expansion device system shall be designed, fabricated, and delivered to the jobsite
as a continuous unit, unless otherwise approved by the Engineer. Field splices shall not be
located on the vehicle wheel path. The maximum length of completed expansion device
assemblies shall be determined by practical shipping limitations. Handling and storage of the
expansion joint device shall be per the manufacturer's written recommendations and as
approved by the Engineer.
Only one type of modular joint device will be permitted to be installed at all locations. The
installation of two different types at separate locations will not be permitted.
The device shall consist of pre -molded elastomeric expansion joint seals (strip seals)
mechanically held in place by steel center beams and edge beams. Each transverse center
beam shall be individually supported by and connected by full penetration weld to an
independent support bar. The device shall provide equal -distance control of the pre -molded
elastomeric seals.
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(a) The center beam/support bar connection, field -splice, and other bolted and welded
connection details in the joint shall be fatigue tested and designed following the guidelines
provided in Appendix A19 of the latest edition of the AASHTO LRFD Bridge Construction
Specification as well as the provisions included in Chapter 14 of the latest edition of the
AASHTO LRFD Design Specification. The Contractor shall provide calculations
electronically sealed by the Contractor's Engineer to the Engineer.
(b) The following components shall meet the listed requirements:
The steel fabricator for modular expansion devices shall be certified under the AISC Quality
Certification for Simple Steel Bridges category, as a minimum.
All structural steel elements of the bridge expansion device, including cover plates, shall
be galvanized after fabrication per Section 509, whether or not they are in contact with the
elastomeric seals.
Table 518-1 — Expansion Joint Component Requirements
Structural Steel (except center beams, edge
beams and support bars)
AASHTO M270 (ASTM A709) Grade 36
Center Beams, Edge Beams and Support Bars
AASHTO M270 (ASTM A709) Grade 50
Or AASHTO M270 (ASTM A709) Grade
50W
Headed Studs
ASTM A108
Pre -molded Seals, Lubricant Adhesive, and
Sliding Surfaces
Conforming to manufacturer's current
literature
Stainless Steel Bearing Surfaces
Subsection 705.06
All welding on modular expansion devices shall conform to AWS D1.1.
The manufacturer shall furnish certification that the materials proposed for use on the project
have been pretested and will meet the requirements as set forth in these specifications and the
manufacturer's current literature. The material shall not be installed in the work before the
Engineer's approval. All components of the expansion joint device, including stiffening plates
and anchorages, shall be supplied by the manufacturer. The material designations for all
components shall be shown on the shop drawings.
518.06 Polyester Concrete End Dam.
(a) Submittals. 15 days before the Polyester Concrete Pre -placement Conference the
Contractor shall submit the following:
(1) Polyester Concrete End Dam System. The Contractor shall submit to the Engineer
two copies of the Manufacturer's written instructions for the installation of the Polyester
Concrete End Dam system. The literature shall contain pertinent materials and
installation data for the PPC supplied on the project. The Contractor shall submit the
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proposed testing procedures, mix design, form installation, and criteria for all PPC
materials.
(2) Manufacturer Qualifications. The Contractor shall install a Polyester Concrete End
Dam system with all components of PPC provided through a single manufacturer. The
manufacturer shall have documented experience supplying five successful projects of
similar size and scope within the past five years. The Contractor shall submit
documentation of the manufacturer's project experience including the following:
A. Project construction dates.
B. PPC quantities.
C. Reference names and contact information for owner representatives.
(3)
Contractor Qualifications. The Contractor shall submit documentation of at least 10
successful projects with one or more of the following: (1) Thin Bonded Overlay
(Polyester Concrete), and (2) Polyester Concrete End Dam, to established grade lines
using similar equipment as specified in subsection 518.11(c) below within the past five
years. The documentation of Contractor qualifications shall include the following:
A. Project construction dates.
B. PPC quantities.
C. Reference names and contact information for owner representatives.
If the Contractor does not have at least 10 documented successful projects of
experience with placing PPC systems, the Contractor shall arrange for a qualified
Manufacturer's Technical Representative with at least five documented successful
projects of experience with PPC system placements within the past five years to be
on -site throughout the duration of the project to provide technical support for the
material mixing and placement.
If the Contractor has at least 10 documented successful projects of experience with
placing PPC systems, the qualified Manufacturer's Technical Representative with at
least five documented successful projects of experience with PPC system placements
within the past five years shall, at a minimum, be on -site the first day of PPC
placements, and shall be available as requested by the Engineer if necessary.
(4) Manufacturer's Technical Representative Qualifications. The Manufacturer's
Technical Representative shall have at least five documented successful projects of
experience of similar size and scope with PPC system placements using similar
equipment as specified within the past five years and be competent in all aspects of
the work including all materials to install the PPC systems. This includes, but is not
limited to, surface preparation, PPC application and PPC curing. The Technical
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Representative shall be available on -site for the first day of PPC placement to facilitate
the installation.
The Contractor shall submit documentation of the Technical Representative's
experience including the following:
A. Years of experience with PPC systems.
B. Project construction dates.
C. PPC quantities.
D. Reference names and contact information for owner representatives.
(5) Certified Test Report. The Contractor shall furnish a Certified Test Report, per
subsection 106.13, confirming that all materials required for a Polyester Concrete End
Dam system have been pretested, and meet all requirements.
(6) Placement Plan. The Contractor shall submit a Polyester Concrete Placement Plan
that includes the following:
A. Schedule of work and required testing.
B. Placement sequence and procedure.
C. Description of all equipment used.
D. Method for preventing leakages of HMWM primer and Polyester Concrete.
E. Method for measuring and maintaining thickness and profile for each lift.
F. Finishing surface method including sequence and repair of damaged sections.
G. Cure time for Polyester Concrete.
H. Storage and handling of resin and PPC components.
I. Procedure for disposal of excess resin, PPC and containers.
J. Procedure for cleanup of mixing and placement equipment.
(7)
Equipment. The Contractor shall submit documentation of certification of scales that
will be used to calibrate the mobile mixing truck. The certification shall be dated within
the last month. A new certification shall be done if any adjustments are made to the
scales.
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(8) Material Samples. Representative material samples used for the project shall be
submitted to the Engineer a minimum of 30 days before the PPC application. The
exact samples of materials from the same lots used for the project, for all components
of the PPC system shall be submitted by the manufacturer, if requested, a minimum
of 15 days before the PPC application. The quantities of the material samples shall
consist of one 4 -liter sample for each liquid with corresponding amounts of catalysts
and accelerators, and a 50 -pound sample for each dry component.
(b) Material Requirements. Materials for the Polyester Concrete End Dam shall be as follows:
(1) PPC. The PPC shall consist of Polyester Resin Binder, catalysts and dry aggregate
specified in Table 518-3. It shall also include a compatible primer applied on the
prepared concrete areas, which when mixed with other specified materials and applied
as specified, shall produce a PPC meeting the requirements of this specification.
Accelerators may be required to speed up the chemical reaction and achieve proper
Set Time of the PPC. They shall be used as recommended by the PPC Manufacturer.
(2) Polyester Resin Binder. Polyester Resin Binder shall have the following properties:
A. Be an unsaturated Isophthalic Polyester -styrene Co -polymer. The Polyester
Resin content shall be 12 percent ±1 percent of the weight of the dry aggregate.
B. Contain at least 1.0 percent by weight Gamma-
methacryloxypropyltrimethoxysilane, an Organosilane Ester Silane coupler.
C. Be used with a promoter that is compatible with suitable Methyl Ethyl Ketone
Peroxide and Cumene Hydroperoxide initiators.
D. Have the values for the material properties shown in Table 518-2.
(3)
Primer. Primer for the concrete blockout surfaces shall be a wax -free low odor, High -
molecular -weight Methacrylate primer (HMWM), and consist of a resin, initiator, and
promoter.
When initiators and promotors are required to achieve proper modifications for
working under different temperature conditions and applications of the primer, they
shall be used as recommended by the PPC Manufacturer.
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Table 518-2 — Polyester Resin Binder Properties (Tested each lot sent to the job
Property
Test Method
Value
Viscosity*
ASTM
D2196
0.1x10-5 to 2.9x10-5 psi -sec (0.075 to 0.20 Pa -s) RVT
No.1 Spindle, 20 RPM at 77 °F
Specific Gravity*
ASTM
D1475
1.05 to 1.10 at 77 °F
Elongation
ASTM D638
35% minimum Type I specimen, thickness 0.25 ± 0.03"
at Rate = 0.45 inch/minute.
Elongation
ASTM D618
Sample Conditioning: 18/25/50+5/70
Tensile Strength
ASTM D638
2,500 psi, minimum Type I specimen, thickness 0.25 ±
0.03 at Rate = 0.45 inch/minute.
Tensile Strength
ASTM D618
Sample Conditioning: 18/25/50+5/70
Table Notes:
* Test shall be performed before adding initiator.
HMWM primer shall be applied to bond in PCC surfaces and promote adhesion to the
PPC materials. The primer shall be tested for the Bond Strength per CP-L4302. The
primer shall have a maximum volatile content of 30 percent before adding the initiator,
when tested per ASTM D2369, and conform to Table 518-3.
Table 518-3 — High Molecular Weight Methacrylate Resin Properties (Tested Year!
Property
Test Method
Value
Viscosity*
ASTM D2196
4.0x10-5 psi -sec (0.025 Pa -s) maximum (Brookfield
RVT with UL adapter, 50 RPM at 77 °F)
Volatile Content*
ASTM D2369
30% maximum
Specific Gravity*
ASTM D1475
0.90 minimum at 77 °F
Flash Point*
ASTM D3278
180 °F minimum
Vapor Pressure*
ASTM D323
0.04 inch Hg, maximum at 77 °F
PCC Saturated
Surface -Dry Bond
Strength (Adhesive)
CP-L4302
700 psi, minimum at 24 hours and 70 ± 1 °F (with
Polyester Concrete at 12 % resin content by weight
of the dry aggregate)
Table Notes:
* Test shall be performed before adding initiator.
Initiators for the Methacrylate Resin shall consist of a metal drier and Peroxide. If
supplied separately from the resin, the metal drier shall not be mixed with the Peroxide
directly. The containers shall not be stored in a manner that allows leakage or spilling
to contact the containers or materials of the other.
(4) Aggregate. Aggregate for Polyester Concrete shall:
A. Have not more than 45 percent crushed particles retained on the No. 8 sieve
when tested per AASHTO Test Method T335.
B. Provide fine aggregate consisting of natural sand.
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C. Have a weighted -average aggregate absorption of no more than 1.0 percent
when tested under AASHTO Test Methods T84 and T85.
D. At the time of mixing with resin, have moisture content of not more than one-half
of the weighted -average aggregate absorption when tested under AASHTO Test
Method T255.
E. Comply with the requirements for the aggregate gradation shown in Table 518-
4.
Table 518-4 — Aaareaate Gradation (Tested Year!
Sieve
Size
Percent
Passing
3/8"
100
No. 4
62 - 85
No. 8
45 - 67
No. 16
29 - 50
No. 30
16 - 36
No. 50
5 - 20
No. 100
0 - 7
No. 200
0 - 3
(5) Sand. Sand for abrasive sand finish shall:
A. Be commercial -quality blast sand.
B. Have not less than 95 percent pass the No. 8 sieve, and not less than 95 percent
retained on the No. 20 sieve when tested under AASHTO Test Method T27.
C. Have an average absorption of not more than 1.0 percent when tested under
AASHTO Test Method T85.
(6) Composite System Properties. Polyester Concrete End Dam system shall have the
values for the composite system properties shown in Table 518-5:
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Table 518-5 — Composite System Properties (Tested every 2 years
Property
Test
Method
Values
Abrasion Resistance
CP-L4301
` 2g weight loss (at 12% resin content by weight of the
dry aggregate)
Modulus of Elasticity
ASTM
C469
1,000,000 psi to 2,000,000 psi (at 12% resin content
by weight of the dry aggregate)
PPC (Bond Strength)
CP-L4302
500 psi minimum at minimum of 24 hours and 70 °F
(without Primer, at 12% resin content by weight of the
dry aggregate, and saturated surface dry specimen)
Compressive
Strength at Final Set
Time
ASTM
C805
3,000 psi at minimum of 4 hours
Compressive
Strength at Cure
Time
ASTM C39
4,500 psi at minimum of 24 hours
Construction Requirements
518.07 Waterstops. Waterstops shall be furnished full length for each straight portion of the
joint, without field splices. Field splices shall have a full size tensile strength of 100 pounds per
inch of width. Waterstops, when being installed, shall be cut and spliced at changes in direction
as may be necessary to avoid buckling or distortion of the web or flange.
If, after placing concrete, waterstops are substantially out of position or shape, the surrounding
concrete shall be removed, the waterstop reset or replaced if damaged, and the concrete
replaced at the Contractor's expense.
518.08 Asphaltic Expansion Devices. The joint system shall be installed according to the
manufacturer's recommendation and specifications and according to the details on the plans.
The backer rod shall be secured and sealed in the joint opening according to the manufacturer's
directions.
The bridging plate shall be centered and secured over the joint opening according to the
manufacturer's directions.
The joint binder, polymer modified asphalt, and aggregate shall be placed in the sequence and
by the methods recommended by the manufacturer. The completed joint shall be compacted by
the methods recommended by the manufacturer.
The final grade of the joint after compaction shall match the finished grade of the deck. The final
thickness of the joint shall be 2.5 inches minimum.
A representative of the joint manufacturer shall be on site during the installation of each of the
joint components. The representative shall certify that the joint was installed per manufacturer's
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recommended procedures and per the attached details. If a joint fails to meet the manufacturer's
specifications, it shall be removed and replaced with a properly installed joint at the expense of
the Contractor.
Two copies of the manufacturer's product literature, specifications and installation instructions
shall be provided to the Engineer.
518.09 Elastomeric Expansion Devices. The Contractor shall submit working drawings as
specified in subsection 105.02. The manufacturer's instructions for proper installation of the
expansion joint device shall be included in the working drawings. Working drawings which lack
manufacturer's installation instructions shall be returned for resubmittal.
Where applicable according to the plans, details of the expansion device through the curb, and
details of the curb cover plates and connections, shall be shown on the working drawings.
At the discretion of the Engineer, the manufacturer may be required to furnish facilities for testing
and inspecting of the completed device or a representative sample in the plant or at an
independent test facility. The inspectors shall be allowed free access to the necessary parts of
the manufacturer's plant and test facility.
The manufacturer shall provide a technical representative to be present at all times while the
expansion device is being installed. The expansion device shall be installed in strict accordance
with the manufacturer's written instructions and these specifications.
The expansion device shall be anchored as shown on the plans. Curb cover plates, where called
for by the plans, shall be anchored to the concrete with cast -in -place inserts. Bolts shall be zinc
or cadmium plated. The expansion device shall be accurately set and securely supported at the
correct grade and elevation and the correct joint opening as shown on the plans and on the
working drawings.
If Portland cement concrete end dams are specified on the plans, the area beneath the
expansion device angles shall be pressure injected by approved methods with an approved
epoxy grout until all voids beneath the angles are eliminated. This shall be performed before the
installation of the elastomeric expansion joint seal and after the concrete end dams have cured
for a minimum of 120 hours.
Epoxy grout shall not be placed when the ambient temperature is 35 °F or below, or when
temperatures are expected to fall to or below 35 °F at any time during the period of 12 hours
following placement, unless the entire expansion device is protected from freezing by a heating
enclosure.
Before the pre -molded elastomeric expansion joint seal is installed, the contact surfaces of the
adjacent steel shall be thoroughly cleaned of mill scale and foreign material that will affect the
installation or the sealing capabilities of the elastomeric expansion joint seal.
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The cleaned metal surfaces shall be protected from rusting until the pre -molded elastomeric
expansion seal and lubricant adhesive are placed against the metal surface. All cleaned metal
surface on which rusting appears shall be re -cleaned at no additional expense to the County.
After the expansion joint device has been permanently installed the Contractor shall test the full
length of the device for watertight integrity. The Contractor shall employ a method satisfactory
to the Engineer. The entire joint system shall be covered with water, either ponded or flowing,
for a minimum duration of 15 minutes. The concrete surfaces under the joint shall be inspected,
during this 15 -minute period and also for a minimum of 45 minutes after the supply of water has
stopped, for any evidence of dripping water or moisture. Watertightness shall be interpreted to
be no free dripping water on any surface on the underside of the joint. Patches of moisture shall
not be cause for non -acceptance.
If the joint system exhibits evidence of water leakage at any place whatsoever, the Contractor
shall locate the leakage and correct the leakage as approved by the Engineer. Subsequent to
corrective measures, the watertight integrity test shall be performed subject to the same
conditions as the original test. This work and subsequent tests shall be done at the Contractor's
expense. The watertight integrity test is not required for joints at the ends of approach slabs.
The words "permanently installed" as used above include completion of the portions of the curb
and deck that cannot be constructed until after the expansion device is installed. This applies
even though this work is to be paid for under other items of the Contract.
The Contractor shall provide written certification to the Engineer that the expansion joint device
was installed per the manufacturer's instructions, the advice of their technical representative,
and these specifications. Any certification from the joint manufacturer's technical representative,
provided by the Contractor to the Engineer, shall be in writing.
518.10 Modular Expansion Device.
(a) The Contractor shall submit shop drawings as specified in subsection 105.02. The
manufacturer's instructions for proper installation of the expansion joint device shall be
included in the shop drawings.
Details of the expansion device through the curb, and details of the curb cover plates and
connections, shall be shown on the shop drawings.
At the discretion of the Engineer, the manufacturer may be required to allow inspection of
the completed device in the plant. The inspectors shall be allowed full access to the parts
of the manufacturer's plant necessary for the fabrication and assembly of the expansion
joint device. The Contractor and Engineer shall ensure that the time of inspection does not
result in a delay in fabrication.
The manufacturer shall provide a technical representative to be present at all times while
the expansion device is being installed. The Contractor shall notify the expansion device
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manufacturer of the scheduled installation a minimum of two weeks before the installation
date.
The modular expansion joint device shall be installed in strict accordance with the
manufacturer's written instructions, the advice of the manufacturer's technical
representative, and these specifications. The permanently installed expansion joint device
shall match exactly the finished roadway profile and grade, and specified recesses as
shown on the plans.
Immediately before installation, the expansion joint device shall be inspected by the
Engineer for proper alignment, and complete bond between the pre -molded elastomeric
seals and the steel, and proper stud placement and effectiveness.
Pre -molded elastomeric seals not fully bonded to the steel shall be made fully bonded at
the expense of the Contractor. All bolted connections shall be checked and tightened if
found to be loose.
Bends or kinks in the expansion joint device steel will not be allowed (except as necessary
to follow the roadway grades). Straightening of bends or kinks will not be allowed. If an
expansion joint device exhibits bends or kinks, it shall be removed from the work site, and
replaced by a new expansion joint device, at the expense of the Contractor.
The expansion joint device shall be preset by the manufacturer before shipment. Presetting
shall be done per the joint opening at 70 °F as indicated on the Contract Plans. Mechanical
devices, supplied to set the expansion joint device to the proper width shall be disposed of
by the Contractor following final adjustment for temperature.
Concrete anchorages shall be inspected visually and shall be given a light blow with a 4 -
pound hammer. If an anchorage does not have a complete weld or does not emit a ringing
sound when struck with a light blow of a hammer, it shall be replaced. All anchorage
replacements shall be at the expense of the Contractor.
Stainless steel sheet shall be welded to the support member. Adhesive will not be
permitted.
The expansion device shall be anchored as shown on the plans. Curb cover plates shall
be anchored to the concrete with cast -in -place inserts. Bolts shall be zinc or cadmium
plated. The expansion device shall be accurately set for the correct joint opening and field
conditions before placement in the blockout, and then secured at the correct grade and
elevation and the correct joint opening as shown on the plans and on the shop drawings.
(b) The structure temperature shall be measured by recording the surface temperature of the
concrete, steel, or both with a surface thermometer as described below.
1. Concrete Bridges: Record the temperature of the underside of the concrete slab at
each end of the superstructure element adjacent to the expansion joint. Take the
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average of the readings to use with the temperature chart shown on the plans. In lieu
of surface readings, internal slab readings may be taken by drilling a 1/4 inch diameter
hole 3 inches into the concrete slab, filling the hole with water, and inserting a probe
thermometer.
2. Steel Bridges: Record the concrete slab temperature as described above. In addition,
record the surface temperature of the shaded portion of the girder web at each
location. Average the readings of the steel and concrete to use with the temperature
chart.
(c) All non -galvanized metal surfaces to come in contact with the pre -molded elastomeric seal
shall be blast cleaned per the requirements of Steel Structures Painting Council Surface
Preparation Specification No. 6 (SSPC-SP6, Commercial Blast Cleaning). After cleaning,
all cleaned surfaces shall exhibit a clean quality of CSA2, or better, as defined by Steel
Structures Painting Council Standard SSPC-VIS I.
The cleaned metal surfaces shall be protected from rusting until the pre -molded elastomeric
seal and lubricant adhesive are placed against the metal surface. Any cleaned metal
surface on which rusting appears shall be recleaned per the foregoing, at no additional
expense to the State.
In order to perform the work of installing the expansion joint device in a proper manner,
some portions of the curb and bridge deck cannot be constructed until after the expansion
device is installed. After the modular expansion joint device has been set to its final line
and grade, recess openings in the deck and curb shall be filled with concrete Class D or S.
Grout shall be required below the support bar boxes where clearance will not allow proper
consolidation of concrete Class D or S. In such cases, grout shall be placed before pouring
concrete, and techniques utilized which will assure full support of the support bar boxes.
This shall be verified by visual inspection. The grout shall be a Weld County approved
grout, and strict adherence to the grout manufacturer's instructions shall be followed. The
uppermost surface of the concrete placement shall have a broom finish. The cost of this
work including grout placement shall be included in the unit price bid for concrete Class D
or S.
(d) After the expansion joint device has been permanently installed the Contractor shall test
the full length of the device for watertight integrity. The Contractor shall employ a method
satisfactory to the Engineer.
The entire joint system shall be covered with water, either ponded or flowing, for a minimum
duration of 15 minutes. The concrete surfaces under the joint shall be inspected, during
this 15 -minute period and also for a minimum of 45 minutes after the supply of water has
stopped, for any evidence of dripping water or moisture. Watertightness shall be interpreted
to be no free dripping water on any surface on the underside of the joint. Patches of
moisture shall not be cause for non -acceptance.
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If the joint system exhibits evidence of water leakage at any place whatsoever, the
Contractor shall locate the leakage and take measures to correct the leakage as approved
by the Engineer. Subsequent to corrective measures, the watertight integrity test shall be
performed subject to the same conditions as the original test. This work shall be done at
the Contractor's expense.
The words "permanently installed" as used above include completion of the portions of the
curb and deck that cannot be constructed until after the expansion device is installed. This
applies even though this work is to be paid for under other items of the Contract.
(e) The Contractor shall provide written certification to the Engineer that the expansion joint
device was installed per the manufacturer's instructions, the advice of their technical
representative, and these specifications. Any certification from the joint manufacturer's
technical representative, provided by the Contractor to the Engineer, shall be in writing.
518.11 Polyester Concrete End Dam.
(a) Pre -placement Conference. A Polyester Concrete Pre -Placement Conference shall be held
at least 15 days before any PPC placement operation begins. Attendees shall include all
parties involved in the work.
(b) Trial Application. The Contractor shall construct a test box for a test pour. The test box shall
be at least 2 feet long, the depth of the Polyester Concrete End Dams, and the maximum
width of the End Dams, or as approved by the Engineer. Before constructing the Polyester
Concrete End Dams, one or more trial applications shall be placed in the test box to
determine the Initial Set Time (Gel Time), Final Set Time, and Cure Time and to
demonstrate the effectiveness of the mixing, placing, and finishing equipment proposed.
The Final Set Time can be determined when the in -place PPC cannot be deformed by
pressing with a finger, indicating the resin binder is no longer in a liquid state.
The trial application shall replicate field conditions and be constructed using the same
installer and equipment as the production work. The location of the trial application shall be
as approved by the Engineer. Trial applications shall be properly disposed of off -site by the
Contractor.
The number of trial applications required shall be as many as necessary for the Contractor
to demonstrate the ability to construct an acceptable trial end dam section and competency
in ability to perform the work. All Set Times are based on anticipated application
temperatures, conditions, and lane closure timing. The Contractor shall adjust the mix
design and construct a test box and demonstrate that the adjusted mix consolidates and
sets properly. The methods, installer, or the PPC system may be rejected after three trial
applications if not shown to be adequate or in compliance with this specification as directed
by the Engineer.
Acceptable test results shall be achieved on a trial application before installation may
proceed.
709
(c) Equipment. All equipment for cleaning the existing concrete surface and mixing and
applying the PPC system shall be per the Material Manufacturer's recommendations as
approved by the Engineer before commencement of any work.
1. Measuring Equipment. The following equipment shall be provided:
A. Certified Scales used to calibrate the mobile truck mixing equipment.
B. Means to measure the resin levels in the tank of the mobile truck mixer during
PPC placement operations and access to the resin tank.
2. Mixing Equipment. A continuous mixer shall be used for all PPC applications. The
continuous mixer shall:
A. Employ an auger screw/chute device.
B. Be equipped with an automatic metering device that measures and records
aggregate and resin volumes. Record volumes at least every five minutes,
including time and date. Submit recorded volumes at the end of the work shift.
C. Have a visible readout gage that displays volumes of aggregate and resin being
recorded.
D. Produce a satisfactory mix consistently during the entire placement.
E. Be calibrated by certified scales provided by the Contractor. Calibration shall be
demonstrated by comparing the computer tickets to three consecutive batches
of aggregate verified to be within 2 percent of one another. The process shall be
repeated for three consecutive batches of resin, also verified to be within 2
percent of one another. This calibration process shall be witnessed by the
Engineer, and the calibration shall be done every 90 days.
F. A portable mechanical mixer of appropriate size for proposed batches, as
recommended by the manufacturer and approved by the Engineer, may be used
for all PPC applications and for smaller area applications of less than 2,000 cubic
feet per contract.
3. Finishing Equipment: PPC materials shall be placed using hand tools such that the
finish shall match the adjacent deck or pavement surfaces and meet the requirements
of the project.
(d) Surface Preparation. Before HMWM primer and PPC applications, the concrete surfaces
to be treated shall be cleaned by shot-blasting, scarifying, chipping, or sandblasting until all
unsound materials and contaminants which may interfere with the primer and PPC have
710
been removed from the concrete blockouts. Exposed concrete surfaces shall be protected
from precipitation and heavy dew during and after the application of the primer.
(e) Forms. Forms of the concrete blockouts shall be tight, and sufficiently rigid to prevent
distortion due to the pressure of the PPC and other loads incidental to the PPC. The
formwork shall be inspected by the Engineer before the PPC placements. The forms shall
be sealed watertight so that there is no leakage.
(f)
(9)
HMWM Primer Application. Before placing HMWM primer in the concrete blockouts, the
exposed surfaces of the existing concrete shall be completely dry and blown clean with oil -
free compressed air. However, the primer shall be placed after 28- day curing time of new
concrete.
After the exposed concrete surfaces have been prepared and cleaned, the primer shall be
applied per the Manufacturer's recommendations. The primer shall be applied within five
minutes of mixing at a spread rate of approximately 90 square feet per gallon, and uniformly
spread to completely cover any surfaces which PPC materials will bond. The primer shall
be reapplied to any areas that appear dry after 15 minutes of absorbing the materials. The
concrete surface temperature shall be at 40 °F and rising to 95 °F maximum, and the
relative humidity shall be not more than 85 percent.
Polyester Concrete Application. The Polyester Concrete shall be applied in the concrete
blockouts within two hours after the primer has been applied. Before PPC placement, the
surface temperature of the concrete blockouts to receive PPC shall be at 40 °F and rising
to 95 °F maximum.
The PPC shall be placed before the Initial Set Time and 15 minutes following addition of
an initiator, whichever occurs first, or within a more restrictive temperature range if
recommended by the manufacturer. After placing PPC in the concrete blockouts, if the
Initial Set time of the PPC has exceeded 120 minutes, the materials shall be removed and
replaced at the Contractor's expense.
Two -unit weight tests shall be performed on site for each lift and/or each day's production
of PPC material using 4"x8" cylinders. The average of the two test results shall be within
135 +/- 5 pounds per cubic foot. If the average of the unit weight tests is not within this
specified range, adjustments shall be made to the PPC, and the tests performed again.
Any material placed that is outside the specified range shall be removed and replaced at
the Contractor's expense.
After a minimum of four hours and before opening to traffic, the Compressive Strength Test
for Polyester Concrete End Dams shall be performed per the Rebound Hammer of
Hardness Concrete, ASTM C805. The test results shall achieve the Compressive Strength
of 3,000 -psi minimum before opening traffic. In addition, one -unit weight test cylinder shall
be stripped after 90 minutes and examined for evidence of poor consolidation. If uncured
or unconsolidated material is determined to be present, the in -place end dam material shall
be removed and replaced at the Contractor's expense.
711
If the depth of the Polyester Concrete End Dams exceeds 6 inches, the PPC materials shall
be placed in lifts. The maximum thickness of each lift shall be recommended by the
manufacturer or approved by the Engineer. Each lift of the PPC shall be consolidated and
achieve a relative compaction in the concrete blockouts to the satisfaction of the Engineer.
A minimum of two 4 -inch x 8 -inch test cylinders shall be made for each day's production of
PPC for expansion joint end dams. The test cylinders shall be broken at intervals as
directed by the Engineer to verify a minimum compressive strength of 4,500 psi has been
achieved. If the material has not reached 4,500 psi at 28 days, the Engineer has the option
of price reducing the material or remove and replace per subsection 601.17.
(h) Surface Finishing. The proposed surface of Polyester Concrete End Dams shall be
consolidated and finished to the required grade and cross slope using finishing equipment
as approved by the Engineer.
Sand finish shall be applied by either mechanical means or hand broadcasting onto the
glossy surface at a minimum rate of 2.2 Ibs per square yard immediately after finishing and
before the Initial Set Time occurs. The smoothness of the PPC surface shall be tested with
a 10 -foot straightedge transversely and longitudinally. Deviations greater than 3/8 of an
inch shall be diamond ground to the proposed finish grade. The thickness of the PPC shall
not be reduced by more than 3/8 of an inch. Where there is a low spot reduced by more
than 3/8 of an inch on the PPC surface, the low area shall be removed at least 3/4" and
replaced with new PPC system to the proposed finish grade as directed by the Engineer. If
there is a damaged surface on the PPC, the Contractor shall remove unsound PPC surface
and replace it with new PPC system per the Finishing Surface Method.
After final surface finishing, traffic or equipment shall not be allowed on the treated surface
until the PPC has achieved the Final Set Time. The Polyester Concrete End Dams shall be
protected from moisture until Final Set Time has been obtained. The Contractor shall follow
all Manufacturer's recommendations including surface preparation and all Set Times before
opening treated surfaces to traffic or completing the work.
Method of Measurement
518.12. Waterstop will be measured by the number of linear feet installed and accepted.
Asphaltic expansion devices will be measured by the number of linear feet from curb face to
curb face along the joint installed and accepted.
Elastomeric expansion device will be measured by the linear foot between faces of curbs,
parallel to the expansion device, completely installed, tested, and accepted. Portions of devices
required in faces of curbs, including cover plates and hardware, will not be measured for
payment.
712
Polyester Concrete End Dam will not be measured but will be the quantity designated on the
plans.
Exceptions for each structure will be:
(1) when field changes are ordered, or
(2) when it is determined that there are discrepancies on the plans in an amount plus or minus
2 percent of the plan quantity for the structure.
Polyester Concrete End Dam will be measured by the number of cubic feet completed in place
and accepted. The pay volume for each discrete location (a contiguous treated area not touching
other treated areas) shall be rounded up to the next whole cubic foot.
Basis of Payment
518.13. The accepted quantities of waterstop will be paid for at the contract unit price per linear
foot.
The accepted quantity of asphaltic expansion joint will be paid for at the contract unit price per
linear foot and shall include all preparation materials, installation, compacting and final
treatments associated with the particular joint provided.
The accepted quantity of elastomeric expansion device will be paid for at the contract unit price
per linear foot and shall include all work necessary to complete the item, including furnishing
and installing steel extrusions, steel angles, steel anchors, cover plates and hardware, bolts,
inserts, epoxy grout, lubricant adhesive, pre -molded elastomeric joint seal and all miscellaneous
hardware required.
The accepted quantity of modular expansion device will be paid for at the contract unit price per
linear foot and shall include all work necessary to complete the items, including furnishing and
installing modular expansion device, steel angles, concrete anchorages, cover plates and
hardware, bolts, inserts, lubricant adhesive and all miscellaneous hardware required.
The accepted quantity of Polyester Concrete End Dam will be paid for at the contract unit price
per cubic foot and shall include all work and materials necessary to complete the item including
surface preparation, HMWM primer application, PPC application, surface finishing, trial
application test boxes, testing, the on -site Technical Representative and all miscellaneous work
required.
Payment will be made under:
713
Pay Item
Pay Unit
Waterstop (_Inch)
Linear Foot
Bridge Expansion Device (2 Inch)
Linear Foot
Bridge Expansion Device (0 - 4 Inch)
Linear Foot
Bridge Expansion Device (0 - _Inch)
Linear Foot
Polyester Concrete End Dam
Cubic Foot
714
Division 600 — Miscellaneous Construction
Section 601 — Structural Concrete
Description
601.01. This work consists of furnishing and placing hydraulic cement concrete in accordance
with these specifications and in conformity with the lines, grades and dimensions as shown on
the plans or established. The use of ACI 318, Building Code Requirements for Structural
Concrete, is not acceptable as it pertains mainly to structural concrete buildings.
This work includes preparing concrete surfaces designated in the Contract and applying an
approved colored Structural Concrete Coating to them.
601.02 Classification. The classes of concrete shown in Table 601-1 shall be used when
specified in the Contract. When an optimized gradation is used for any class of concrete, the
Shilstone, Tarantula, or Power -45 optimization method shall be used.
Table 601-1 — Concrete Field Reauirements
Concrete
Class
Required Field
Compressive
Strength (psi)
Air Content:
% Range
(Total)
Slump*
Water/Cementitious
Material (w/cm)
Ratio:
B
4,500 at 28 days
5 - 8
± 2" of Form 1373
Slump
w/cm on Form 1373
BZ
4,500 at 28 days
N/A*
6" — 9"
w/cm on Form 1373
D
4,500 at 28 days
5 — 8
± 2" of Form 1373
Slump
w/cm on Form 1373
DF
4,500 at 28 days
4 — 8
± 2" of Form 1373
Slump
w/cm on Form 1373
DT
4,500 at 28 days
5 — 8
± 2" of Form 1373
Slump
w/cm on Form 1373
PS
(Girders)
8,500 at 28 days
N/A*
9" maximum
0.45
PS (Deck
Panels)
6 000 at 28 days
'
N/A*
9" maximum
0.45
P
4,500 at 28 days
4 — 8
± 2" of Form 1373
Slump
w/cm on Form 1373
S35
5,000 at 28 days
5 — 8
± 2" of Form 1373
Slump
w/cm on Form 1373
S40
5,800 at 28 days
5 — 8
± 2" of Form 1373
Slump
w/cm on Form 1373
S50
7,250 at 28 days
5 — 8
± 2" of Form 1373
Slump
w/cm on Form 1373
Shotcrete
4,500 at 28 days
7-10^
N/A
0.45
Table Notes:
* 5 - 8% when specified.
715
# Slump shall be a maximum of 9.0 inches for all classes of concrete. Concrete may have a
slump above 9.0 inches when designed as Self Consolidating Concrete (SCC). The
requirements for slump flow, blocking assessment, and segregation shall apply.
A Before pumping for wet process.
Class B concrete is an air entrained concrete for general use. Class D, or P concrete may be
substituted for Class B concrete. Additional requirements are:
(1) The coarse aggregate shall have a nominal maximum size of 1'/2 inches or smaller.
(2) Class B Concrete for slope and ditch paving shall be macro -fiber reinforced.
Class BZ concrete is concrete for drilled shafts. Additional requirements are:
(1) Entrained air is not required unless specified in the Contract. When entrained air is specified
in the Contract, the air content shall be 5 to 8 percent.
(2) Slump shall be a minimum of 6 inches and a maximum of 9 inches. A minimum slump of 6
inches shall be maintained during the anticipated pour period. The use of retarders and
hydration stabilizers are allowed to extend the slump life of the concrete. When the
Contractor elects to use SCC, the slump requirement for Class BZ Concrete does not apply.
(3)
The coarse aggregate size shall be AASHTO M43 size #8 unless otherwise approved by
the Engineer.
(4) The mix shall either have a permeability not exceeding 2,500 coulombs at an age of not
more than 56 days when tested per ASTM C1202 or have a surface resistivity of at least
12 ka-cm at 28 days using AASHTO T358.
(5) The unrestrained shrinkage shall not exceed 0.050 percent at 28 days when tested by CP-
L 4103.
Class D concrete is a denser general use concrete. Additional requirements are:
(1) The mix shall either have a permeability not exceeding 2,500 coulombs at an age of not
more than 56 days when tested per ASTM C1202 or have a surface resistivity of at least
12 ka-cm at 28 days using AASHTO T358.
(2) The unrestrained shrinkage shall not exceed 0.050 percent at 28 days when tested by
CP-L 4103.
(3) The mix may use an optimized gradation (OG) with a nominal maximum aggregate size of
at least 3/4 inch.
(4) The mix shall have a nominal maximum aggregate size of at least % inch if an OG is not
used.
716
(5) When used in slip forming, an edge slump less than 6 mm (0.25 in.) and less than 30
percent surface voids (ranking of 2 or less) is required. The box test is described in CP
63.
(6) Class D Concrete for sidewalks on bridge decks and bridge rail shall be macro -fiber
reinforced.
Class DF concrete is a macro fiber -reinforced concrete. Additional requirements are:
(1) The concrete mix shall include approved macro or hybrid polyolefin fibers at a minimum
dosage of 4 Ib/cy or the minimum dosage specified on the Department's Approved Product
List (APL), whichever is greater.
(2) The unrestrained shrinkage shall not exceed 0.050 percent at 28 days when tested by CP-
L 4103.
(3)
The mix shall either have a permeability not exceeding 2,500 coulombs at an age of not
more than 56 days when tested per ASTM C1202 or have a surface resistivity of at least
12 kO-cm at 28 days using AASHTO T358.
(4) The mix may use an OG with a nominal maximum aggregate size of at least 3/4 inch.
(5) The mix shall have a nominal maximum aggregate size of at least 3/4 inch if an OG is not
used.
(6) When used in slip forming, an edge slump less than 6 mm (0.25 in.) and less than 30
percent surface voids (ranking of 2 or less) is required. The box test is described in CP 63.
(7) Shrinkage reducing admixtures may be incorporated into the mix.
(8) An expansive cement additive may be added to an ASTM C150 Type I/II cement and fly
ash to produce an ASTM C845 Type K cement. The proportion of the expansive cement
additive will be determined by testing the cementitious material blend per ASTM C806. The
blended material shall have an expansion of 0.04 to 0.10 percent at 7 days when tested
per ASTM C806. When an expansive cement is used, the w/cm ratio shall be 0.45 to 0.55
and the expansion of the laboratory trial mix shall be 0.05 to 0.09 percent at 7 days when
tested per ASTM C878.
Class DT concrete is used for bridge deck resurfacing. Additional requirements are:
(1) The concrete mix shall consist of a minimum of 50 percent AASHTO M 43 size No. 7 or
No. 8 coarse aggregate by weight of total aggregate.
717
(2) The mix shall either have a permeability not exceeding 2,500 coulombs at an age of not
more than 56 days when tested per ASTM C1202 or have a surface resistivity of at least
12 ka-cm at 28 days using AASHTO T358.
(3) The unrestrained shrinkage shall not exceed 0.050 percent at 28 days when tested by
CP-L 4103.
Class P concrete is used in pavements. Additional requirements are:
(1) The Required Field Flexural Strength shall be 650 psi.
(2) The concrete mix shall consist of a minimum 55 percent AASHTO M 43 sizes No. 57, No.
6, No. 67, No. 357, or No. 467 coarse aggregate by weight of total aggregate.
(3) The mix may use an OG with a nominal maximum aggregate size of at least % inch.
(4) ASTM C150 Type III cement may be used for early opening.
Class PS concrete is used for prestressed concrete members. Requirements for Class PS
concrete are specified in subsection 618.11.
Class S35, S40, and S50 concretes are dense, high -strength concretes. Additional
requirements are:
(1) The concrete mix shall be made with AASHTO M 43 sizes No. 57, No. 6, No. 67, No. 7, or
No. 8 coarse aggregate.
(2) When placed in a bridge deck, the mix shall have a nominal maximum aggregate size of at
least 3/4 inch.
(3) The mixes may use an OG with a nominal maximum aggregate size of at least 3/4 inch.
(4) For S35 and S40 concretes, the unrestrained shrinkage shall not exceed 0.050 percent at
28 days when tested by CP-L 4103.
For S50 concretes, the unrestrained shrinkage shall not exceed 0.040 percent at 28 days
when tested by CP-L 4103.
For S35 and S40 concretes, the mix shall either have a permeability not exceeding 2,000
coulombs at an age of not more than 56 days when tested per ASTM C1202 or have a
surface resistivity of at least 14 ka-cm at 28 days using AASHTO T358.
For S50 concrete, the mix shall either have a permeability not exceeding 1,500 coulombs
at an age of not more than 56 days when tested per ASTM C1202 or have a surface
resistivity of at least 18 ka-cm at 28 days using AASHTO T358.
Class Shotcrete concrete is used for shotcrete applications. Additional requirements are:
718
(1) The required air content before the pump for wet process applications shall be 7-10
percent.
(2) Additional requirements are listed in subsection 641.02.
The Contractor may design Class B, Class BZ, Class D, Class PS, Class S35, Class S40, and
Class S50 concrete to be Self Consolidating Concrete (SCC) with the following requirements:
(1) SCC shall have a slump flow of 20 to 26 inches when tested per ASTM C1611 using an
inverted slump cone.
(2) SCC shall have a maximum blocking assessment of 2.0 inches when tested per ASTM
C1621.
(3) SCC shall have a maximum static segregation of 10 percent when tested per ASTM C1610.
Materials
601.03. Materials shall meet the requirements specified in the following subsections:
Fine Aggregate
Coarse Aggregate
Portland Cement
Fly Ash
Silica Fume Admixture
Water
Air Entraining Admixture
Chemical Admixtures
Curing Materials
Preformed Joint Material
Reinforcing Steel
Bearing Materials
Epoxy
Structural Concrete Coating
High -reactivity Pozzolans
Slag Cement
703.01
703.02
701.01
701.02
701.03
712.01
711.02
711.03
711.01
705.01
709.01
705.06
712.10
708.08
701.04
701.05
Pozzolans shall consist of fly ash, silica fume, and high reactivity pozzolan.
Prestressing steel shall meet the requirements of subsection 714.01 except as noted on the
plans.
Calcium Chloride shall not be used in reinforced concrete. Calcium Chloride shall be used in
non -reinforced concrete only when specified.
719
Where Fiber -Reinforced Concrete is specified or designated on the plans, the concrete mix shall
include approved polyolefin fibers. Unless otherwise specified, a minimum of 1.5 pounds per
cubic yard of polyolefin fiber reinforcement shall be evenly distributed into the mix. Mixing shall
be as recommended by the manufacturer such that the fibers do not ball up. Polyolefin fibers
shall meet the requirements of ASTM C1116 and ASTM D7508.
Where Macro Fiber -Reinforced Concrete is specified or designated in the plans, the concrete
mix shall include approved macro or hybrid polyolefin fibers at a minimum dosage of 4.0 Ibs/CY
or the minimum dosage specified on the APL, whichever is greater. The dosage of the fiber may
be reduced if trial mix data shows a minimum residual strength of 150 psi as determined per
ASTM C1609 using a load support apparatus compliant with the requirements of ASTM C1812,
"Standard Practice for Design of Journal Bearing Supports to be Used in Fiber Reinforced
Concrete Beam Tests." Mixing shall be as recommended by the manufacturer such that the
fibers are evenly distributed in the mix and do not ball up. Macro or hybrid polyolefin fibers shall
meet the requirements of ASTM C1116 and ASTM D7508.
601.04 Sulfate Resistance. The Contractor shall provide protection against sulfate attack on
concrete structures and pavements by providing concrete manufactured according to the
requirements specified Sulfate Exposure Class. The sulfate exposure for all concrete except
Class PS shall be Class 2 unless otherwise specified on the plans. The sulfate exposure class
for Class PS shall be Class O. The requirements for a higher sulfate exposure class.
If the sulfate exposure class of the embankment fill is different than the sulfate exposure class
specified in the plans, the Contractor shall provide a concrete mix design that meets or exceeds
the corresponding sulfate protection requirements at no additional cost to the project.
Cementitious material requirements are as follows:
Class 0 requires that the concrete have a maximum Water/Cementitious Material Ration of 0.45
and one of the following:
(1) ASTM C150 Type I, II, III, or V
(2) ASTM C595 Type IL, IP, IP(MS), IP(HS), or IT
Class 1 requires that the concrete have a maximum Water/Cementitious Material Ratio of 0.45
and one of the following:
(1) ASTM C150 Type II or V.
(2) ASTM C595 Type IP(MS) or IP(HS).
(3) ASTM C150 Type III. Type III shall have no more than 8 percent C3A.
(4) ASTM C595 Type IL(MS), IL(HS), IT(MS) or (HS).
720
Class 2 requires that the concrete have a maximum Water/Cementitious Material Ratio of 0.45
and one of the following:
(1) ASTM C150 Type V with a minimum of a 20 percent substitution of Class F fly ash or slag
cement by weight.
(2) ASTM C150 Type II or III or ASTM C150 Type IL with a minimum of a 20 percent
substitution of Class F fly ash, High -Reactivity Pozzolan or slag cement by weight. The
Type II, III, or IL cement shall have no more than 0.040 percent expansion at 14 days when
tested according to ASTM C452.
(3)
A blend of Portland cement meeting ASTM C150 Type II or III with a minimum of 20 percent
Class F fly ash, High -Reactivity Pozzolan, or slag cement by weight, where the blend has
less than 0.05 percent expansion at 6 months or 0.10 percent expansion at 12 months
when tested according to ASTM C1012.
(4) ASTM C595 Type IP(HS), IL(HS) or IT(HS). Class F fly ash, slag cement, or High -Reactivity
Pozzolan may be substituted for Type IL(HS) cement.
(5)
ASTM C595 Type IL(MS) or IT(MS) plus Class F fly ash, slag cement, or High -Reactivity
Pozzolan where the blend has less than 0.05 percent expansion at 6 months or 0.10
percent expansion at 12 months when tested according to ASTM C1012
Class 3 requires that the concrete have a maximum Water/Cementitious Material Ratio of 0.40
and one of the following:
(1) A blend of Portland cement meeting ASTM C150 Type II, III, or V, or ASTM C595 Type
IL(MS) with a minimum of a 20 percent substitution of Class F fly ash, High Reactivity
Pozzolan, or slag cement by weight, where the blend has less than 0.10 percent expansion
at 18 months when tested according to ASTM C1012.
(2) ASTM C595 Type IT(MS) plus High -Reactivity Pozzolan where the blend has less than
0.10 percent expansion at 18 months when tested according to ASTM C1012.
(3)
ASTM C595 Type IP(HS), IL(HS) or IT(HS) having less than 0.10 percent expansion at 18
months when tested according to ASTM C1012. Class F fly ash, slag cement, or High -
Reactivity Pozzolan may be substituted for Type IL cement.
(4) ASTM C150 Type I, II, III or V , or ASTM C595 Type IL(MS) plus a minimum of 20 percent
Class F fly ash when the R factor of the fly ash is less than 0.75. R factor is determined
using the following from the chemical composition of the fly ash.
R=
Ca0 5
FEZ 03
721
ASTM C150 Type III Cement may only be used in Class P or PS Concrete when approved by
the Engineer.
Class C fly ash shall not be substituted for cement when Class 1, 2, or 3 sulfate
resistance/exposure class is specified.
When fly ash or high -reactivity pozzolan is used to enhance sulfate resistance, it shall be used
in a proportion greater than or equal to the proportion tested per ASTM C1012, shall be the same
source, and it shall have a calcium oxide content no more than 2.0 percent greater than the fly
ash or high -reactivity pozzolan tested according to ASTM C1012.
ASTM C1012 test results are acceptable for up to two years from the completion date of the test.
Table 601-2 — Concrete Sulfate Exposure Class
Water -Soluble Sulfate (SO4) in
Dry Soil, (%)
Sulfate (SO4) in Water,
ppm
Sulfate Exposure Class
0.00 to 0.10
0 to 150
Class 0
0.11 to 0.20
151 to 1,500
Class 1
0.21 to 2.00
1,501 to 10,000
Class 2
2.01 or greater
10,001 or greater
Class 3
Construction Requirements
601.05 Mix Design Submittal Requirements. The Contractor shall submit a Concrete mix
design for each class of concrete being placed on the project. Concrete shall not be placed on
the project before the Concrete Mix Design Report has been reviewed and approved by the
Engineer. The Concrete mix design will be reviewed and approved following the procedures of
CP 62. The Concrete mix design will not be approved when the laboratory trial mix data or
aggregate data are the results from tests performed more than two years in the past. The
concrete mix design shall show the weights and sources of all materials including cements,
pozzolans, aggregates, fibers, pigments, water additives, and the water to cementitious material
ratio (w/cm). When determining the w/cm, the weight of the cementitious material (cm) shall be
the sum of the weights of the cement, slag cement, fly ash, silica fume, and high -reactivity
pozzolan. Water from dosages of admixtures greater than 10 ounces per 100 pounds of
cementitious materials shall be included in the calculation of w/cm.
The laboratory trial mix data shall include results of the following:
(1) AASHTO T119 (ASTM C143) Slump of Hydraulic Cement Concrete., except when the
concrete is SCC.
(2) AASHTO T121 (ASTM C138) Weight per Cubic Foot, Yield, and Air Content (Gravimetric)
of Concrete.
(3) AASHTO T152 (ASTM C231) Air Content of Freshly Mixed Concrete by the Pressure
Method.
722
(4) ASTM C39 Compressive Strength of Cylindrical Concrete Specimens shall be performed
with at least two specimens at 7 days and three specimens at 28 days.
(5)
Class P concrete shall include AASHTO T97 (ASTM C78) Flexural Strength of Concrete
(Using Simple Beam with Third -Point Loading). At least two specimens will be tested at 7
days and four specimens at 28 days. The laboratory trial mix shall produce a flexural
strength at 28 days of at least 700 psi.
(6) Concrete with an OG shall indicate the gradation proportions of the blended aggregates.
Optimized gradations shall be developed by an approved mix design technique such as
Tarantula Curve, Shilstone, or KU -Mix.
(7)
SCC concrete shall include ASTM C1611 Standard Test Method for Slump Flow of Self -
Consolidating Concrete. Slump flow shall be measured using an inverted slump cone.
(8) SCC concrete shall include ASTM C1621 Standard Test Method for Passing Ability of Self -
Consolidating Concrete by J -Ring.
(9)
SCC concrete shall include ASTM C1610 Standard Test Method for Static Segregation of
Self -Consolidating Concrete Using Column Technique.
(10) When concrete is to be placed using a paver, the edge slump and surface voids shall be
reported per CP 63.
(11) When on -site generated RCA is to be used, an additional mix design shall be submitted
that does not use on -site generated RCA.
Before placement of accelerated Class P concrete, the Contractor shall provide the Engineer a
report of maturity relationships per ASTM C1074.
The Contractor shall provide maturity meters and all necessary wires and connectors. The
Contractor shall be responsible for the placement and maintenance of the maturity meters and
wires. Placement shall be as directed by the Engineer.
Except for Class PS concrete, the laboratory trial mix must produce an average compressive
strength of at least the required field compressive strength specified in Table 601-1. For Class
PS concrete, the laboratory trial mix must produce an average compressive strength of at least
115 percent of the required field compressive strength specified in Table 601-1.
When entrained air is specified in the Contract for Class BZ concrete, the trial mix shall be run
with the required air content.
The laboratory trial mix shall have a relative yield of 0.99 to 1.02.
Aggregate data shall include the results of the following:
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(1) AASHTO T11 (ASTM C117) Materials Finer Than 75 mm (No. 200) Sieve in Mineral
Aggregates by Washing.
(2) AASHTO T19 (ASTM C29) Unit Weight and Voids in Aggregate.
(3) AASHTO T21 (ASTM C40) Organic Impurities in Fine Aggregate for Concrete.
(4) AASHTO T27 (ASTM C136) Sieve Analysis of Fine and Coarse Aggregates.
(5) AASHTO T84 (ASTM C128) Specific Gravity and Absorption of Fine Aggregate.
(6) AASHTO T85 (ASTM C127) Specific Gravity and Absorption of Coarse Aggregate.
(7) AASHTO T96 (ASTM C131) Resistance to Degradation of Small -Size Coarse Aggregate
by Abrasion and Impact in the Los Angeles Machine.
(8) AASHTO T104 (ASTM C88) Soundness of Aggregate by Use of Sodium Sulfate or
Magnesium Sulfate.
(9) CP 37 Plastic Fines in Graded Aggregates and Soils by use of the Sand Equivalent Test.
(10) ASTM C535 Resistance to Degradation of Large -Size Coarse Aggregate by Abrasion and
Impact in the Los Angeles Machine.
(11) ASTM C1260 Determining the Potential Alkali Reactivity of Aggregates (Accelerated
Mortar -Bar Method). When an aggregate source is known to be reactive, ASTM C1567
results may be submitted in lieu of ASTM C1260 results.
Aggregate tested by ASTM C1260 with an expansion of 0.10 percent or more, or that is known
to be reactive, shall not be used unless mitigative measures are included in the mix design.
Mitigative measures shall be tested using ASTM C1567 and exhibit an expansion less than 0.10
percent by one of the following methods:
(1) Combined Aggregates. The mix design sources of aggregates, cement and mitigative
measures shall be tested. The proportions of aggregates, cement and mitigative measures
shall be those used in the mix design.
(2) Individual Aggregates. Each source and size of individual aggregates shall be tested. The
source of cement and mitigative measures shall be those used in the mix design. The
highest level of mitigative measures for any individual aggregate shall be the minimum used
in the mix design.
For all concrete mix designs with ASTM C150 and ASTM C595 Type IL cements: the total
substitution of cement shall not exceed 50 percent by weight of total cementitious material.
724
For all concrete mix designs with ASTM C595 Type IP, IP(MS), IP(HS) or IT cements, ash or
high reactivity pozzolan shall not be substituted for cement.
For all concrete mix designs with ASTM C595 IT cements: slag cement shall not be substituted
for cement.
For all concrete mix designs with ASTM C595 Type IP, IP(MS), IP(HS) cements, when slag
cement is substituted for cement, the total substitution of cement shall not exceed 50 percent by
weight of total cementitious material.
The Contractor shall submit a new Concrete Mix Design Report meeting the above requirements
when a change occurs in the source, type, or proportions of cement, slag cement, fly ash, high -
reactivity pozzolan, silica fume, or aggregate. Addition, removal, change of source, dosage
change, or type of fibers to an approved mix design shall require a new mix design. Adjustments
to aggregate weights may be made to adjust yield if the combined gradation remains constant
(+/- 1 percent) or within the optimized band.
When a change occurs in the source or type of approved admixtures or the addition of approved
accelerating, retarding, or hydration stabilizing admixtures to existing mix designs, the
Contractor shall submit a letter stamped by the Concrete Mix Design Engineer approving the
changes to the existing mix design. The change shall be approved by the Engineer before use.
When on -site generated recycled concrete aggregate (RCA) is to be used, an additional mix
design shall be submitted that does not include on -site generated RCA.
Addition or removal of pigments to an approved mix shall require a new mix design. Pigment
color may be adjusted in an approved mix design so long as the brand and product line of the
pigment remains the same.
Unless otherwise permitted by the Engineer, the product of only one type of hydraulic cement
from one source of any one brand shall be used in a concrete mix design.
Approval of the concrete mix design by the Engineer does not constitute acceptance of the
concrete.
Acceptance will be based solely on the test results of concrete placed on the project.
Once approved for a project, the mix design may be used for the duration of the project.
601.06 Batching. Measuring and batching of materials shall be done per AASHTO M157 (ASTM
C94).
The Contractor shall furnish a batch ticket (delivery ticket) with each load for all classes of
concrete. Concrete delivered without a batch ticket containing complete information as specified
shall be rejected. The Contractor shall collect and complete the batch ticket at the placement
site and deliver all batch tickets to the Engineer on a daily basis. The Engineer shall have access
725
to the batch tickets at any time during the placement. The following information shall be provided
on each batch ticket:
(1) Supplier's name and date.
(2) Truck number.
(3) Project number and location.
(4) Concrete class designation and item number.
(5) Cubic yards batched.
(6) Time batched.
(7) Mix design number.
(8) Type, brand, and amount of each admixture and pigment.
(9) Type, brand, and amount of cement, fly ash, and high reactivity pozzolan.
(10) Weights of fine and coarse aggregates or combined weight when an OG is pre -blended.
(11) Moisture of fine and coarse aggregates or combined moisture when an OG is pre -blended.
(12) Gallons (Pounds) of batch water (including ice).
(13) Weight of polyolefin fiber reinforcement.
The Contractor shall add the following information to the batch ticket at the placement site:
(1) Gallons of water added by truck operator, the time the water was added, and the quantity
of concrete in the truck each time water is added.
(2) Number of revolutions of drum at mixing speed (for truck mixed concrete).
(3) Discharge time.
(4) Location of batch in placement.
(5) Water to cementitious material ratio.
Electronic tickets may be allowed as long as Weld County has access to the batch ticket and the
batch ticket can be downloaded and saved by the Engineer in PDF format before placement of
the concrete, at any time during placement, and until the project is accepted. The Engineer in
their sole discretion shall determine if and when electronic tickets will be used.
726
(a) Hydraulic Cement, Fly Ash, High -Reactivity Pozzolan, Slag Cement, and Silica Fume. All
cementitious material shall be measured by mass. Supplementary cementitious materials
may be weighed cumulatively with cement. Cement and other cementitious material shall
be weighed on a scale and in a weigh hopper, which is separate and distinct from those
used for other materials. When the quantity of cementitious material exceeds 30 percent of
the full capacity of the scale, the quantity of cement and the cumulative quantity of cement
plus supplementary cementitious material shall be within plus or minus 1 percent of the
required mass. For small batches to a minimum of 1 cubic yard, the quantity of cement and
the quantity of cement plus supplementary cementitious material used shall not be less
than the required amount or more than 4 percent in excess. A fraction of a bag of cement
shall not be used unless weighed.
(b) Water. Mixing water shall consist of water added to the batch, ice added to the batch, water
occurring as surface moisture on the aggregates, and water introduced in the form of
admixtures. The added water shall be measured by mass or volume to an accuracy of 1
percent of the required total mixing water. Added ice shall be measured by weight. In the
case of truck mixers, wash water retained in the drum for use in the next batch of concrete
shall be accurately measured or shall be discharged before loading the next batch of
concrete. Total water (including any wash water) shall be measured or weighed to an
accuracy of plus or minus 3 percent.
(c) Aggregates. Aggregates from different sources and of different gradings shall not be
stockpiled together.
Aggregate shall be handled from stockpiles or other sources to the batching plant in such
manner as to secure a uniform grading of the material. Aggregates that have become
segregated, or mixed with earth or foreign material, shall not be used. All aggregates
produced or handled by hydraulic methods, and washed aggregates, shall be stockpiled or
binned for draining at least 12 hours before being batched. Rail shipment requiring more
than 12 hours will be accepted as adequate binning only if the car bodies permit free
drainage. In case the aggregates contain high or non -uniform moisture content, storage or
stockpile period in excess of 12 hours may be required.
Aggregate shall be measured by mass. The quantity of aggregate used in any batch of
concrete as indicated by the scale shall be within plus or minus 2 percent of the required
mass when weighed in individual weigh batchers. In a cumulative aggregate weigh batcher,
the cumulative mass after each successive weighing shall be within plus or minus 1 percent
of the required cumulative amount when the scale is used in excess of 30 percent of its
capacity. For cumulative mass for less than 30 percent of scale capacity, the tolerance shall
be plus or minus 0.3 percent of scale capacity or plus or minus 3 percent of the required
cumulative mass, whichever is less.
(d) Bins and Scales. The batching plant may include bins, weighing hoppers, and scales for
the fine aggregate and for each size of coarse aggregate. A bin, hopper, and scale for
727
cement shall be included. A single weighing hopper with an accumulative scale will be
permitted, provided a separate scale is used for weighing cement.
Scales shall meet the requirements of subsection 109.01.
601.07 Mixing. Concrete may be mixed in stationary mixers, in a central -mix plant, in truck
mixers, or in self-contained mobile mixers. Mixing time shall be measured from the time all
materials, except water, are in the drum.
Admixtures listed in the mix design, or admixtures approved per subsection 601.04 and water
may be added at the project.
(a) Mixing General. Concrete shall be deposited in place within 90 minutes after batching when
concrete is delivered in truck mixers or agitating trucks, and within 60 minutes when
delivered in non -agitating trucks.
The 90 minute time limit for mixer or agitating trucks may be extended to 120 minutes if:
(1) No water is added after 90 minutes.
(2) The concrete temperature before placement is less than 90 °F
The 90 minute time limit for mixer or agitating trucks may be extended to 180 minutes if:
(1) No water is added after 90 minutes.
(2) The concrete temperature before placement is less than 90 °F.
(3) The approved concrete mix contains an approved retarding admixture.
The 90 -minute time limit for a mixer or agitating trucks may be extended longer than 180
minutes if:
(1) An Extended Set Control Admixture (ESCA) is added at the time of batching.
Procedures and doses shall be per manufacturer's recommendations. The ESCA shall
be on the approved products list.
(2) The concrete temperature before placement is less than 90 °F.
(3) Each load of concrete shall be sampled and tested by the Contractor for air content
according to CP 61.
(4) The Department will cast three additional acceptance cylinders. If the acceptance
cylinders tested at 28 days do not meet design strength, the additional cylinders will
be tested at 56 days for acceptance.
728
(b) Central -Mixed Concrete. Concrete that is mixed completely in a stationary mixer and
transported to the point of delivery either in a truck agitator or a truck mixer operating at
agitating speed, or in non -agitating equipment approved by the Engineer, shall conform to
the following:
(1) The mixing time shall be counted from the time all the solid materials are in the drum.
(2) The batch shall be so charged into the mixer so that some water will enter in advance
of the cement and aggregate.
(3) All water shall be in the drum by the end of the first one-fourth of the specified mixing
time.
(4) The volume of concrete mixed per batch may exceed the mixer's nominal capacity, as
shown on the manufacturer's standard rating plate on the mixer, by up to 10 percent
provided concrete test data for strength, segregation, and uniform consistency are
satisfactory, and provided spillage of concrete does not occur.
(5)
Where no mixer uniformity tests are made, the acceptable mixing time for mixers
having capacities of 1 cubic yard or less shall be not less than 1 minute. For mixers of
greater capacity, this minimum shall be increased 15 seconds for each cubic yard or
fraction thereof of additional capacity. Uniformity testing shall be per AASHTO M157
(ASTM C94).
(c) Truck Mixing. Truck mixed concrete shall conform with one of the following:
(1) Concrete that is completely mixed in a truck mixer shall be mixed 70 to 100 revolutions
at the mixing speed to produce uniform concrete. Concrete uniformity tests shall be
made per AASHTO M157 (ASTM C94). Additional revolutions of the mixer beyond the
number found to produce the required uniformity of concrete shall be at a designated
agitating speed.
(2) For concrete that is partially mixed in a stationary mixer, and then mixed completely
in a truck mixer (shrink mixed concrete), the time of partial mixing shall be the
minimum required to intermingle the materials. After transfer to a truck mixer, it shall
be mixed at a speed to produce uniform concrete. Concrete uniformity tests shall be
made per AASHTO M157 (ASTM C94). Additional revolutions of the mixer beyond the
number found to produce the required uniformity of concrete shall be at a designated
agitating speed.
(3)
Concrete mixed entirely in a stationary mixer and delivered to the job in a truck mixer
shall be remixed for a minimum of 20 revolutions of the mixing drum at mixing speed
at the job site before discharge.
When water is added at the delivery site to control the consistency of the concrete,
the concrete shall be mixed for at least 30 revolutions of the mixer drum at mixing
729
speed for each addition of water before discharge. These revolutions are in addition
to the minimum revolutions required for mixing at the delivery site. The added water
shall not cause the water/cement ratio to exceed the approved w/cm ratio. Water from
all sources shall be documented by the ready mix producer on the delivery slip for
each load of concrete.
The Contractor shall provide a Concrete Truck Mixer Certification. This certification
shall show the various pick-up and throw -over configurations and wear marks so that
the wear on the blades can be checked. Blades shall be replaced when any part or
section is worn 1 inch or more below the original height of the manufacturer's design.
A copy of the manufacturer's design, showing the dimensions and arrangement of
blades, shall be available to the Engineer at all times.
The Contractor shall furnish a water -measuring device in good working condition,
mounted on each transit mix truck, for measuring the water added to the mix after the
truck has left the charging plant. Each measuring device shall be equipped with an
easy -to -read gauge. Water shall be measured to the accuracy prescribed in AASHTO
M157.
(d) Self -Contained Mobile Mixer. Proportioning and mixing equipment shall be of the self-
contained, mobile, continuous mixing type per ASTM C685 and subject to the following:
(1) The mixer shall be self-propelled and be capable of carrying sufficient unmixed dry,
bulk cement, fine aggregate, coarse aggregate, admixtures and water to produce on
the site at least 6 cubic yards of concrete. The mixer shall have one bin for each size
aggregate.
(2) The mixer shall be capable of positive measurement of cement being introduced into
the mix. A recording meter visible at all times and equipped with a ticket printout shall
indicate the quantity of total concrete mix.
(3) The mixer shall provide positive control of the flow of water into the mixing chamber.
Water flow shall be indicated by flow meter and be readily adjustable to provide for
minor variations in the aggregate moisture.
(4) The mixer shall be capable of calibration to automatically proportion and blend all
components of indicated composition on a continuous or intermittent basis as required
by the finishing operation and shall discharge mixed material through a conventional
chute directly in front of the finishing machine.
(5)
The Contractor shall perform calibration tests according to the equipment
manufacturer's recommendations at the beginning of each project, and when there is
a change in the mix design proportions or source of materials. The Engineer may
require a calibration test or yield check when a change in the characteristics of the
mixture is observed. The tolerances in proportioning the various ingredients shall be
according to ASTM C685.
730
601.08 Air Content Adjustment. When a batch of concrete delivered to the project does not
conform to the minimum specified air content, an air -entraining admixture conforming to
subsection 711.02 may be added per subsection 601.17. After the admixture is added, the
concrete shall be re -mixed for a minimum of 20 revolutions of the mixer drum at mixing speed.
The concrete shall then be re -tested by PC.
601.09 Forms.
(a) Design. Forms shall be mortar tight and sufficiently rigid to prevent distortion due to the
pressure of the concrete and other loads incidental to the concrete operations, including
vibration.
The rate of depositing concrete in forms shall be controlled to prevent deflections of the
form panels in excess of the deflections permitted by these specifications.
Forms for exposed concrete surfaces shall be designed and constructed so that the formed
surface of the concrete does not undulate excessively in any direction between studs, joists,
form stiffeners, form fasteners, or wales. Undulations exceeding 3/32 inch between the
center -to -center distance of studs, joists, form stiffeners, form fasteners, or wales will be
considered excessive. Should any form or forming system, even though previously
approved for use, produce a concrete surface with excessive undulations, its use shall be
discontinued until modifications satisfactory to the Engineer have been made. Portions of
concrete structures with surface undulations in excess of the limits may be rejected by the
Engineer.
Forms for drainage inlets may be constructed of any suitable material that will produce a
structure with the inside dimensions and at least the wall thicknesses shown on the plans.
Undulations of finished interior wall surfaces shall not exceed 0.5 inch.
Where called for in the Contract, the Contractor shall design and construct a permanent
bridge deck forming system. Based on what is indicated, the Contractor will be permitted
one of the following sets of options:
(1) If the plans indicate that permanent deck forms are optional, the Contractor shall have
the option of constructing a cast- in -place bridge deck using conventional forms, a full -
depth cast -in -place bridge deck using permanent steel bridge deck forms, or a partial
depth cast -in -place bridge deck using precast panel deck forms as a portion thereof.
(2) If the plans indicate that permanent deck forms are required, the Contractor shall have
the option of constructing a full depth cast -in -place bridge deck using permanent steel
bridge deck forms, or a partial depth cast -in -place bridge deck using precast panel
deck forms as a portion thereof.
731
(3)
If the plans indicate that precast panel deck forms are required, the Contractor shall
construct a partial depth cast -in -place bridge deck using precast panel deck forms as
a portion thereof.
When SCC is used, forms shall be designed for loads as defined in ACI 347. Design
calculations and form details shall be provided to the Engineer per Working Drawing
requirements as defined in subsection 105.02.
(b) Construction. Forms shall be constructed and maintained so as to prevent the opening of
joints due to shrinkage of the lumber. The use of ties consisting of twisted wire loops to
hold forms in position will not be permitted. Deck slab forms between girders shall be
constructed with no allowance for settlement relative to the girders.
The inside surfaces of forms shall be cleaned of all dirt, mortar, and foreign material. Forms
that will later be removed shall be thoroughly coated with form oil before use. The form oil
shall be a commercial quality form oil or other equivalent coating that will permit the ready
release of the forms and will not discolor the concrete.
Concrete shall not be deposited in the forms until all work connected with constructing the
forms has been completed; all materials required to be embedded in the concrete have
been placed, unless otherwise specified on the plans or approved; and the Engineer has
inspected said forms and material. Such work shall include the removal of all dirt, chips,
sawdust, water, and other foreign material from the forms.
Anchor devices may be cast into the concrete for later use in supporting forms or for lifting
precast members. The use of driven types of anchorages for fastening forms or form
supports to concrete will not be permitted.
Backforms may be omitted with the approval of the Engineer in cases involving footings
that can be placed in the dry without the use of cribs or cofferdams. In such cases, the
entire excavation shall be filled with concrete to the required elevation of the top of the
footing. The additional concrete required shall be placed at the expense of the Contractor,
except when footings are poured out to rock. Extra concrete required to pour footings out
to rock will be allowed in the concrete quantities, provided that no allowance will be made
for any concrete extending more than 6 inches in any direction beyond the neat lines of the
footings as shown on the plans.
Forms for the placement of deck concrete or other concrete work associated with structural
steel girders shall be constructed so that any concentrated loads applied to girder webs
shall be within 6 inches of a flange or stiffener. Where loads are applied to steel girder
webs, they shall be applied in a manner that will not produce distortion to the web.
For structural steel girders, temporary struts and ties shall be provided as necessary to
resist lateral loads applied to the girder flanges and to prevent appreciable relative
movement between the edge of deck form and the adjacent steel girder.
732
When SCC is used, forms shall be constructed and maintained to meet aesthetic or
smoothness criteria for the project. Form material other than plywood may be required.
(c) Form Lumber. Form lumber for all exposed concrete surfaces shall be dressed at least on
one side and two edges and shall be constructed so as to produce mortar -tight joints and
smooth, even concrete surfaces. Forms shall be filleted and chamfered as shown on the
plans and shall be given a bevel or draft in the case of all projections, such as girders and
copings, to assure easy removal.
Unless otherwise specified, forms for exposed surfaces shall be constructed with triangular
fillets 3/4 inch by 3/4 inch at all exterior corners.
(d) Metal Ties. Metal ties or anchorages within the forms shall be so constructed as to permit
their removal to a depth of at least 1/2 inch from the face without injury to the concrete.
When wire ties are used, the wires shall be cut back at least 1/4 inch from the face of the
concrete upon removal of the forms. The cavities shall be filled with cement mortar and the
surface left sound, smooth, even, and uniform in color.
(e) Walls. Where the bottom of the forms is inaccessible, the lower form boards shall be left
loose, or other provisions made so that extraneous material may be removed from the
forms immediately before placing the concrete.
(f) Surface Treatment. All forms shall be treated with oil before placing reinforcement except
that an approved non- petroleum base form release agent shall be used for surfaces that
are to receive Class 5, Masonry Coating Finish. Wood forms shall be thoroughly moistened
with water immediately before placing the concrete.
For rail members or other members with exposed faces, the forms shall be treated with an
approved form release agent to prevent the adherence of concrete. Material that will adhere
to or discolor the concrete shall not be used.
All concrete forms for surfaces to which Structural Concrete Coating is to be applied shall
be treated with a water -based concrete form release agent before placing reinforcement.
(g)
Metal Forms for General Use. The specifications for forms, regarding design, mortar
tightness, filleted corners, beveled projections, bracing, alignment, removal, reuse, and
oiling, apply to metal forms. The metal used for forms shall be of such thickness that the
forms will remain true to shape. All bolt and rivet heads shall be countersunk. Clamps, pins
or other connecting devices shall be designed to hold the forms rigidly together and to allow
removal without injury to the concrete. Metal forms that do not present a smooth surface or
do not line up properly shall not be used. Metal forms shall be free from rust, grease or
other foreign matter. Permanent steel bridge deck forms shall be as described in subsection
601.10.
(h) Removal of Forms. The forms for any portion of the structure shall not be removed until the
concrete is strong enough to withstand damage when the forms are removed.
733
Unless specified in the plans, forms shall remain in place for members that resist dead load
bending until the concrete has reached a compressive strength of at least 80 percent of the
required 28 -day strength, 0.80f 'c. Forms for columns shall remain in place until the
concrete has reached a compressive strength of at least 1,000 psi. Forms for sides of
beams, walls, or other members that do not resist dead load bending shall remain in place
until the concrete has reached a compressive strength of at least 0.80f 'c.
Forms and supports for cast -in -place concrete box culverts (CBCs) shall not be removed
until the concrete compressive strength exceeds 0.6fc for CBCs with spans up to and
including 12 feet, and 0.67f 'c for CBCs with spans exceeding 12 feet but not larger than 20
feet. Forms for CBCs with spans larger than 20 feet shall not be removed until after all
concrete has been placed in all spans and has attained a compressive strength of at least
0.80fc.
Concrete compressive strength shall be determined by maturity meters per ASTM C1074.
At the Pre -pour Conference, the Contractor shall submit the location where maturity meters
will be placed.
The Contractor shall provide maturity meters and all necessary wires and connectors. The
Contractor shall be responsible for the placement and maintenance of the maturity meter
and wire. At a minimum, a maturity meter shall be placed at the mid- span of beams and at
support locations. Placement shall be as directed by the Engineer.
For structures with multiple maturity meters, the lowest compressive strength shall
determine when the forms can be removed.
Acceptance cylinders shall not be used for determining compressive strength to remove
forms.
When field operations are controlled by maturity meters, the removal of forms, supports,
and housing and the discontinuance of heating and curing may begin when the concrete is
found to have the required compressive strength.
Forms for the median barrier, railing, or curbs may be removed at the convenience of the
Contractor after the concrete has hardened.
All forms shall be removed except permanent steel bridge deck forms and forms used to
support hollow abutments or hollow piers when no permanent access is available into the
cells. When permanent access is provided into box girders, all interior forms, falsework,
and loose material shall be removed, and the inside of box girders shall be cleaned with an
industrial vacuum.
When ESCAs are used, the removal of forms, supports and housing, and the
discontinuance of heating and curing may begin when the concrete is found to have the
required compressive strength.
734
(i) Patching. The mixed formula for patch mortar shall be determined by trial to obtain a good
color match with the concrete when both patch and concrete are cured and dry.
(j) Re -use of Forms. The shape, strength, rigidity, watertightness, and surface smoothness of
reused forms shall be maintained at all times. Warped or bulged lumber shall not be used.
(k) Precast Panel Deck Forms. Working drawings for precast panel deck forms shall be
submitted to the Engineer in conformity with subsection 105.02.
Prestressing for precast panel deck forms shall be per subsection 618.07(a).
Concrete for precast panel deck forms shall be cured per subsection 618.12.
Precast panel deck forms shall be stored and transported in a horizontal position and shall
conform to the requirements of subsections 618.14(c) and 618.15.
When precast panels are erected, the fit of mating surfaces shall have no more than a 1/8
inch gap to prevent concrete leakage. If such fit cannot be provided, the joint shall be filled
with grout or sealed with an acceptable caulking compound before the placing of the cast -
in -place portion of the slab.
Precast panels and their accessories, including components to set grade, shall not be
attached by welding to steel girders or other structural steel elements or reinforcing steel.
Welding, including arc strikes or grounding on any structural steel element, is prohibited.
The Engineer will inspect all girder flanges for blemishes from arc strikes. All identified
blemishes shall be repaired per AWS D1.5 Section 3.10. Repair of all blemishes shall be
at the Contractor's expense.
Support angles or other steel components that will be left in place and exposed to the
atmosphere in the final product shall be galvanized per subsection 509.11.
601.10 Permanent Steel Bridge Deck Forms.
(a) General. Permanent steel bridge deck forms for concrete deck slab may be used as an
alternate to removable forms pursuant to this specification and when specified on the plans.
Permanent steel bridge deck forms shall not be used in the cantilever portions of the deck
slab.
(b) Materials. Permanent steel bridge deck forms and supports shall be fabricated from steel
conforming to ASTM A653 (Grades A through E) having a galvanized coating designation
of Z600 (G165) according to ASTM A653.
(c) Design. The following criteria shall govern the design of permanent steel bridge deck forms:
735
1. The steel forms shall be designed on the basis of dead load of form, reinforcement,
and plastic concrete plus 50 pounds per square foot for construction loads. The unit
working stress in the steel sheet shall be not more than 0.725 of the specified minimum
yield strength of the material furnished, but not to exceed 36,000 pounds per square
inch.
If permanent steel bridge deck forms are used, the depth of slab shown on the plans
shall be provided above the forms. The weight of additional concrete to fill form flutes
and the steel form dead load shall not exceed a total of five pounds per square foot
from edge to edge of flanges in each bay and from front face to front face of
abutments.
2. Deflection under the mass of the forms, the plastic concrete and reinforcement shall
not exceed 1/180 of the form span or 1/2 inch whichever is less, but in no case shall
the design loading be less than 120 psf total.
The permissible form camber shall be based on the actual dead load condition.
Camber shall not be used to compensate for deflection in excess of the foregoing
limits.
3. The design span of the form sheets shall be the clear span of the form plus 2 inches
measured parallel to the form flutes.
4. Physical design properties shall be computed per requirements of the American Iron
and Steel Institute Specification for the Design of Cold Formed Steel Structural
Members, latest published edition.
5. All reinforcing steel shall have a minimum concrete cover of 1 inch.
6. Permanent steel bridge deck form shall not be used in panels where longitudinal deck
construction joints are located between stringers.
7. Permanent steel bridge deck forms and their accessories shall not be attached by
welding to steel girders or other structural steel bridge elements or reinforcing steel.
Welding, including arc strikes or grounding, on any structural steel element, is
prohibited. Blemishes, when found, shall be removed per AWS D1.5 Section 3.10. A
determination that a blemish exists will be made by the Engineer and the repair shall
be at the Contractor's expense.
8. The Contractor shall submit two sets of the fabricator's shop and erection drawings to
the Engineer. The drawings shall be designed and electronically sealed by the
Contractor's Engineer. The drawings will not be approved or returned to the
Contractor. The drawings shall indicate the grade of steel, the physical and section
properties of all permanent steel bridge deck form sheets, and attachment details.
736
(d) Construction. All forms shall be installed per fabrication and erection plans submitted to the
Engineer per subsection 601.10(c)(8)(8).
Form sheets shall not be permitted to rest directly on the top of the girder flanges. Sheets
shall be securely fastened to form supports and shall have a minimum bearing length of 1
inch at each end. Form supports shall be placed in direct contact with the girder flange. All
attachments shall be made by bolts, clips, or other approved means. Welding will not be
permitted to flanges.
Permanently exposed form metal where the galvanized coating has been damaged shall
be thoroughly cleaned, wire brushed and painted with two coats of zinc oxide -zinc dust
primer, Federal Specification TT -P-641 d, Type II, no color added, to the satisfaction of the
Engineer. Minor heat discoloration in areas of welds need not be touched up. Transverse
construction joints shall be located at the bottom of a flute and 1/4 inch weep holes shall
be field drilled at not more than 12 inches on center along the line of the joint.
(e) Placing of Concrete. Concrete shall be placed with proper vibration of the concrete to avoid
honeycomb and voids, especially at construction joints, expansion joints, valleys, and ends
of form sheets. Placement sequences, procedures, and mixes shall be approved by the
Engineer. Calcium chloride or any other admixture containing chloride salts shall not be
used in the concrete placed on permanent steel bridge deck forms.
When SCC is used, vibration shall not be used to consolidate the concrete.
(f)
Inspection. If the Engineer determines that the procedures used during the placement of
the concrete warrant inspection of the underside of the deck, the Contractor shall remove
at least one section of the forms at a location and time selected by the Engineer for each
span. This will be done as soon after placing the concrete as practicable in order to provide
visual evidence that the concrete mix and the Contractor's procedures are obtaining the
desired results. An additional section shall be removed if the Engineer determines that there
has been any change in the concrete mix or in the Contractor's procedures warranting
additional inspection.
After the deck concrete has been in place for a minimum period of two days, the concrete
shall be tested for soundness and bonding of the forms by sounding with a hammer as
directed. If areas of doubtful soundness are disclosed by this procedure, the Contractor
shall remove the forms from such areas as ordered, for visual inspection. If corrective action
is not required, the cost of form removal will be borne by the Department. If corrective action
is required, the cost of form removal and corrective action shall be borne by the Contractor.
The Contractor shall provide inspection platforms or other approved means of stationary
support from which the above visual inspection can be made.
601.11 Falsework.
737
(a) General. The Contractor shall be responsible for designing and constructing falsework. The
Contractor's Engineer shall determine whether falsework is necessary. When the
Contractor's Engineer determines falsework is unnecessary, the Contractor shall submit a
written statement signed by the Contractor's Engineer so stating. The Contractor's
Engineer shall prepare and electronically seal all falsework drawings including revisions,
which shall meet the requirements of subsection 601.11. The Contractor shall stamp the
drawings "Approved for Construction" and submit to the Engineer. The Engineer will not
approve the drawings.
(b) Certification. Before placement of any concrete supported by falsework, the Contractor's
Engineer shall certify that falsework materials and construction have been inspected and
that all falsework design, materials, and construction conform to the requirements of the
Contract and are safe for the placement of concrete. A copy of the certification on an
acceptable form shall be submitted to the Engineer for record purposes.
(c) Falsework Design.
1. The falsework design drawings shall show the stresses and deflections in all load
supporting members and anticipated total settlement of falsework footings and joint
take-up. Anticipated settlements shall not exceed 1 inch. The maximum deflection
used in the design of the falsework shall be 1/270 of clear span, irrespective of the
fact that the deflection may be compensated for by camber strips.
2. The design of falsework shall be based on the use of loads and conditions that are no
less severe than those described in this section. The stresses listed are based upon
the use of undamaged, high -quality materials and such stresses shall be reduced by
the Contractor if lesser quality materials are to be used. The Contractor is responsible
for the proper evaluation of the falsework materials and design of the falsework to
safely carry the actual loads imposed.
3. The design load for falsework shall consist of the sum of dead and live vertical loads
and an assumed horizontal load.
A. Dead loads shall include the weight of concrete, reinforcing steel, forms, and
falsework. The weight of concrete and reinforcing steel shall be assumed to be
at least 150 pounds per cubic foot for normal concrete and at least 120 pounds
per cubic foot for lightweight concrete.
B. Timber dead load is 50 pounds per cubic foot. The dead load of timber forms
may be assumed at 10 pounds per square foot for members smaller than 6 -inch
x 6 inch. Dead load for steel and steel forms shall be 490 pounds per cubic foot.
The weight of any other forming materials shall be specified on the drawings.
C. Live loads shall consist of the actual weight of any equipment to be supported by
falsework applied as concentrated loads at the points of contact and a uniform
load of at least 50 pounds per square foot applied over the area supported.
738
4. The assumed horizontal load to be resisted by the falsework bracing system shall be
the sum of the actual horizontal loads due to equipment, construction sequence or
other causes and an allowance for wind; however, the assumed horizontal load to be
resisted in any direction shall not be less than 2 percent of the total dead load for
falsework up to 30 feet high, and four percent for falsework over 30 feet high. The
falsework shall be designed so that it will have sufficient rigidity to resist the horizontal
load before the placement of concrete.
5. The entire bridge superstructure cross-section, except railing, shall be considered to
be placed at one time except as provided. Girder stems and connected bottom slabs,
if placed more than five days before the top slab, may be considered to be self-
supporting between falsework posts at the time the top slab is placed, provided that
the distance between falsework posts does not exceed four times the depth of the
portion of the girder placed in the first pour.
6. Falsework footings shall be designed to carry the load imposed upon them without
exceeding the estimated soil bearing values and anticipated settlements.
7. Foundations for individual towers where the maximum leg load exceeds 30 kips shall
be designed and constructed to provide uniform settlement under all legs of each
tower under all loading conditions.
8. If the concrete is to be post -tensioned in the field, the falsework shall be designed to
support all increased or readjusted loads caused by the prestressing forces, as shown
on the plans.
9. The falsework design drawings shall include the following minimum information:
(1) Type and grade of structural materials.
(2) Allowable material stresses in bending, compression, and shear.
(3) Modulus of elasticity, "E".
(4) Stress factors if used for short-term duration loading (timber only).
(5) Summary of critical tower leg loads and locations on falsework drawings.
(6) Weight of deck finishing machine and wheel or support spacing.
(7) References for load data used for standardized falsework components.
(8) Specification references for design criteria.
739
(9) The bearing value of the soil as determined by the Contractor when footing type
foundations are to be used.
10. Falsework design shall be based on the current edition of one of the following
applicable specifications. However, it shall be based on AASHTO Specifications if
highway traffic is to be supported.
AASHTO American Association of State Highway and Transportation Officials, Load
and Resistance Factor Design Bridge Design Specifications
AISC American Institute of Steel Construction, Manual of Steel Construction
ACI American Concrete Institute, Formwork for Concrete SP4 Building Code
Requirements for Reinforced Concrete
NFPA National Forest Products Association, National Design Specifications for
Stress Grade Lumber
AITC American Institute of Timber, AITC Construction Manual
11. Manufactured Assemblies. Loading of jacks, brackets, columns, joists, and other
manufactured devices shall not exceed the manufacturer's recommendations or 40
percent of the ultimate load -carrying capacity of the assembly based on the
manufacturer's tests or additional tests as necessary. The maximum allowable dead
load deflection of joists shall be limited to 1/500 of their spans.
The Contractor shall furnish catalog or equivalent data showing the manufacturer's
recommendations or perform tests, as necessary, to demonstrate the adequacy of
any manufactured device proposed for use. The Contractor shall not substitute other
manufacturer's components unless the manufacturer's data encompasses such
substitutions or field tests affirm the integrity of the system.
12. Connection details shall be so designed that structural shoring members are secure
for all loading conditions.
(d) Falsework Construction. The falsework shall be constructed per the falsework drawings.
Suitable jacks, wedges, or camber strips shall be used to set the forms to the required
grade or camber and to take up any settlement in the formwork either before or during the
placing of concrete. Supports for deck slab forms shall be constructed so as to prevent
settlement relative to the girders. The amount of camber to be used to represent the
behavior of the permanent structure is shown on the plans.
Falsework and formwork for the placement of deck concrete or other concrete work
associated with structural steel girders shall be constructed so that any concentrated loads
applied to girder webs shall be within 6 inches of a flange or stiffener. Where loads are
applied to steel girder webs, they shall be applied in a manner that will not produce
distortion to the web.
For structural steel girders, temporary struts and ties shall be provided as necessary to
resist lateral loads applied to the girders and to prevent movement between adjacent steel
740
girders. Where the deck overhang exceeds '/s of the distance between steel girders,
bracing shall be provided to prevent rotation of the exterior girder due to the weight of the
overhang falsework and formwork and concrete placement operations. Struts and ties shall
also be provided between interior steel girders to prevent movement between girders.
Falsework drawings for bracing, struts, and ties shall be submitted and conform to the
requirements of subsection 601.11(a).
The Contractor shall provide tell -tales attached to the forms and readable from the ground,
in enough systematically placed locations, to determine the total settlement of the entire
portion of the structure where concrete is being placed.
Should unanticipated events occur, including settlements that deviate more than plus or
minus 3/8 inch from those indicated on the falsework drawings, which in the opinion of the
Engineer would prevent obtaining a structure conforming to the requirements of these
specifications, the placing of concrete shall be discontinued until the corrective measures
satisfactory to the Engineer are provided. In the event satisfactory measures are not
provided before the initial setting of the concrete in the affected area, the placing of concrete
shall be discontinued at a location determined by the Engineer. All unacceptable concrete
shall be removed.
(e) Falsework Removal. Unless specified in the plans or specifications, falsework shall remain
in place until the concrete has attained a minimum compressive strength of 0.80 f'c.
Falsework supporting any span of a simple span bridge shall not be released until after all
concrete, excluding concrete above the bridge deck, has attained a compressive strength
of at least 0.80 fc.
Falsework supporting any span of a continuous or rigid frame bridge shall not be released
until after all concrete, excluding concrete above the bridge deck, has been placed in all
spans and has attained the compressive strength of at least 0.80 fc.
Falsework for arch bridges shall be removed uniformly and gradually, beginning at the
crown, to permit the arch to take its load slowly and evenly.
Falsework supporting overhangs and deck slabs between girders shall not be released until
the deck concrete has attained a compressive strength of at least 0.80 fc.
Falsework for pier caps which will support steel or precast concrete girders shall not be
released until the concrete has attained a compressive strength of at least 0.80 fc. Girders
shall not be erected onto such pier caps until the concrete in the cap has attained the
compressive strength of at least 0.80 fc.
Falsework for cast -in -place prestressed portions of structures shall not be released until
after the prestressing steel has been tensioned.
741
Concrete compressive strength shall be determined by maturity meters per ASTM C1074.
At the Pre -Pour Conference, the Contractor shall submit the location that maturity meters
will be placed.
The Contractor shall provide maturity meters and all necessary wires and connectors. The
Contractor shall be responsible for the placement and maintenance of the maturity meters
and wires. At a minimum, a maturity meter shall be placed at the mid -span of beams and
at support locations. Placement shall be as directed by the Engineer.
For structures with multiple maturity meters, the lowest compressive strength shall
determine when the falsework can be removed.
Acceptance cylinders shall not be used for determining compressive strength to remove
falsework.
601.12 Placing Concrete.
(a) General. A Pre -placement Conference shall be held with the selected Contractor and
Department personnel before the placement of concrete bridge decks to discuss the
method and sequence of placing concrete.
At the Pre -placement Conference, the Contractor shall present a concrete winter protection
plan for acceptance by the Engineer. The accepted concrete winter protection plan shall
contain information on the number and type of heat sources to be used, a sketch detailing
the enclosure materials, and all other pertinent information. Sufficient equipment shall be
supplied to continuously maintain the specified temperature uniformly in all parts of the
enclosure. Insulated blankets on top of the bridge deck and freely circulated artificial heat
below the deck will be permitted.
Concrete shall not be placed until forms have been completed and materials required to be
embedded in the concrete have been placed, and the Engineer has inspected the forms
and materials. The forms shall be cleaned of all debris before concrete is placed.
The external surface of all concrete shall be thoroughly worked during the placing by means
of tools of an approved type. The working shall be such as to force all coarse aggregate
from the surface and to bring mortar against the forms to produce a smooth finish
substantially free from water and air pockets, or honeycomb.
Water or finishing aids shall not be added to the surface of the concrete to assist in finishing
operations.
Hand finishing shall be minimized wherever possible. The hand finishing methods shall be
addressed in the Process Control Plan for concrete finishing. Hand -finished concrete shall
be struck off and screeded with a portable screed that is at least 2 feet longer than the
maximum width of the surface to be struck off. It shall be sufficiently rigid to retain its shape.
Concrete shall be thoroughly consolidated by hand vibrators. Hand finishing shall not be
742
allowed after the concrete has been in place for more than 30 minutes or when the initial
set has begun. Finishing tools made of aluminum shall not be used.
The Contractor shall provide a Process Control Plan (PCP) to ensure that proper hand
finishing is accomplished per current industry standards. It shall identify the Contractor's
method for ensuring that the provisions of the PCP are met. The PCP shall be submitted to
the Engineer at the Pre -construction Conference. Concrete placement shall not begin until
the Engineer has approved the PCP. The PCP shall identify and address issues affecting
the quality of finished concrete including but not limited to:
(1) Timing of hand finishing operations.
(2) Methodology to place and transport concrete.
(3) Equipment and tools to be utilized.
(4) Qualifications and training of finishers and supervisors.
When the Engineer determines that any element of the approved PCP is not being
implemented or that hand -finished concrete is unacceptable, work shall be suspended. The
Contractor shall supply a written plan to address improperly placed material and to remedy
future hand -finishing failures and bring the work into compliance with the PCP. The
Engineer will review the plan for acceptability before authorizing the resumption of
operations.
(b) Hot Weather Limitations. Placing of concrete during hot weather shall be limited by the
temperature of the concrete at the time of placing. Mixed concrete that has a temperature
of 90 °F or higher, shall not be placed.
The Contractor shall provide fogging equipment and keep the concrete surface moist at all
times by fogging with an approved atomizing nozzle until the curing material is in place.
The aggregate stockpiles shall be kept moist at all times.
(c) Cold Weather Limitations. The mixed concrete temperature shall be between 50 and 90 °F
at the time of placement. Water, aggregates, or both shall be heated, when necessary,
under such control and in sufficient quantities to avoid fluctuations in the temperature of the
concrete of more than 10 °F from batch to batch.
To avoid the possibility of flash set when the water is heated to a temperature in excess of
100 °F, the water and the aggregates shall be charged into the mixer before the cement is
added.
Heating equipment or methods that alter or prevent the entrainment of the required amount
of air in the concrete shall not be used. The equipment shall be capable of heating the
materials uniformly. Aggregates and water used for mixing shall not be heated to a
743
temperature exceeding 150 °F. Materials containing frost or lumps of frozen material shall
not be used.
Stockpiled aggregates may be heated by the use of dry heat or steam. Aggregates shall
not be heated directly by gas or oil flame or on sheet metal over fire.
When aggregates are heated in bins, steam -coil or water -coil heating, or other methods
that will not be detrimental to the aggregates may be used. The use of live steam on or
through binned aggregates will not be permitted.
Concrete shall not be placed on frozen ground. Before concrete placement, all ice, snow,
and frost shall be completely removed from within formwork. Salt shall not be used to thaw
ice, snow, or frost.
(d) Chutes and Troughs. Concrete shall be placed so as to avoid segregation of the materials
and the displacement of the reinforcement.
Concrete shall not be dropped more than 5 feet unless confined by closed chutes or pipes.
Care shall be taken to fill each part of the form by depositing the concrete as close to the
final position as possible. The coarse aggregate shall be worked back from the forms and
worked around the reinforcement without displacing the bars. After the initial set of the
concrete, the forms shall not be jarred, and strain shall not be placed on the ends of
projecting reinforcement.
Where steep slopes are required, the chutes shall be equipped with baffle boards or be in
short lengths that reverse the direction of movement.
The Contractor shall not use pipes, fittings, chutes, troughs, spouts, or tremies that are
fabricated of aluminum materials for pumping, conveying, or placing concrete.
Concrete shall not be pumped through aluminum alloy pipe.
All chutes, troughs, and pipes shall be kept clean and free from coatings of hardened
concrete.
(e) Vibrating. Unless otherwise directed, the concrete shall be consolidated with suitable
mechanical vibrators operating within the concrete. When required, vibrating shall be
supplemented by hand spading with suitable tools to assure proper and adequate
consolidation.
Vibrators shall be of a type and design approved by the Engineer. They shall be capable
of frequencies of at least 10,000 vibrations per minute, in air.
Vibrators shall be so manipulated as to work the concrete thoroughly around the
reinforcement and embedded fixtures and into corners and angles of the forms. Vibrators
shall not be used as a means to cause concrete to flow or run into position in lieu of placing.
744
The vibration at any point shall be of sufficient duration to accomplish consolidation but
shall not be prolonged to the point where segregation occurs.
When SCC is used, vibrators shall not be used to consolidate the concrete.
Depositing Concrete Under Water. Concrete, except for cofferdam seals, shall not be
deposited under water, unless approved by the Engineer. If approved, care shall be
exercised to prevent the formation of Iaitance. Concrete shall not be deposited until all
Iaitance, which may have formed on concrete previously placed, has been removed.
Pumping shall be discontinued while depositing foundation concrete if it results in a flow of
water inside the forms. Concrete deposited under water shall be carefully placed in a
compact mass in its final position by means of a concrete pump and tremie. The discharge
or bottom end of the tremie shall be lowered to contact the foundation at the start of the
concrete placement and shall be raised during the placement at a rate that will ensure that
the bottom or discharge end of the tremie is continuously embedded or buried in fresh
concrete a minimum of 12 inches. Air and water shall be excluded from the tremie pipe by
keeping the pipe continuously filled. The continuity of the placement operation shall be
maintained without breaking the seal between the concrete mass and the discharge end of
the tremie until the lift is completed. The placed concrete shall not be disturbed after it has
been deposited.
Placement. Concrete shall be placed in horizontal layers not more than 18 inches thick
except as provided. When less than a complete layer is placed in one operation, it shall be
terminated in a vertical bulkhead. Each layer shall be placed and consolidated before the
preceding batch has taken an initial set. Each layer shall be so consolidated as to avoid the
formation of a construction joint with a preceding layer that has not taken an initial set.
Bridge deck concrete on superelevation or grade that exceeds 2 percent shall be placed
from the low point upward.
When the placing of concrete is temporarily discontinued, the concrete, after becoming firm
enough to retain its form, shall be cleaned of Iaitance and other objectionable material to a
sufficient depth to expose sound concrete. The top surfaces of concrete adjacent to the
forms shall be smoothed with a trowel to minimize visible joints upon exposed faces. Work
shall not be halted within 18 inches of the top of any face, unless provision has been made
for a coping less than 18 inches thick, in which case the construction joint may be made at
the underside of the coping.
Immediately after the work of placing concrete is halted, all accumulations of mortar
splashed upon the reinforcement and surfaces of forms shall be removed before the
concrete takes its initial set. Care shall be taken when cleaning reinforcing steel to prevent
damage to or breakage of the concrete -steel bond.
Where Class DT concrete is used for patching, repair, or topping of existing concrete, the
area that the Concrete Class DT contacts shall be prepared by shot blasting 1/8 to 3/16
inch deep or rotomilling. If Class DT concrete is not placed within one week of the shot
blasting or rotomilling the area shall then be sandblasted and cleaned of all sand, concrete
745
fragments, dirt, and other foreign material within one week of placement. The area shall be
moistened two to four hours before placement and shall be free of standing water at the
time of placement.
When concrete is placed by pumping, the pumping equipment shall be thoroughly cleaned
before concrete placement. Excess form release agent shall be removed from the hopper.
The pump shall be primed at the Contractor's expense by pumping and discarding enough
concrete to produce a uniform mix exiting the pump. At least 0.25 cubic yards of concrete
shall be pumped and discarded to prime the pump. Water or admixtures shall not be added
directly into the concrete pump hopper after placement has commenced. If water or
admixtures are added to the concrete pump hopper, all concrete in the concrete pump
hopper and the line shall be discarded and the pump shall be re -primed at the Contractor's
expense.
The pump operator shall have a valid operator's certification from the American Concrete
Pumping Association or approved equal. Boom pumps shall have a documented current
inspection as required by ASME B30.27. Equipment added to the pump shall meet the
pump manufacturer's specifications. The Contractor shall submit the specifications of the
pumping equipment and the qualifications of the operator to the Engineer for review at least
two weeks before pumping concrete. Equipment and operators rejected by the Engineer
shall be replaced at the Contractor's expense.
The pump shall be operated so that a continuous stream of concrete is produced. The
pump equipment shall use a minimum of one of the following to maintain concrete
uniformity:
(1) A 360 -degree loop immediately before the delivery end of the pump line.
(2) A minimum one -inch reducer installed at the entry to the delivery hose.
(3) A minimum one inch reducing delivery hose.
(4) A cable attached to the pump boom creating a minimum 90 -degree bend in the steel
braided flexible hose. The point of discharge from the flexible hose at the end of the
boom shall be at or above the lowest point of the bend.
(5) On horizontal pours, a 10 -foot minimum horizontal delivery system placed on the deck.
(6) Other approved methods.
Metal pump lines or couplings shall not rest directly on epoxy -coated reinforcing steel.
The point of discharge of the pump shall be as close to the bridge deck elevation as
possible.
746
When SCC is used, concrete should be placed in one layer for the full depth of the
formwork. No maximum layer thickness applies.
(h) Placing Sequence. Unless otherwise shown on plans, or ordered, the concrete placing
sequence shall be as follows:
Concrete in columns shall be placed in one continuous operation. The concrete in columns
shall be allowed to set at least 12 hours before caps are placed. Each span of simple span
concrete slab and girder bridges less than 30 feet in length shall be placed in one
continuous operation.
Concrete for simple or continuous girder spans greater than 30 feet shall be placed in two
operations; the first operation shall consist of placing the girder stems and any slab at the
bottom of the stems, and the second operation shall consist of placing the top deck slab.
The second pour shall not be made until the first pour has reached a compressive strength
of twice the design unit stress shown on the plans.
Transverse construction joints shall be located as shown on the plans, or as approved.
Concrete slabs on simple span steel girder bridges shall be poured in one continuous
operation for each span. If approval is given to place the deck of the entire structure, the
Contractor shall use an approved retarder, when necessary, to retain the workability of the
concrete and to obtain the desired finish.
Concrete slabs on continuous span steel girder bridges shall be placed per the placing
sequence shown on the plans. The Contractor may place the deck of the entire structure
in one operation when approved. An approved retarder shall be used, when necessary, to
retain the workability of the concrete and to obtain the desired finish. The leading edge of
the freshly placed concrete shall be kept parallel to the substructure so that the girders will
be loaded evenly during the placing and screeding operation.
(i) Drainage and Weep Holes. Drainage and weep holes shall be constructed at locations
shown on the plans or as ordered. Ports or vents for equalizing hydrostatic pressure shall
be placed below low water.
Forms for weep holes shall consist of approved form material. Wooden forms shall be
removed after the initial set of concrete has taken place.
Inlets of weep holes shall be surrounded with 1 cubic foot of filter material in a burlap sack,
securely tied.
(j) Construction Joints. Construction joints shall be made only where located on the plans or
shown in the placing schedule, unless otherwise approved.
All construction joints shall be cleaned of surface laitance, curing compound, and other
foreign materials before fresh concrete is placed against the surface of the joint. Abrasive
747
blast methods shall be used to clean construction joints between concrete girders and
adjoining deck slabs. When the optional construction joints shown on the plans are used,
any additional reinforcing steel shall be furnished and placed by the Contractor at no
expense to Weld County.
Surfaces on which concrete is to be placed shall be thoroughly moistened with water
immediately before placing concrete. When concrete is to be placed on or adjacent to
hardened concrete surfaces, the surface shall be saturated surface dry.
Saturated surface dry concrete has no water on its surface. The pores of the concrete
beneath the surface are moist.
Where construction joints are allowed on visible surfaces, chamfer strips attached to the
forms or other approved methods shall be utilized to provide an even joint appearance.
When the plans show new concrete to be joined to existing concrete by means of bar
reinforcing dowels placed in holes drilled in the existing concrete, the diameter of the holes
shall be the minimum needed to place nonshrink grout or epoxy grout and the dowel.
Immediately before placing the dowels, the holes shall be cleaned of dust and other foreign
material and sufficient grout placed in the holes so that there are no voids in the drilled
holes after the dowels are inserted.
(k) Float Finish on Horizontal Surfaces. All freshly placed concrete on horizontal surfaces shall
be given a float finish except as otherwise provided in the plans. Bridge decks and bridge
sidewalks shall be finished per subsection 601.15(e). A float finish shall be achieved by
placing an excess of material in the form and removing or striking off the excess with a
template, forcing the coarse aggregate below the mortar surface. Creation of concave
surfaces shall be avoided. After the concrete has been struck off, the surface shall be
thoroughly worked and floated with a suitable floating tool. Before the finish has set, the
surface cement film shall be removed with a fine brush in order to have a fine-grained,
smooth but sanded texture.
(I) Loading Piers and Abutments. Superstructure dead loads shall not be applied until piers
and abutments have attained a compressive strength of 0.80 fc.
Concrete compressive strength shall be determined by maturity meters per ASTM C1074.
The Contractor shall provide an as -constructed survey of the abutments and piers before
girder erection. The Contractor shall submit to the Engineer a copy of the survey notes
detailing the girder seat elevations, anchor bolt locations and projections, and span
distances from centerline of bearing to centerline of bearing. The survey notes shall indicate
all adjustments necessary for bearing device dimensions other than those shown on the
plans. The Contractor shall submit details for all adjustments to the Engineer for approval.
I (m) Opening to Traffic. Concrete structures shall remain closed to traffic, and shall not carry the
Contractor's equipment, for 21 days after placement of the concrete deck is completed. The
748
structure may be opened to traffic earlier if the concrete deck and all other concrete has
attained the Field Compressive Strength given in Table 601-1. Concrete compressive
strength shall be determined by maturity meters per ASTM C1074.
In addition, for cast -in -place prestressed bridges, construction vehicles whose gross weight
exceeds 2,000 pounds, shall not be allowed on any span until prestressing steel for that
span has been tensioned.
(n) Epoxy Bonder. An epoxy bonder meeting the requirements of subsection 712.10 shall be
used where epoxy bonder is called for on the plans.
(o) Backfilling Structures that Support Lateral Earth Pressure. Concrete compressive strengths
shall reach f'c before backfilling operations can begin with heavy equipment, such as skid -
steers or self -powered riding compactors. Concrete compressive strengths shall reach
0.80fc before backfilling operations can begin with hand -operated equipment. Concrete
compressive strength shall be determined by maturity meters per ASTM C1074.
601.13 Curing Concrete Other Than Bridge Decks. When the ambient temperature is below
35 °F the Contractor shall maintain the concrete temperature above 50 °F during the curing
period. It shall be the Contractor's responsibility to determine for himself the necessity for
undertaking protective measures.
The minimum curing period shall be determined by one of the following methods. The Engineer
shall review for adequacy, the Contractor's determination of the curing period.
(1) The minimum curing period shall be 120 hours.
(2) The minimum curing period shall be from the time the concrete has been placed until the
concrete has met a compressive strength of 80 percent of the required field compressive
strength. The Contractor shall develop a maturity relationship for the concrete mix design
per ASTM C1074. The Contractor shall provide the maturity meter and all necessary
thermocouples, thermometers, wires and connectors. The Contractor shall place, protect
and maintain the maturity meters and associated equipment. Locations where the maturity
meters are placed shall be protected in the same manner as the rest of the structure.
Enclosures with artificial heat sources will be permitted. If enclosures are used the Contractor
shall monitor the structural integrity of the enclosure. Artificial heat sources shall not be placed
in such a manner as to endanger formwork or expose any area of concrete to drying due to
excessive temperatures. At the end of the curing period, the protection shall remain in place until
it can be removed without permitting the concrete temperature to fall more than 50 °F in a 24 -
hour period. Sudden changes in concrete temperature shall be prevented.
Immediately after placing fresh concrete, all concrete shall be cured by one of the following
methods. The Engineer shall review for adequacy, the curing method proposed by the
Contractor.
749
(a) Water Method. All surfaces other than slabs shall be protected from the sun and the whole
structure shall be kept wet throughout the curing period. Surfaces requiring a Class 2 finish
may have the covering temporarily removed for finishing, but the covering must be restored
as soon as possible. All concrete slabs shall be covered as soon as possible with suitable
material so that concrete is kept thoroughly wet for at least five days. The concrete surface
shall be kept moist at all times by fogging with an atomizing nozzle until the covering is
placed.
(b) Membrane Forming Curing Compound Method. Curing compound may be applied only to
those surfaces, which are to receive a Class I or Class 4 final finish. A volatile organic
content (VOC) compliant curing compound conforming to ASTM C309, Type 2 shall be
used on surfaces where curing compound is allowed, except that Type 1 curing compound
shall be used on exposed aggregate or colored concrete, or when directed by the Engineer.
Curing compound shall not be used on construction joints. The rate of application of curing
compound will be per the manufacturer's recommendation but shall not be more than 300
square feet per gallon. All concrete cured by this method shall receive two applications of
the curing compound. The first coat shall be applied immediately after stripping of forms
and acceptance of the concrete finish. If the surface is dry, the concrete shall be thoroughly
wet with water and the curing compound applied just as the surface film of water
disappears. The second application shall be applied after the first application has set.
During curing operations, all unsprayed surfaces shall be kept wet with water. The coating
shall be protected against marring for a period of at least 10 days after application. Coating
marred, or otherwise disturbed, shall be given an additional coating. Should the surface
coating be subjected continuously to injury, the Engineer may require that water curing, as
described in subsection 601.13(a) be applied at once. When using a curing compound, the
compound shall be thoroughly mixed within an hour before use. If the use of a curing
compound results in a streaked or blotchy appearance, its use shall be discontinued. Water
curing, as described in subsection 601.13(a), shall then be applied until the cause of the
defective appearance is corrected.
(c) Form Method. Concrete shall be protected by forms during the curing period. Forms shall
be kept moist, when necessary, during the curing period to ensure the concrete surface
remains wet.
(d) Blanket Method. Electrically heated curing blankets or insulation blankets may be used in
cold weather to maintain the specified curing temperature and to retain moisture in the
concrete. Blankets shall be lapped at least 8 inches and shall be free of holes. Blankets
shall be secured at laps and edges to prevent moisture from escaping.
(e) The following procedures shall be followed if the temperature of the concrete structure falls
below 32 °F before the concrete reaches 80 percent of the required field compressive
strength:
(1) The Contractor will take cores at locations designated by the Engineer.
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(2) The Engineer will take immediate possession of the cores and submit the cores to a
petrographer for examination per ASTM C856.
(3)
All costs associated with coring, transmittal of cores, and petrographic examination
shall be borne by the Contractor regardless of the outcome of the petrographic
examination.
(4) Concrete damaged by frost as determined by the petrographic examination shall be
removed and replaced at the Contractor's expense.
601.14 Finishing Hardened Concrete Surfaces.
(a) General. Unless otherwise authorized, all formed surfaces shall be finished with Class 1
finish. Generally, for form -cured surfaces, this finish will be constructed immediately
following curing.
Where curing compound is allowed by subsection 601.13(b), the Class I finish shall be
applied immediately after the forms are removed and forms may be removed for only that
portion of the work that can be finished in the remainder of a workday. The exposed
concrete shall be kept damp during the finishing period and covered with the curing
compound immediately following the completion of the finishing.
Structural Concrete Coating shall be the final finish for all concrete surfaces designated on
the plans and in these specifications.
(b) Classes of Finish. The various classes of finish are described as follows:
1. Class 1, Ordinary Surface Finish. All fins and irregular projections shall be removed
from all surfaces except those which are not to be exposed or are not to be
waterproofed. On all surfaces, the cavities produced by form ties, honeycomb spots,
broken corners or edges, and other defects shall be thoroughly cleaned, moistened
with water, and carefully pointed and trued with a mortar consisting of cement and fine
aggregate and the surface left sound, smooth, even, and uniform in color. Mortar used
in pointing shall be not more than 30 minutes old. The mortar patches shall be cured
as specified in subsection 601.13 or other approved methods. All construction and
expansion joints in the completed work shall be left carefully tooled and free of all
mortar and concrete. The joint filler shall be left exposed for its full length with clean
and true edges.
2. Class 2, Rubbed Finish. After completion of Class 1 Ordinary Surface Finish, the
rubbing of concrete shall be started as soon as its condition will permit. Immediately
before starting this work the concrete shall be moistened with water. Sufficient time
shall have elapsed before the wetting down to allow the mortar used in the pointing to
thoroughly set. Surfaces to be finished shall be rubbed with a medium -coarse
carborundum stone, using a small amount of mortar on its face. The mortar shall be
composed of cement and fine sand mixed in the same proportions as the concrete
751
being finished. Rubbing shall be continued until all form marks, projections, and
irregularities have been removed, all voids filled, and a uniform surface has been
obtained. The paste produced by this rubbing shall be left in place.
After all concrete above the surface being treated has been cast; the final finish shall
be obtained by rubbing with a fine carborundum stone and water. This rubbing shall
be continued until the entire surface is of a smooth texture and uniform color.
After the final rubbing is completed and the surface has dried, it shall be wiped with
burlap to remove loose powder and shall be left free from all unsound patches, paste,
powder, and objectionable marks.
3. Class 4, Sand Blasted Finish. The cured concrete surface shall be sandblasted with
hard, sharp sand to produce an even fine-grained uniform surface in which the mortar
has been cut away. An exposed aggregate finish will not be required. However,
aggregate exposed incidentally to achieving the specified surface will be acceptable.
4. Structural Concrete Coating. Unless otherwise shown on the plans, the coating shall
be applied to all exposed concrete elements of the structure above the ground line,
including the tops of all pier caps and abutment seats, and shall extend 1 foot below
the finished ground line. Bridge bearing devices, curb and barrier cover plates, fence,
and steel bridge rail shall be masked or otherwise protected to prevent structural
concrete coating from coming into contact with them.
The final color of the Structural Concrete Coating shall have the Engineer's written
approval before batching and application on the project. Approval of the final color of
the coating will be determined by the Engineer as follows:
A. A 1 -foot -by -1 -foot sample of each color required by the plans shall be submitted
to the Engineer. The sample coating shall be applied to surfaces similar in texture
to the concrete surfaces to which the coating will be applied on the project. The
sample coating shall be applied by the same methods to be used in field
application.
B. At least three weeks before beginning application of the Structural Concrete
Coating, 100 square foot test panels shall be prepared for each color selected
by the Engineer. The test panels shall be produced on the actual concrete
surface on which the final product will be placed, at a location designated by the
Engineer where all the required color and texture combinations may be viewed
adjacent to each other. The coatings shall be applied to the test panels by the
same methods to be used in the final field application. The Engineer shall be
allowed one week after application of the last test panel for review and approval.
Concrete surfaces to which the structural concrete coating will be applied shall be
prepared as follows:
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(1) Following curing of the concrete per subsection 601.13, all projections and bulges
shall be removed and the surface sandblasted. Sandblasting shall profile the
concrete surface, remove all form release agents, and all other deleterious
materials that would inhibit the bond of the Structural Concrete Coating. The profile
of the sandblasted concrete surface shall be equivalent to Concrete Surface Profile
Three (CSP 3) as defined in Technical Guideline No.03732, "Selecting and
Specifying Concrete Surface Preparation for Sealers, Coatings, and Polymer
Overlays" by the International Concrete Repair Institute. The Contractor shall
provide a CSP 3 chip for use on the project.
(2) A mortar mix, proportioned by volume, consisting of one part Portland cement, two
to three parts sand (conforming to the requirements of ASTM C144), and an
approved bonding agent shall be used to patch all holes produced by form ties,
honeycombing, voids 1/2 inch or larger in any dimension, broken corners and
edges, and other defects. The mortar mix shall include an approved bonding agent.
The quantity and application procedure of the bonding agent shall be per the
recommendations of the manufacturer of the bonding agent. Areas to be patched
shall be moistened with water before the mortar is applied, and the patched area
shall be float finished and left flush with the concrete surface without checking or
cracking of patches. Patching shall be done when the ambient temperature is at
least 40 °F. Holes deeper than 3/4 inch shall be filled in layers that do not exceed
3/4 inch in thickness.
(3)
Within 24 hours before applying Structural Concrete Coating, the concrete surface
to be coated shall be cleaned by water blasting at a minimum pressure of 3,000
psi to remove dust, dirt, and other materials that would inhibit the bonding of the
coating. If the surface is contaminated before application of the coating, it shall be
recleaned as required before application of the coating.
New concrete shall be at least 28 days old or as approved in writing by the coating
manufacturer before the coating is applied.
The coating shall be applied at a rate that will provide a minimum dry film thickness
of 10 to 12 mils without texturing agent. The coating shall be mixed by a
mechanical mixer and applied by spraying. Workmanship shall be such that the
final coated surface is colored and textured uniformly and presents a pleasing
appearance. All areas determined by the Engineer to be insufficiently coated shall
be recoated.
The coating shall be applied only when the ambient temperature is between 40 °F
and 90 °F and is anticipated to remain above 40 °F for a minimum of 24 hours.
The surface to be coated shall be dry and free of frost.
601.15 Bridge Deck Placing, Consolidating and Finishing. The Contractor shall prepare a
written Process Control Plan (PCP) that defines the process control measures the Contractor
will use to ensure the placing, consolidating, and finishing, curing, and weather protection of the
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bridge deck conforms to the Contract requirements. The Contractor may refer to the Structural
Concrete Pre -pour Conference Agenda in the CDOT Construction Manual for examples of items
that should be included in the PCP. It shall also identify the Contractor's method for ensuring
that the provisions of the PCP are met. The Contractor shall submit the PCP to the Engineer for
written approval before the Pre -pour Conference.
A Pre -placement Conference shall be held at a time mutually agreed upon before the initial
placement of bridge deck concrete. Representatives of the ready -mix producer and the
Contractor shall meet with the Engineer to discuss the following topics:
• Concrete Mix materials and Proportions (cement content, effect of admixtures, etc.).
• Work Schedule.
• Applicable Specifications and Special Notes.
• Delivery Details.
• Planned Construction Joint Locations.
• Role of All Personnel.
• Construction Details - surface preparation, finish, joint locations, etc.
• Testing Requirements.
• Acceptance Criteria.
• Contingency Plans for Wind, Rain, Breakdown, etc.
• Curing Details.
(a) Surface Preparation. Tops of girders, precast deck panels, pier caps, and abutments that
will come into contact with bridge deck concrete shall be heated to raise the temperature
above 35 °F before concrete placement. The proposed preheating method is subject to
approval by the Engineer.
(b) Placing. Concrete shall be placed per the requirements of subsection 601.12 except for the
following:
Concrete shall be placed in such manner as to require as little handling as possible and at
sufficient depth to provide adequate material for screeding and finishing operations. The
concrete shall be discharged as near its final location as practicable. The pattern of
placement shall be such that lateral flow will be minimized. Concrete shall be placed against
the leading edge of fresh concrete where practicable.
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Transverse joints may be used when the Engineer determines that the work is not
progressing in a satisfactory manner, or when required by a change in weather conditions.
The Engineer may approve transverse joint locations to accommodate phased overlay
construction.
(c) Consolidating. Consolidation shall conform to subsection 601.12(e) and to the following:
The Contractor shall provide suitable mechanical vibrators to disperse the batch at the point
of discharge and to densify the concrete within the forms. The bond of fresh concrete to
concrete previously placed shall be achieved by vibrating the new concrete together with
the old. Immersion vibrators shall operate at a speed of at least 10,000 vibrations per
minute in air. Internal vibration may be used along the edges of forms and in areas of
congested reinforcing. A combination of immersion vibration and surface consolidation
shall be used.
(d) Finishing. Following consolidation, the concrete shall be struck off and finished by
mechanical longitudinal floating, mechanical rolling, surface vibration, or a combination of
any of these methods. Surface vibrators shall be of the low frequency, high -amplitude type,
operating at a speed of 3,000 to 4,500 vibrations per minute.
A paver's steel scraping straightedge or lute, 4 -inch maximum width, shall be the only hand
tool permitted on deck surfaces, except for a minimum use of hand floats and edgers along
the forms and in areas where machine finishing cannot be effectively used. Only minimum
hand finishing will be permitted. If the surface of the deck slab becomes dry immediately
following finishing operations, due to an excessive evaporation rate, it shall be covered with
wet burlap or fogged with water covering the entire deck surface using pneumatic atomizing
nozzles. The fog spray shall be just enough to retard surface evaporation and shall not
change the water -cement ratio. During periods of excessive drying, a cover of wet burlap
or plastic sheeting shall be maintained on the slab at all times until final cure is placed.
Monomolecular film coatings applied to the surface of the slab to retain moisture may be
used provided they effectively retard surface evaporation and are adequately maintained
until the final cure is placed.
Surfaces of bridge decks and bridge approach slabs that will be the final riding surface shall
be finished as follows:
1. Final Finish. For the final finish a seamless strip of plastic turf shall be dragged
longitudinally over the full width of the bridge deck after a seamless strip of burlap or
other approved fabric has been dragged longitudinally over the full width of bridge
deck to produce a uniform surface of gritty texture.
The drags shall be mounted on a bridge other than the bridge to be furnished for
Department use. The dimensions of the drags shall be such that a strip of material at
least 3 feet wide is in contact with the full width of pavement surface while each drag
is used. The drags shall consist of sufficient material and be maintained in such a
condition that the resultant surface finish is of uniform appearance and reasonably
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free from grooves over 1/16 inch in depth. Where more than one layer of burlap drag
is required, the bottom layer shall be approximately 6 inches wider than the layer
above. Drags shall be maintained clean and free from encrusted mortar. Drags that
cannot be cleaned shall be discarded and new drags installed.
2. Texturing. When posted speeds are 40 mph or higher, the finish shall be a grooved
finish conforming to the following:
After the Engineer has accepted the finished surface, and after the concrete has cured
for at least seven days, the bridge deck surface shall be textured by grooving with a
mechanized saw (sawed grooves). Grooving shall be done before the application of
the concrete sealer. Only multi -blade saw cutting equipment furnished with circular
blades may be used. Single blade equipment may be authorized by the Engineer
where multi -blade assemblies do not allow sawing a distance of one foot from
obstructions.
The grooving shall be rectangular and conform to the following:
Depth: 1/8 inch ± 1/32 inch
Width: 1/8 inch ± 1/32 inch
Spacing: 3/4 inch ± 1/32 inch center to center
Grooves shall be longitudinal and parallel to the centerline of the roadway.
Overlapping of grooves by succeeding passes will not be permitted. The grooves shall
terminate 1.5 feet from the face of the curb or bridge rail on each side of the overlaid
bridge deck.
3. Grooving To Bridge Joint System. For joint systems that are perpendicular to the
roadway centerline, grooving shall extend to 9 inches plus or minus 3 inches from the
armor of the joint.
For the joint systems that are not perpendicular to the centerline of the roadway,
grooving shall remain parallel to the centerline and shall not be nearer than 6 inches
to the joint armor nor farther than 4 feet from the joint armor. The distance between
grooves, from one side to the other of the joint system, shall not exceed 5 feet.
The Contractor shall maintain the grooving equipment so that aggregate particles or
cement build-up on the saws is promptly cleared or cleaned so that the grooves are
neat, true, and in conformance with the specified dimensions.
(e) Surface Smoothness — All Bridge Deck Surfaces. Acceptability of the deck surface will be
determined as follows: The Contractor shall furnish a 10 -foot straightedge or other
approved device. When the concrete is sufficiently hard, the Contractor shall test the bridge
deck surface with the 10 -foot straightedge or other approved device. Areas showing high
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spots of more than 1/8 inch but not exceeding 1/2 inch in 10 feet shall be marked. The
marked area shall be immediately ground with an approved grinding tool so that the surface
deviation will not be in excess of 1/8 inch in 10 feet. Grinding shall not reduce the concrete
cover on reinforcing steel to less than 1 3/4 inches, (2 3/4 inches for bare decks without an
overlay). Decks that require additional corrective action shall be corrected with a concrete
overlay approved by the Engineer.
(f)
(9)
Movable Bridges. Movable bridges or platforms shall be provided by the Contractor and
moved as directed to allow the inspectors to work over the freshly placed plastic concrete.
A movable bridge shall be kept as close to the finishing screed as practical. The deck of
the movable bridges shall be a minimum of 24 inches wide and no more than 24 inches
above the surface of the concrete and shall be capable of supporting two people. The
Contractor shall provide additional movable bridges as appropriate for the work.
Concrete Bridge Sidewalks. Bridge sidewalks shall receive a final transverse broom finish.
(h) Crack Repair. If cracks in the deck concrete with a width of 0.035 inches or greater occur
within two weeks of placement, those cracks shall be repaired at the Contractor's expense.
Cracks will be measured by the Engineer by insertion of a wire gauge at any time and
temperature within the two weeks. The repair shall consist of filling the cracks with low
viscosity, two-part, methacrylate, or an approved equal. The repair shall be per the
recommendations of the manufacturer of the crack filling material.
601.16 Curing Concrete Bridge Decks.
The minimum curing period shall be 120 hours.
The concrete surface shall be kept moist at all times by fogging with an approved atomizing
nozzle or applying a monomolecular film coating to retard evaporation until the curing material
is in place.
Concrete bridge decks, including bridge curbs and bridge sidewalks, shall be cured as follows:
(a) Decks placed from May 1 to September 30 shall be cured by the membrane -forming curing
compound method followed by the water cure method as follows:
1. Membrane Forming Curing Compound Method. A volatile organic content (VOC)
compliant curing compound conforming to ASTM C309, Type 2 shall be uniformly
applied to the surface of the deck, curbs, and sidewalks at the rate of 1 gallon per 100
square feet. The curing compound shall be applied as a fine spray using power -
operated spraying equipment. The power -operated spraying equipment shall be
equipped with an operational pressure gage and a means of controlling the pressure.
Before and during application the curing compound shall be kept thoroughly mixed by
recirculation or a tank agitator. The application shall be within 20 feet of the deck
finishing operation. When the finishing operation is discontinued, all finished concrete
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shall be coated with curing compound within '/2 hour. The curing compound shall be
thoroughly mixed within one hour before use.
2. Water Cure Method. The water cure method shall be applied as soon as it can be
without marring the surface. The surface of the concrete, including bridge curbs and
bridge sidewalks, shall be entirely covered with wet burlap and polyethylene sheeting.
Before being placed, the burlap shall be thoroughly saturated with water. The wet
burlap and polyethylene sheeting shall extend at least twice the thickness of the bridge
deck beyond the edges of the slab and shall be weighted to remain in contact with the
surface. The wet burlap and polyethylene sheeting shall remain in contact and be kept
wet for the entire curing period.
(b) Decks placed between November 1 and March 31 shall be cured by application of a
membrane -forming curing compound followed by the blanket method as follows:
1. Membrane Forming Curing Compound Method. This method shall be applied per
subsection 601.16(a)(1).
2. Blanket Method. Curing blankets with a minimum R -Value of 0.5 shall be placed on
the deck as soon as they can be without marring the surface. Blankets shall be loosely
laid (not stretched) and adjacent edges suitably overlapped with continuous weights
along the lapped joints. The blankets shall remain in place for a minimum of five days
after placement.
(c) Decks placed in April or October may be cured per either subsection 601.16(a) or
601.16(b).
(d) For decks above an elevation of 8,000 feet above mean sea level, the Engineer may modify
the time of year requirements for the cure methods defined in subsection 601.16(a) and
601.16(b).
(e) When the ambient temperature is expected to fall below 40 °F during the curing period, the
Contractor shall maintain the internal concrete temperature above 50 °F during the curing
period and until the concrete has developed a compressive strength of 0.80f'c. The
Contractor shall provide suitable measures such as straw, additional burlap, ground
heaters, or other suitable blanketing materials, and/or housing and artificial heat to maintain
the internal concrete temperature above 50 °F.
Concrete shall not be placed on forms, girders, or deck panels that have a surface
temperature less than 35 °F. Forms, girders, or deck panels where concrete is to be placed
shall be free of snow, ice, and frost. Salt shall not be used to thaw ice, snow, or frost.
Heating forms, girders, or deck panels before concrete placement may be required.
When the Contractor chooses to use an enclosure, the Contractor shall enclose the area
underneath the deck and heat it so that the temperature of the enclosed air is as close as
possible to the temperature of the enclosed air above the concrete. When artificial heating
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is used to maintain the concrete temperature, adequate ventilation shall be provided to limit
exposure to carbon dioxide, and the enclosed air temperature shall not exceed 90 °F.
During the curing period, the Contractor shall monitor the air temperature within the
enclosure at intervals acceptable to the Engineer. The Contractor shall monitor and
maintain the structural integrity of the enclosure. Heating of the enclosure may be stopped
after 72 hours if the air achieved 0.80f'c. For every day that the internal temperature of the
concrete is below 50 °F during the curing period, an additional day of curing with a minimum
internal concrete temperature of 50 °F will be required unless the concrete has achieved
0.80f'c. After completion of the required curing period, the Contractor shall remove the
enclosure in such a manner that the temperature of the concrete during the following 24
hours does not fall by more than 25 °F.
When the Contractor chooses not to use an enclosure, after the curing period and after the
concrete has achieved 0.80f'c, the Contractor shall remove the protection in such a manner
that the temperature of the concrete during the following 24 hours does not fall by more
than 25 °F. For every day that the internal temperature of the concrete is below 50 °F during
the curing period, an additional day of curing with a minimum internal concrete temperature
of 50 °F will be required unless the concrete has achieved 0.80f'c.
Internal concrete temperature shall be determined by using thermocouples. Thermocouple
wire, connectors, and handheld thermometer shall be supplied by the Contractor. The
Contractor shall install the thermocouples at locations designated by the Engineer.
Concrete compressive strength shall be determined by maturity meters. The Contractor
shall develop maturity relationships for each mix placed during the cold weather conditions
per ASTM C1074. The maturity relationship shall be submitted to the Engineer before cold
weather concrete placement. The Contractor shall provide the maturity meters and all
necessary wires and connectors. The Contractor shall be responsible for the placement,
protection, and maintenance of the maturity meters and wires. Locations where the maturity
meters are placed shall be protected in the same manner as the rest of the concrete.
Heat sources shall not be placed in such a manner as to endanger formwork or expose any
area of concrete to drying due to excessive temperatures.
If the internal concrete temperature at any location in the bridge deck concrete falls below
32 °F during the first 24 hours of the curing period, the Engineer may direct the Contractor
to core the areas in question at the locations indicated by the Engineer. The Engineer will
take immediate possession of the cores. The Engineer will submit the cores to a
petrographer for examination per ASTM C856. Concrete damaged by frost, as determined
by the petrographer, shall be removed and replaced at the Contractor's expense. All costs
associated with coring, transmittal of cores, a petrographic examination shall be borne by
the Contractor regardless of the outcome of the petrographic examination.
601.17 Acceptance and Pay Factors. These provisions apply to all concrete. The Contractor
shall sample concrete for both Process Control (PC) and Owner Acceptance (OA) per CP 61.
The Engineer will witness the sampling and take possession of the OA samples at a mutually
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agreed upon location. The Contractor shall be responsible for Process Control (PC) testing for
concrete. PC testing shall be performed at least once per day and then once per 50 cubic yards
for concrete slump, unit weight, and concrete temperature.
If the produced concrete does not have a relative yield of 0.99 to 1.02 for two consecutive yield
determinations, concrete production shall cease, and the Contractor shall present a plan to
correct the relative yield to the Engineer.
When SCC is used, the Contractor shall test the first load of SCC before placement for Slump
Flow (ASTM C1611) and Blocking Assessment (ASTM C1621). The Contractor shall take a
sample from the first portion of the load and complete the slump flow and blocking assessment
before depositing any portion of the load. The tests shall not be performed more than 15 minutes
before placement. The slump flow shall be 20 to 26 inches. The blocking assessment shall be
less than or equal to 2.0 inches. The Contractor will be allowed to make adjustments to the load
with admixtures. After adjustments have been made, the slump flow and blocking assessment
shall be retested. Each subsequent load of SCC shall be tested for Slump Flow. If the slump
flow differs from the first load by more than 2.0 inches, the load shall be adjusted to have a slump
flow within 2.0 inches of the first load, or the load may be tested for Blocking Assessment (ASTM
C1621). If the load is tested for and meets the requirements for Blocking Assessment (ASTM
C1621), the load's slump flow will be used for the acceptance of the following loads. When
concrete placement is halted for more than 15 minutes, the slump flow and blocking assessment
shall be retested before resuming placement. When the slump flow exceeds 26 inches, the
concrete may be placed if the depth of penetration is less than 11 millimeters when tested using
ASTM C1712 Test Method for Static Segregation Resistance of Self -Consolidating Concrete. If
a load of concrete has a slump flow greater than 26 inches and a depth of penetration less than
11 millimeters, the next load shall be tested for slump flow and blocking assessment to establish
a new slump flow target.
When SCC is used, subsection 601.17(b) does not apply.
When SCC is used, the test methods for fabricating specimens per subsections 601.17(a) and
601.17(c) acceptance shall be modified to use ASTM C1758, Practice for Fabricating Test
Specimens with SCC, for filling the test specimens with concrete.
(a) Air Content. The first three batches at the beginning of each day's production shall be tested
by the Contractor's PC and the Department's OA for air content. When the PC and OA air
content measurements differ by more than 0.5 percent, both the PC and OA air meters
shall be checked per ASTM C231. When air content is below the specified limit, it may be
adjusted per Subsection 601.08. Successive batches shall be tested by the Contractor's
PC and witnessed by the Engineer until three consecutive batches are within specified
limits. After the first three batches the Department will follow the random minimum testing
schedule. After the first three batches, the Contractor shall perform PC testing at a
frequency of one random sample per 50 cubic yards. Air content shall not be adjusted after
the Department's OA test.
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At any time during the placement of the concrete, when an OA test on a batch deviates
from the minimum or maximum percent of total air content specified, the batch that deviates
from the specified air content by 1 percent or less shall be rejected and replaced at the sole
discretion of the Engineer. If in the Engineer's sole discretion, the batch is allowed to be
placed, a pay factor reduction will be applied to the concrete as shown in Table 601-3.
Portions of loads incorporated into structures before determining test results that indicate
rejection as the correct course of action shall be subject to acceptance at reduced price,
no payment, or removal as determined by the Engineer.
(b) Slump. Except for Class BZ concrete, the slump of the delivered concrete shall be the
slump of the approved concrete mix design plus or minus 2.0 inches. The maximum slump
shall be 9.0 inches. Slump acceptance, but not rejection, may be visually determined by
the Engineer. Any batch that exceeds the slump of the approved concrete mix design by
more than 2.0 inches will be retested. If the mix design slump is exceeded by more than
2.0 inches a second time, that load will be rejected. If the slump is greater than 2 inches
lower than the approved concrete mix design, the load may be adjusted by adding a water
reducer or by adding water (if the w/cm allows) and retested.
Portions of loads incorporated into structures before determining test results that indicate
rejection as the correct course of action shall be subject to reduced payment or removal as
determined by the Engineer.
(c) Strength (When Specified). Concrete which does not meet the minimum required 28 day
strength shall be removed and replaced at the sole discretion of the Engineer. If in the
Engineer's sole discretion, the concrete is allowed to be remain, a pay factor reduction will
be applied to the concrete as shown in Table 601-3.
(d) Pay Factors. The pay factor for concrete that is allowed to remain in place at a reduced
price shall be determined according to Table 601-3 and shall be applied to the unit price
bid for the Item.
Table 601-3 — Pa v Factor Reductions
Deviations from Specified
Total Air (%)
Pay Factor
Reduction (%)
Below Specified
Strength (psi)
Pay Factor
Reduction (%)
0.0-0.2
10
1-100
10
0.3-0.4
20
101-200
20
0.5-0.6
30
201-300
30
0.7-0.8
50
301-400
40
0.9-1.0
75
401-450
50
Over 1.0
Reject
Over 451
Reject
Table Notes:
1. This table does not apply to Portland Cement Concrete Pavement (PCCP). See
Table 105-11 for Payment Factor Increases and Reductions on PCCP.
761
If deviations occur in air content and strength within the same batch, the pay factor
reductions for the batch shall be the added together to determine the pay factor reduction
(not to exceed 100 percent).
(e) Bonding of Bridge Deck Overlay. After the curing period for Class DT concrete has elapsed,
the overlay shall be "sounded" by the Contractor per ASTM D4580 Standard Practice for
Measuring Delamination in Concrete Bridge Decks by Sounding to determine if the Class
DT concrete has bonded to the bridge deck. In areas where the Class DT concrete has not
bonded to the bridge deck, it shall be removed and replaced at the Contractor's expense.
(f)
(g)
Maturity Meter Strength. When maturity meters are specified for determining strength for
removing forms, removing falsework, backfilling against structures, or loading the structure,
the Contractor shall provide the Engineer a report of maturity relationships per ASTM
C1074 before placement of concrete.
If a maturity meter fails, is tampered with, destroyed, or was not placed, the following shall
apply:
The minimum curing time or waiting time for removing forms, removing falsework,
backfilling against structures, or loading the structure shall be 28 days.
The Contractor may choose at his own expense to core the structure represented by the
maturity meter. Cores shall be obtained and tested according to CP 65. Cores shall be a
minimum of 4 inches in diameter. A minimum of three cores in a two -square -foot area shall
be obtained. If the compressive strength of any one core differs from the average by more
than 10 percent, that compressive strength will be deleted and the average strength will be
determined using the compressive strength of the remaining two cores. If the compressive
strength of more than one core differs from the average by more than 10 percent, the
average strength will be determined using all three compressive strengths of the cores. The
average compressive strength of the cores shall achieve the specified compressive
strength of the structure. A structure may be cored only once.
Water to Cementitious Material Content (w/cm) Ratio. The maximum w/cm ratio is the ratio
that was used in the laboratory trial mix for the Concrete mix design. The w/cm ratio shall
be determined for each batch of concrete by the Contractor and provided to the Engineer
for approval before placement. If an adjustment to the mix is made after the Engineer's
approval, the w/cm ratio shall be determined and submitted to the Engineer before the
continuation of placement. Concrete that is placed without the Engineer's approval shall be
removed and replaced at the Contractor's expense.
(h) Consolidation Testing. The provisions relating to the frequency and amplitude of internal
vibration will be considered the minimum requirements and are intended to ensure
adequate density in the hardened concrete. If a lack of consolidation of the concrete is
suspected by the Weld County Project Manager, additional referee testing will be required.
Referee testing of hardened concrete will be performed by cutting cores from the finished
pavement after a minimum of 24 hours for curing. Density determinations will be made
762
based on the water content of the core as taken. ASTM C 642 will be used for the
determination of core density in the saturated -surface dry condition. Referee cores will be
taken at the minimum rate of one for each 500 cubic yards of pavement, or fraction thereof.
The average density of the cores must be at least 97 percent of the original mix design
density, with no cores having a density of less than 96 percent of the original mix design
density.
Failure to meet the above requirements will be considered evidence that the minimum
requirements for vibration are inadequate for the job conditions, and additional vibrating
units or other means of increasing the effect of vibration will be employed so that the density
of the hardened concrete as indicated by further referee testing will conform to the above -
listed requirements. All failing concrete shall be removed and replaced.
601.18. Unless otherwise stated in the plans or specifications, tolerances for concrete
construction and materials shall be per ACI 117.
Cast in place bridge decks and bridge slabs shall be no more than 1/2 inch thicker nor more than
1/4 inch thinner than the cross-sectional vertical dimension shown on the plans.
Method of Measurement
601.19. Concrete will be measured by the cubic yard per the dimensions shown on the plans.
Plan quantities reflect deductions for all voids designed into the structure except, deductions will
not be made for the volume occupied by pipes or conduits less than 3 inches in diameter, ducts
for prestressing steel, reinforcing steel, anchors, weep holes, piling, and form liner textures and
nominal chamfers.
Concrete of the various classes will not be remeasured but will be the quantities shown on the
plans. Exceptions for each class for each structure will be:
(1) when field changes are ordered, or
(2) when it is determined that there are discrepancies on the plans in an amount plus or minus
2 percent of the plan quantity for the structure.
Bridge concrete shall consist of structural concrete, of the designated class, required for bridge
construction shown on the plans, completed and accepted.
Box culvert concrete shall consist of structural concrete, of the designated class, required for
concrete box culvert construction including wingwalls, shown on the plans, completed and
accepted.
Wall concrete shall consist of reinforced structural concrete, of the designated class, required
for the construction of walls that are not part of bridges or box culverts, completed and accepted.
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Miscellaneous concrete shall consist of the structural concrete of the designated class shown
on the plans, except bridge, box culvert, or wall concrete, completed and accepted.
Bridge Deck Finish (Sawed Grooves) will be measured by the square yard. The area includes
the length of the bridge and approach slabs, with deductions for areas occupied by expansion
devices as specified, multiplied by the width of the roadway between the faces of curb or bridge
rail on each side, less 3.0 feet. Bridge Deck Finish (Sawed Grooves) will not be measured in the
field but will be the quantity shown on the plans. Exceptions for each structure will be:
(1) when field changes are ordered, or
(2) when it is determined that there are discrepancies on the plans in an amount of plus or
minus 2 percent of the plan quantity for the structure.
When permanent deck forms are optional, bridge deck concrete and reinforcing steel shown on
the plans, which are based on a conventionally reinforced deck, will be paid for per Sections 601
and 602, under Pay Item 601, Structural Concrete, and Pay Item 602, Reinforcing Steel.
Quantities of bridge deck concrete and reinforcing steel will not be measured in the field, but will
be the quantities shown on the plans, except when a plan change is ordered or when it is
determined that there are discrepancies in an amount of plus or minus 2 percent of the plan
quantity.
When permanent deck forms are required, bridge deck concrete and reinforcing steel will be
paid for per Section 601 and 602, under Pay Item 601, Structural Concrete, and Pay Item 602,
Reinforcing Steel. Quantities of bridge deck concrete and reinforcing steel will not be measured
in the field, but will be the quantities shown on the plans, except when a plan change is ordered
or when it is determined that there are discrepancies in an amount of plus or minus 2 percent of
the plan quantity.
When precast panel deck forms are required, they will be measured and paid for per Section
618. Concrete and all reinforcing or prestressing steel required for the panels will not be
measured and paid for separately but shall be included in the work.
Structural Concrete Coating will not be measured in the field but shall be the surface area
quantity shown on the plans; except that measurements will be made when field changes are
ordered, or for an error of plus or minus 5 percent of the plan quantity for each structure to be
coated.
Maturity meters, thermocouples, and information cylinders will not be measured and paid for
separately but shall be included in the work.
Basis of Payment
601.20. The accepted quantities will be paid for at the contract unit price per unit of measurement
for each of the pay items listed below that appear in the bid schedule.
764
Payment will be made under:
Pay Item
Pay Unit
Concrete, Class
Cubic Yard
Concrete, Class (Bridge)
Cubic Yard
Concrete, Class (Box Culvert)
Cubic Yard
Concrete, Class (Wall)
Cubic Yard
Concrete, Class (Miscellaneous)
Cubic Yard
Class 5 Finish
Square Foot
Bridge Deck Finish (Sawed Grooves)
Square Yard
Structural Concrete Coating
Square Yard
Payment will be full compensation for all work necessary to complete the designated Pay Item
per subsection 109.02.
Polyolefin fiber reinforcement will not be measured and paid for separately but shall be included
in the work.
Payment for structural concrete coating will be full compensation for all work and materials
necessary to complete the item and shall include but is not limited to:
(1) Water based form release agent.
(2) Sample preparation.
(3) Abrasive blasting.
(4) Patching materials and application.
(5) Structural Concrete Coating and application.
When requested by the Engineer, the Contractor shall provide the Engineer with a certified
invoice from the coating supplier indicating the total volume of Structural Concrete Coating
supplied to the project.
Epoxy bonder material when specified on the plans will not be paid for separately but shall be
included in the work.
When permanent steel bridge deck forms are specified or allowed by the Contract, they will not
be paid for separately but shall be included in the work, including all labor and additional concrete
and other materials required to use these forms.
Preparation of designated surfaces for the application of Class 5 Finish will not be paid for
separately but shall be included in the work. Concrete finish is included in the work unless a
separate pay item is included in the bid schedule.
765
The Contractor's PC testing will not be measured and paid for separately but shall be included
in the work.
766
Section 610a — Patching Materials for Bridge Decks and Expansion Joints
Description
601.21. This work consists of furnishing and placing concrete patching material on existing
bridge decks and expansion joint replacements per these specifications and in conformity with
the lines, grades and dimensions as shown on the plans or established.
Materials
601.22. The concrete patching material may be pre-packaged Concrete patching material or
Class DR concrete.
(a) Pre -Packaged Concrete Patching Material. Concrete patching material shall be polymer -
modified hydraulic cement from the CDOT Approved Products List
(Concrete/Repair/Patching/Class DR [Pre -Packaged] ). Concrete patching materials shall
demonstrate 1/32 -inch maximum mid panel and end crack widths, 0 percent delamination,
and 0 percent spalling as tested by NTPEP in a one-year field evaluation. The Contractor
shall refer to rapid -set concrete patch materials at www.ntpep.org.
The Contractor shall obtain and provide to the Engineer documentation from the Concrete
patching material supplier stating the expiration dates of the material components that will
be used on the project.
Concrete patching material shall attain an average compressive strength of at least 2,500
psi before placing traffic and 4,500 psi at 28 days. Concrete patching material compressive
strengths shall be tested according to ASTM C39 or ASTM C109. The compressive
strengths shall be used to develop a strength versus time curve for the material. Three
strength data points shall be determined to assess the necessary time to wait before traffic
is allowed on the material. Maturity meter data will be submitted to allow the use of the
maturity meter to determine when the patching material has gained the required strength
for opening to traffic.
Concrete patching material shall provide a minimum bond strength of 2,000 psi at 28 days,
as tested by ASTM C882.
Concrete patching material shall have a relative durability factor greater than 90 and a mass
loss not to exceed 2.0 percent as tested by ASTM C666.
Concrete patching material shall have a maximum expansion of 0.05 percent, at 28 days
as tested by ASTM C157.
ASTM C39, C109, C882 and C157 testing shall be from the same lot of concrete patching
material being used on the project. A CTR, per subsection 106.13, shall be submitted to
the Engineer for approval at least 2 weeks before placement.
767
Two bags of the concrete patching material, and two bags of the extending aggregate if
used, from the same lot to be used on the project shall be submitted to an accredited Lab
to verify compressive strength, and set time properties, by the Contractor before the
concrete patching material is to be used on the project. Test results shall be submitted to
the Engineer for acceptance. Verification of the strength properties will be achieved if the
test results are either equal in strength or stronger than those advertised. Verification of the
set time will be achieved if the set time is equal or less than the advertised value. Testing
shall be included in the cost of the materials.
Test results from other projects using the same lot may be submitted. If the project uses
material from more than one lot, test results are required for each lot used.
(b) Class DR Concrete. Class DR Concrete shall have an air content of 5 to 8 percent, a
maximum water to cement ratio of 0.44, a minimum 6 -hour compressive strength of 2,500
psi, and a minimum 28 -day compressive strength of 4,500 psi. The concrete mix shall
consist of a minimum of 50 percent AASHTO M43 Size No. 7 or Size No. 8 coarse
aggregate by weight of total aggregate. Lab test results shall show that the unrestrained
shrinkage is less than 0.050 percent when tested by CP-L 4103 and ASTM C1202 test
results shall not exceed 2500 coulombs at 56 days of age. ASTM C150 Type III cement
may be used.
Materials, proportioning, batching, and mixing requirements of subsections 601.03 through
601.07 shall apply to Class DR concrete. Concrete Class DR shall meet Sulfate Level 0
requirements.
The Contractor shall develop maturity relationships per ASTM C1074. The Contractor shall
provide a multi -channel maturity meter and all necessary wire and connectors. The
Contractor shall be responsible for the placement and maintenance of the maturity meter
and wire. Placement shall be as directed by the Engineer.
Construction Requirements
601.23.
(a) Pre -Packaged Concrete Patching Material. Concrete patching material shall be placed in
the repair areas before the expiration date of the material. Proportions of all mix
components shall be measured by volume measurement (number of bags of standard
weight and quantity of water or liquid component in gallons or quarts). If partial bags are
used the bagged mix, extending aggregate, and water shall be weighed on a calibrated
scale provided by the Contractor. The Contractor shall submit the Concrete patching
material mix design for approval two weeks before any concrete patching material is placed.
The Contractor shall also submit a method statement describing what type of equipment
will be used to batch the patching material, including the type of mixer, the type of material,
volume measures to be used, scales for partial bags, procedures to ensure accurate
768
proportioning of the patching material components, and tools to be used in placing and
finishing the surface of the patch.
The Contractor shall produce a batch ticket for each mixed batch of concrete patching
material with the following information shown on each ticket:
(1) Project No.
(2) Bridge No.
(3) Structure Temperature
(4) Date and Time of batch
(5) Material type, name, and manufacturer
(6) Material expiration date
(7) Weight or volume of bag mix concrete
(8) Weight or volume of extending aggregate
(9) Weight or volume of water or liquid component
(10) Location of placement (Lane and Station Limits)
The tickets shall be available on site for Weld County personnel to inspect.
Each day the Contractor shall provide to the Engineer tickets for each bridge in separate
envelopes stating Project Number, Bridge Number, Date of Paving, Type of Material, Daily
Total, and Cumulative Total.
Concrete patching material minimum and maximum thicknesses shall be per the
recommendation of the material manufacturer.
Concrete patching material site preparation, batching, extending with aggregate, mixing,
placement, placement during cold temperatures, consolidation, and curing shall be per the
manufacturer's recommendations. A mix may be extended up to 90 percent of the
manufacturer's maximum extension.
The surface of concrete patching material shall have a similar texture as the adjacent
driving surfaces.
The Contractor shall submit a report consisting of the mix proportions and compressive
strength vs time curve information to the Engineer at least two weeks before the material
is to be used on the project.
769
Field cast cylinders or cubes shall be taken by a qualified testing representative and test
results shall be submitted to the Engineer within 24 hours, each day deck patching material
is placed with compressive strength determined at 24 hours according to ASTM C 39 or
ASTM C109.
Areas patched with Pre -Packaged Concrete Patching Material shall not be opened to traffic
until concrete patching material has reached a compressive strength of 2,500 psi using the
compressive strength versus time curve developed for the material.
Areas of the deck patched with Pre -Packaged Concrete Patching Material shall not receive
a waterproof membrane until 4 hours after placement.
(b) Class DR Concrete. Class DR Concrete shall be placed per Class D concrete with the
following changes:
The area to be patched with Class DR Concrete shall be saturated surface dry before
placement and shall be free of standing water at the time of placement.
Portions of decks patched with Concrete Class DR shall not be opened to traffic until the
concrete's compressive strength, determined by ASTM C1074, has achieved at least 2500
psi.
Areas of the deck patched with Concrete Class DR shall not receive a waterproof
membrane until the concrete patches have cured for a minimum of 5 days or have a
moisture content of 5% or less as measured by a moisture meter approved by the Engineer.
Concrete Class DR shall be cured until a compressive strength of at least 2500 psi has
been achieved. The curing compound shall conform to ASTM C309, Type 2 applied at a
rate of 1 gallon per 100 square feet. The curing compound shall be applied as a fine spray
within 10 minutes of discontinuing the finishing operation. Before and during application the
curing compound shall be kept thoroughly mixed. Curing blankets with a minimum R -value
of 0.5 shall be provided and shall be placed as soon as they can be placed without marring
the surface. When the ambient temperature is below 50 °F, the Contractor shall maintain
the concrete temperature above 50 °F during the curing period.
Method of Measurement
601.24. Concrete (Patching) will be measured and paid for as the actual quantity placed and
accepted by the Engineer.
Basis of Payment
601.25. The accepted quantities will be paid for at the contract unit price per unit of measurement
for each of the pay items listed below that appear in the bid schedule.
770
Pay Item
Pay Unit
Concrete Class DR
Cubic Yard
Payment for Concrete (Patching) will be full compensation for all the work, materials, tools,
equipment, testing, and incidentals required to complete patching, excluding the special
installation of anodes when specified, when required.
Furnishing all appurtenances including the molding, curing, and breaking of cylinders or cubes
for generating the strength versus time curve and for determining the information cylinder or
cube strength will not be measured and paid for separately but shall be included in the work.
Concrete patching material or Class DR Concrete will not be measured and paid for separately
but shall be included in the Concrete (Patching) bid item.
771
Section 601b — Rapid Set Concrete Repair
II
Description
601.26. This work consists of furnishing and placing accelerated pavement repair concrete on
existing pavements per these specifications and in conformity with the lines, grades and
dimensions as shown on the plans or established.
Materials
601.27. The accelerated pavement repair concrete shall be designated as Class PRS (Class P
rapid strength).
IIConcrete
Class
Required Field
Compressive
Strength (psi)
Air Content:
% Range
(Total)
II
Slump
Maximum
Water/Cementitious
Material Ratio:
II PRS
II 4500 at 28 days
II
4 - 8
+/- 2" of
Form 1373
Slump
II w/cm on Form 1373
Class PRS concrete is used for concrete pavement rapid repairs when Project constraints limit
lane closure time to 8 hours or less or when the concrete needs to achieve opening strength of
2,500 psi in 6 hours or less. Class PRS may be substituted for Class P concrete when approved
by the Engineer. Additional requirements are:
(1) ASTM C1600 rapid hardening hydraulic cement shall be used.
(2) Set -retarding admixtures such as citric acid or those meeting the requirements of AASHTO
M194 may be used.
(3)
The unrestrained shrinkage shall not exceed 0.050 percent at 28 days when tested by CP-
L 4103.
(4) The mix shall either have a permeability not exceeding 2,500 coulombs at an age of not
more than 56 days when tested per ASTM C1202, or have a surface resistivity of at least
12 kO-cm at 28 days using AASHTO T358.
(5) The mix shall consist of a minimum 55 percent AASHTO M 43 sizes No. 57, No. 6, No. 67,
No. 357, or No. 467 coarse aggregate by weight of total aggregate.
(6) The mix may use an OG with a nominal maximum aggregate size of at least 3/4 inch.
601.28 Mix Design Submittal Requirements. Mix design submittals shall meet the
requirements of subsection 601.05 with the following additional requirements.
772
(
1) Class PRS concrete shall include CP-L 4103 shrinkage test results at 4 hours, 24 hours, 7
days, and 28 days.
(2) Class PRS concrete shall include a report of maturity relationships per ASTM C1074.
(3) Class PRS concrete shall include AASHTO T97 (ASTM C78) Flexural Strength of Concrete
(Using Simple Beam with Third -Point Loading). At least two specimens will be tested at 7
days and four specimens at 28 days. The lab trial mix shall produce a flexural strength of
at least 650 psi at 28 days.
(4) Aggregate used for Class PRS concrete will require ASTM C1567 test results with the mix
design cement and aggregates. 14 -day expansion shall be 0.10% or less.
(5)
Mix designs for Class PRS Concrete are approved for one year from date of the trial mix.
When a Self -Contained Mobile Mixer (volumetric mixer truck) is used on the Project, the
trial mix shall be performed with the volumetric mixer truck.
601.29 Batching. Batching shall meet the requirements of subsection 601.06.
601.30 Mixing. Mixing shall meet the requirements of subsection 601.06.
When a Self -Contained Mobile Mixer (Volumetric truck) is used for Class PRS concrete, the
requirements of sub -section 601.06 (d) with the following shall be met:
When ice is used to cool the mix water, it must be melted before entering the mixer.
601.31 Placing. Placing shall meet the requirements of Section 412 with the following additional
requirements:
(a) General. A pre -pour meeting with the Contractor, sub -contractor, material supplier and
Department personnel shall be held before Class PRS concrete placement to discuss the
following:
(1) Concrete curing.
(2) Concrete protection.
(3) Washout bin staging.
(4) Handling of concrete cylinders.
(5) Placement of maturity probes.
(6) Hot Weather placements.
(7) Cold weather placements.
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II
(8) Opening to traffic.
(b) Class PRS concrete placement may occur when the concrete temperature is between 50
and 80 degrees F, when tested immediately after discharge from chute.
(c) Curing. Curing shall be applied immediately following finishing operations. Curing
compound manufacturer recommended application rates shall be followed, with a minimum
rate of 200 SF/Gal. Curing Compound shall be an approved ASTM C 309, Type 2, Class
B.
(d) Hot Weather Limitations. A plan shall be submitted for approval before any placement when
air temperature is expected to exceed 80 °F. Procedures for maintaining and monitoring of
temperatures of water, aggregates and admixtures during mixing, placement and curing of
concrete shall be detailed as well as procedures to be implemented upon abrupt changes
in weather conditions. Placing of concrete during hot weather shall be limited by the
temperature of the concrete at the time of placing. Class PRS concrete which has a
temperature of 80 F or higher, shall not be placed.
(e) Cold Weather Limitations. When the ambient temperature is forecast to drop below 40
degrees F during placement and up to 24 hours after placement a plan shall be submitted
for approval before any placement. Procedures for maintaining and monitoring of
temperatures of water, aggregates and all other admixtures during mixing, placement and
curing of concrete shall be detailed as well as procedures to be implemented upon abrupt
changes in weather conditions. Concrete shall not be placed on frozen subgrade.
601.32 Finishing. During finishing of Class PRS concrete, water and finishing aids shall not be
added or worked into the surface. The surface texture of the Class PRS concrete shall match
the texture of adjacent concrete pavement. The finished transverse and longitudinal surface
elevation of the pavement shall be measured using a 10 -foot straightedge. Areas to be measured
will be directed by the Engineer. The Contractor shall furnish an approved 10 -foot straightedge,
depth gauge, and operator to aid the Engineer in testing the pavement surface. Areas showing
high spots of more than 3/16 inch in 10 feet shall be marked and diamond ground until the high
spot does not exceed 3/16 inch in 10 feet. Areas in a lane with more than 250 continuous feet
of paving or diamond grinding in the direction of traffic, the surface texture will be considered
acceptable when the average texture depth (ATD) of the panel is greater than 0.05 inch. The
Contractor will perform surface texture testing per CP 77 Method B. Areas in a lane with more
than 250 continuous feet of paving will be tested at a frequency of one test per 250 linear feet.
Areas with deficient surface texture shall be diamond ground and retested.
601.33 Opening to Traffic. The pavement shall not be opened to traffic until the concrete has
achieved a compressive strength of at least 2500 psi. Concrete compressive strength shall be
determined by a maturity meter placed no more than 10ft from the end of the final placement of
the shift. The contractor shall provide maturity meters and all necessary wires and connectors.
The Contractor shall be responsible for the placement and maintenance of the maturity meters
and wires. For placements with multiple maturity meters, the lowest compressive strength shall
774
determine when the pavement may be opened to traffic. Before opening the pavement to traffic
the roadway shall be cleaned.
601.34 Acceptance and Pay Factors. Class PRS concrete will be accepted following the
requirements of subsection 601.17 with the following exceptions:
(1) Compressive strength specimens shall be cast and initially cured at the placement
location for at least 4 hours. Compressive strength specimens shall be moved before
opening to traffic.
(2) Slump testing will not be used for acceptance.
775
Section 602 — Reinforcing Steel
Description
602.01. This work consists of furnishing and placing reinforcing steel per these specifications
and in conformity with the plans.
Materials
1602.02. Reinforcing steel shall be epoxy coated and shall meet the requirements of Subsection
709.01. Welded wire mesh shall meet the requirements of subsection 709.01.
The coating material shall be a light colored powdered epoxy resin which will highlight rusting of
untreated bar areas.
Reinforcing steel that requires welding shall conform to ASTM A706. Welding shall be done per
ANSI/AWS D1.4.
All accessories, including reinforcing steel supports, ties, and splicers used in conjunction with
reinforcing steel, shall be of the same, or compatible, coating as the reinforcing utilized.
Epoxy coated reinforcing steel may not be substituted for Stainless, Continuous Hot dipped
Galvanized, Zinc Coated (Galvanized), and Chromium reinforcing alternatives.
Reinforcing alternatives such as Stainless, Continuous Hot dipped Galvanized, Zinc -Coated
(Galvanized), and Chromium reinforcing may be supplied for reinforcing steel or epoxy coated
reinforcing, at the Contractor's option, at no additional cost or time to the Department as
approved by the Engineer.
Length of lap splices for epoxy -coated reinforcing steel shall be per AASHTO LRFD Bridge
Design Specifications, unless otherwise specified.
Construction Requirements
602.03 Bar List. Two copies of a list of all reinforcing steel and bending diagrams shall be
furnished to the Engineer at the site of the work at least one week before the placing of
reinforcing steel is begun. Such lists will not be reviewed for accuracy. The Contractor shall be
responsible for the accuracy of the lists and for furnishing and placing all reinforcing steel per
the details shown on the plans.
Bar lists and bending diagrams which are included on the plans, do not have to be furnished by
the Contractor. When bar lists and bending diagrams are included on the plans, they are
intended for estimating approximate quantities. The Contractor shall verify the quantity, size,
and shape of the bar reinforcement against those shown on the plans and make all necessary
corrections before ordering.
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602.04 Protection of Materials. Reinforcing steel and its coating shall be protected at all times
from damage. When placed in the work, the reinforcing steel shall be free from dirt, loose mill
scale, paint, oil, loose rust, or other foreign substance.
602.05 Bending. Unless otherwise permitted, all reinforcing bars shall be bent cold. Bars
partially embedded in concrete shall not be field bent except as shown on plans or permitted.
Bars shall not be bent or straightened in a manner that will injure the material or the epoxy
coating. Should the Engineer approve the application of heat for field bending reinforcing bars,
precautions shall be taken to assure that the physical properties of the steel will not be materially
altered.
Hooks and bends shall conform to the provisions of the AASHTO LRFD Bridge Design
Specifications.
Bars that are shown as "hooked" on the plans shall have "standard hooks" unless otherwise
indicated. The term "standard hook" as used shall mean one of the following:
1. A 180 -degree turn plus an extension of four bar diameters but at least 2 1/2 inches at the
free end of the bar, or
2. A 90 -degree turn plus an extension of 12 bar diameters at the free end of the bar, or
3. For stirrup and tie anchorage only:
A. No. 5 bar and smaller, 90 -degree turn plus an extension of six bar diameters at the
free end of the bar.
B. No. 6, 7, and 8 bar, 90 -degree turn plus an extension of 12 bar diameters at the free
end of the bar.
C. No. 8 bar and smaller, 135 -degree turn plus an extension of six bar diameters at the
free end of the bar.
The inside diameter of bend measured on the inside of the bar, other than for stirrups and ties,
shall be as follows:
Table 602-1 — Tension Bar Bendina Radii
Bar Size
Grade 60
No. 3 thru No. 8
6 bar dia.
No. 9, No. 10, and No. 11
8 bar dia.
No. 14 and No. 18
10 bar dia.
The inside diameter of bend for stirrups and ties shall not be less than four bar diameters for
sizes No. 5 and smaller, and five bar diameters for No. 6 to No. 8 inclusive.
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Inside diameter of bend in welded wire fabric, smooth or deformed, shall not be less than four
wire diameters for deformed wire larger than D6 and two wire diameters for all other wires. Bends
with an inside diameter of less than eight wire diameters shall not be less than four wire
diameters from the nearest welded intersection.
602.06 Placing and Fastening. The minimum spacing center to center of parallel bars shall be
2 1/2 times the diameter of the bar. However, the clear distance between the bars shall not be
less than 1 1/2 times the maximum size of the coarse aggregate or 1 1/2 inches, whichever is
greater.
Bundle bars shall be tied together at not more than 6 -foot centers.
All reinforcement shall have a clear coverage of 2 inches, except as shown on the plans. Clear
coverage shall be measured from the surface of the concrete to the outside of the reinforcement.
Reinforcement used in post -tensioned concrete shall be adjusted or relocated during the
installation of prestressing ducts or tendons, as required, to provide a location and planned
clearances to the prestressing tendons, anchorages, jacks, and equipment as approved by the
Engineer.
All reinforcement shall be tied at all intersections except where spacing is less than 1 foot in
each direction, in which case, alternate intersections shall be tied.
In concrete bridge decks the upper mat of bars shall be tied to the lower mat of bars at a 4 -foot
maximum spacing in each direction. Slab bolsters for the bottom mat and highchairs for the top
mat shall each be placed at a maximum spacing of 4 feet on centers.
Welding on reinforcing bars will not be permitted except as noted on the plans. Reinforcement
placed in any member shall be inspected and approved before any concrete is placed.
The placing, fastening, splicing, and supporting of reinforcing steel and wire mesh or bar mat
reinforcement shall be per the plans and the latest edition of "CRSI Recommended Practice for
Placing Reinforcing Bars." In case of discrepancy between the plans and the CRSI publication
stated above, the plans shall govern. Automated tie wire devices may be used. The total cross-
sectional area of the automated tie wire wrap shall roughly equal the total cross-sectional area
of a manually installed tie wire wrap. The tie wire shall be epoxy coated or plastic coated for use
with epoxy -coated reinforcing steel. All epoxy coating on the reinforcing steel that is damaged
from the use of automated tie wire devices shall be repaired at the Contractor's expense.
Precast concrete blocking or other approved blocking material shall be used to support footing
bars and bars in slabs on grade. All other reinforcing steel shall be supported with steel chairs
or precast mortar blocks. All chairs coming in contact with forms shall be CRSI Class 1 or Class
2, Type B.
The location of splices, except where shown on the plans, shall be based upon using 60 -foot
stock length bars for No. 6 bars and larger and 40 -foot stock length bars for No. 4 and No. 5
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bars (this does not preclude the use of 60 foot). Minimum splice lengths are as shown on the
plans. Where bars of different sizes are spliced together, the splice length for the smaller bar will
govern.
Unless otherwise shown on the plans or approved, splices in adjacent lines of reinforcing bars
shall be staggered. The minimum distance between staggered splices for reinforcing bars shall
be the length required for a lapped splice in the bar.
Lapped splices will be permitted only at locations where the concrete section is sufficient to
provide a minimum clear distance of 2 inches between the splice and the nearest adjacent bar.
The clearance to the surface of the concrete shall not be reduced.
Reinforcing bars may be continuous at locations where splices are shown on the plans.
Reinforcing bars No. 14 and No. 18 shall not be spliced by lapping but shall be joined by butt
welding per AWS D1.4 in such a way as to develop at least 125 percent of the specified yield
strength of the bar in both tension and compression. Alternate systems of welding or mechanical
butt splices may be submitted for approval.
Method of Measurement
602.07. The weight of reinforcing steel for payment will not be measured but shall be the
quantities designated in the Contract; except, measurements will be made for revisions
requested by the Engineer, or for an error of plus or minus 2 percent of the total weight shown
on the plans for each structure.
Prospective bidders shall verify the weight of reinforcing steel before submitting a proposal. An
adjustment will not be made in the weight shown on the plans, other than for approved design
changes or for an error as stipulated above, even though the actual weight may deviate from the
plan weight.
The computed weight of epoxy -coated reinforcing bars will be based on the nominal weight
before application of the epoxy coating. Nominal weights for various bar sizes are shown below.
Table 602-2 — Nominal Weights for Bar Sizes
Bar Size
Weight per Linear Foot
in Pounds
Bar Size
Weight per Linear Foot
in Pounds
1/4 inch
0.167
No. 8
2.670
No. 3
0.376
No. 9
3.400
No. 4
0.668
No. 10
4.303
No. 5
1.043
No. 11
5.313
No. 6
1.502
No. 14
7.650
No. 7
2.044
No. 18
13.600
Basis of Payment
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602.08. The accepted quantities of reinforcing steel will be paid for at the contract unit price per
pound. No allowance will be made for supports, clips, wire, or other material used for fastening
reinforcement in place.
Payment will be made under:
Pay Item
Pay Unit
Reinforcing Steel
Pound
Reinforcing Steel (Epoxy Coated)
Pound
Reinforcing Steel (Galvanized)
Pound
Reinforcing Steel (Stainless)
Pound
Reinforcing Steel (High Performance)
Pound
IWelded wire mesh shall not be measured and paid for separately but shall be included in the
Work.
780
Section 603 — Culverts and Sewers
Description
603.01. This work consists of the construction of culverts (cross drains), side drains, storm
drains, and sanitary sewers referred to as "conduit", where a specific pipe material is required,
and nestable semicircular pipe for encasement. Work shall be per these specifications and in
conformity with the lines and grades shown on the plans or established.
Materials
603.02. Materials shall meet the requirements shown on the plans and in the following
subsections:
Corrugated Steel Pipe and Pipe Arches 707.02
Corrugated Steel Pipe Nestable 707.02
Corrugated Aluminum Pipe 707.06
Reinforced Concrete Pipe 706.02
Nonreinforced Concrete Pipe 706.01
Pipe Joint Sealing Compounds 705.04
Plastic Pipe 712.13
Vitrified Clay Pipe 706.06
Ductile Iron Pipe 707.01
Gaskets 705.03
Resilient Compression Ring Material 705.05
Reinforced Concrete Pipe (Jacked) 706.02
Plastic end sections shall not be used. When plastic pipe is to be installed with end sections,
steel end sections conforming to Standard Plans M-603-10 and M-603-12 shall be used.
Reinforced concrete pipe shall be manufactured from concrete that meets the requirements for
severity of sulfate exposure class specified in the plans or the sulfate exposure class of the
embankment material, whichever is higher.
When the pH of the soil or water is less than 5, reinforced concrete pipe shall be coated in
accordance with subsection 706.07.
All corrugated steel pipe shall be aluminized per Section 707.11.
Construction Requirements
603.03 General. Pipe shall be protected during handling against impact shocks and free fall.
When new sanitary sewer facilities interfere with the existing flow of sewage, the Contractor shall
provide satisfactory bypass facilities at no expense to the Department.
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Sanitary sewers and all appurtenances shall be thoroughly cleaned before final acceptance of
this work.
603.04 Excavation. Trenches shall be excavated per the requirements of Section 206 to a width
sufficient to allow for proper jointing of the conduit and thorough compaction of the bedding and
backfill material under and around the conduit.
The completed trench bottom shall be firm for its full length and width. The trench for cross drains
shall have a minimum longitudinal camber of 1 percent of the length of the pipe. Camber may
be increased to suit the height of fill and supporting soil.
When conduits (e.g., pipes, culverts, etc.) are to be installed in embankment material, the
embankment shall first be constructed to a required height of a minimum of one foot above the
top of conduit and for a distance on each side of the pipe of at least 5 times the diameter or span
of the conduit, after which the trench shall be excavated and the conduit installed. Before trench
excavation, the embankment material shall pass the compaction requirements for the Project.
Excavation shall be by open cut from the surface, except when pipe jacking is specified or
directed in writing by the Engineer.
When pipe is to be jacked, trenching will not be permitted. Pipe must be jacked without disrupting
traffic. Methods of installing pipe other than by jacking may be used only with written approval
from the Engineer. Methods that may cause damage to the embankment or roadway area will
not be approved. Damage to the pipe or installation area caused by jacking operations shall be
repaired or replaced at the Contractor's expense. The area around the outer surface of the pipe
shall be thoroughly grouted. The grout mixture shall consist of one part Portland cement and
three parts of fine aggregate by volume, or it may be determined by prior documented experience
with similar materials, equipment, and field conditions. The grout shall be thoroughly mixed with
the minimum quantity of water needed to obtain the proper consistency for the existing soil
conditions.
603.05 Bedding for Concrete or Clay Conduit. Bedding shall be prepared per details as shown
on the plans. The bed shall consist of a layer of squeegee at least 3 inches in thickness.
Squeegee shall meet the following gradation:
Size
Percent Passing
3/8"
80-100
#4
0-80
#200
0-4
Recesses shall be made to accommodate the bell of bell -and -spigot pipe. Adjustments to line
and grade shall be made by scraping or filling under the body of the conduit. Wedging or blocking
the bell will not be permitted.
603.06 Placing Conduit. The conduit laying shall begin at the downstream end of the conduit
line. A laser level or GPS Rover shall be used to determine that each segment of conduit is
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installed at the slope and elevation shown on the Plans. The lower segment of the conduit shall
be in contact with the prepared bedding throughout its full length. Bell or groove ends of concrete
or clay conduits and outside circumferential laps of metal or plastic conduits shall be placed
facing upstream.
Paved or partially lined conduit shall be placed so that the longitudinal centerline of the paved
segment coincides with the flow line.
Elliptical -shaped pipe and circular pipe with elliptical reinforcement shall have the top clearly
marked with paint or with imprinted letters and with lifting eyeholes in which laying pins can be
used. Holes shall be finished smooth with grout or with plugs. Conduits shall be placed with the
vertical axis within five degrees of a vertical plane through the longitudinal axis of the conduit.
603.07 Joining Conduit. Joint systems for siphons, irrigation systems, and storm drains shall
be watertight.
(a) Concrete or Clay Conduit. Conduit sections shall be joined in such a manner that the ends
are fully entered, and the inner surfaces are reasonably flush and even.
At locations where rubber gaskets are specified in the Contract for conduits used for storm
drains and cross culverts, rubber gaskets conforming to subsection 705.03 shall be used.
At locations where the type of joint is not otherwise specified in the Contract for conduit
used for storm drains and cross culverts, joints shall be made with joint sealing compound.
Primer shall be furnished when recommended by the manufacturer of the joint sealing
compound. Primer shall conform to and shall be applied per the manufacturer's
recommendations to both surfaces of the conduit sections being joined, for the full
circumference. Sealing compound shall be applied according to the manufacturer's
recommendations. When a specific type of sealing compound is desired, it shall be as
shown in the Contract. Concrete collars will be required at all non-standard joints (not
tongue and groove or bell and spigot) and at all connections to existing pipe.
Rubber gaskets conforming to subsection 705.03 shall be used for concrete pipe sanitary
sewer joints.
Resilient pressure ring material conforming to subsection 705.05 shall be used for clay pipe
sewer joints.
(b) Metal Conduit. Corrugated metal pipe sections shall be placed and aligned to within 3/4
inch of the adjacent section and shall be firmly joined with either one-piece or two-piece
coupling bands. Pipe with helical corrugations shall be joined with the corrugations matched
across the joints and with all corrugations of the pipe completely engaged by the
corrugations or dimples of the coupling band.
Where existing corrugated metal pipe culverts are to be extended, damaged ends shall be
cut off or repaired in an approved manner. All ends of pipes requiring extensions shall be
cleaned within the area necessary for proper installation of connecting bands.
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Arch culverts shall be extended with pipe having a compatible arch shape.
When special joint treatment is called for on the plans to prevent infiltration or exfiltration,
the joints shall be made using a sealing compound conforming to subsection 705.04, with
the connecting band.
(c) Plastic Conduit. Couplings shall be as recommended by the conduit manufacturer.
Watertight joint systems for plastic pipe shall conform to subsection 705.02.
603.08 Elongation. Where required by the plans, round metal and plastic conduit shall be pre-
formed to an elliptical shape by elongating the vertical axis 5 percent.
603.09 Backfilling. After the conduit or section of conduit is placed, it shall be inspected before
any backfill is placed. Reinforced concrete pipe (RCP) shall be visually inspected per AASHTO
LRFD Bridge Construction Specifications, Section 27.6. Conduit found to be damaged shall be
replaced, and conduit found to be out of alignment or unduly settled shall be taken up and re-
laid. The trench shall then be backfilled with material per Section 206.
Culverts and storm sewers have to be backfilled using structural backfill (squeegee) from the top
of bedding material to the spring line of the pipe. Flow fill (Weld County mix) shall then be used
to backfill from spring line to 1 foot above the pipe. Embankment material shall be used to backfill
from the top of the flow fill to the subgrade elevation.
Sanitary sewer lines, when completed, shall be tested for watertightness before any backfill is
placed. The installation shall not show infiltration or exfiltration in excess of 0.6 gallon per inch
of internal pipe diameter per 100 feet of sewer line per hour when tested at 10 psi by hydraulic
means. Testing of joints shall be performed by the Contractor per approved methods. Should
any section of the sewer line fail to meet the test requirements, it shall be corrected at the
Contractor's expense.
Special care shall be taken when backfilling around conduit to bring the backfill materials up on
both sides of the conduit, evenly and simultaneously. Protection of conduits during construction
shall be the Contractor's responsibility. Damage to the conduit due to the Contractor's operations
shall be repaired or replaced at the Contractor's expense.
Trenches in existing streets, except streets that are to be closed or abandoned, shall be
resurfaced as soon as practicable with the type and thickness of bases and pavement shown in
the Contract or as designated.
After culvert pipe is backfilled and earthwork over the pipe is complete to the top of the subgrade,
the pipe deflection shall be measured in the presence of the Engineer. The maximum allowable
deflection shall be 5 percent. Deflection is a reduction in the inside diameter of the pipe
measured in any direction. Measurement shall be made using a mandrel, laser profile, or other
method approved by the Engineer. Measurement shall be made 30 days or more following the
pipe installation. Pipe having any deflections in excess of 5 percent at any location within the
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pipe shall be removed and reinstalled. Pipe that is permanently deformed or damaged in any
way shall be replaced. Replaced pipe shall be retested 30 days or more after the installation per
the method described above.
603.10 Deflection Testing of Metal and Plastic Pipe. After a metal or plastic pipe is backfilled
and earthwork over the pipe is complete to the top of the subgrade, the pipe deflection shall be
measured in the presence of the Engineer. The maximum allowable deflection shall be 5 percent.
Deflection is a reduction in the nominal diameter of the pipe measured in any direction.
Measurement shall be made using a mandrel, laser profile, or other method approved by the
Engineer. Measurement shall be made 30 days or more following the pipe installation. Pipe
having any deflections in excess of 5 percent at any location within the pipe shall be removed
and reinstalled at the Contractor's expense. Pipe that is permanently deformed or damaged in
any way shall be replaced at the Contractor's expense. Replaced pipe shall be retested 30 days
or more after the installation per the method described above.
603.11 Repair of Damaged Culvert. Coating on corrugated steel pipe and pipe arches, and
corrugated steel pipe nestable shall be repaired per the provisions of subsection 707.09.
Damaged pipe shall not be repaired. The Engineer will determine when the pipe is either
acceptable or unacceptable per the provisions of subsection 105.03. Unacceptable pipe shall be
removed and replaced.
Method of Measurement
603.12. Conduit used for culverts and storm drains of the different types and sizes and
corrugated steel pipe nestable will not be measured but will be the net length of pipe called for
on the plans, except when field changes are ordered or when there are errors on the plans. In
case of exceptions, the quantity to be measured shall be the actual net length of the conduit
measured along the bottom centerline. Extra length of the conduit due to joint creep will not be
measured and paid for. Corrugated steel pipe nestable used for encasement will be measured
as complete circular pipe.
Jacked pipe will be measured by the linear foot complete in place and accepted. Structure
excavation, structure backfill, grout materials, and grouting operation for jacked pipe will not be
measured and paid for separately but shall be included in the work.
End sections and safety grates will be measured by the number of units installed.
The size designation of metal pipe arch and metal pipe arch end section shall refer to the
diameter of round pipe normally used to fabricate the pipe arch or the pipe portion of the end
section.
Re-laid pipe will be measured and paid for per Section 210.
Basis of Payment
785
603.13. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule. Except as otherwise indicated on the plans
or in the special provisions, all joints, elbows, concrete collars, connecting bands, and other
connecting devices will not be paid for separately but shall be included in the work.
Payment will be made under:
Pay Item
Pay Unit
Inch Corrugated Steel Pipe
Linear Foot
Inch Corrugated Steel Pipe Nestable
Linear Foot
Inch Steel End Section
Each
Inch Equiv. Corrugated Steel Pipe Arch
Linear Foot
Inch Equiv. Arch Steel End Section
Each
Inch Corrugated Aluminum Pipe
Linear Foot
Inch Aluminum End Section
Each
Inch Equiv. Corrugated Aluminum Pipe Arch
Linear Foot
Inch Equiv. Arch Aluminum End Section
Each
Inch Reinforced Concrete Pipe
Linear Foot
Inch Reinforced Concrete End Section
Each
Inch Nonreinforced Concrete Pipe
Linear Foot
Inch x Inch Reinforced Concrete Pipe Elliptical
Linear Foot
Inch x Inch Reinforced Concrete End Section
Each
Elliptical
Inch Vitrified Clay Pipe
Linear Foot
Inch Cast Iron Pipe
Linear Foot
Inch Plastic Pipe
Linear Foot
Inch Reinforced Concrete Pipe (Jacked)
Linear Foot
Foot x_Foot Concrete Box Culvert (Precast)
Linear Foot
Inch Steel Safety Grate
Each
Structure excavation, structure backfill including flow fill, filter material, and bedding material
required for all pipes, culverts and pipe culvert extensions, inlets, storm sewer pipes, manholes
and other drainage structures, will not be measured and paid for separately but shall be included
in the work.
Repair of damaged coatings will not be paid for separately but shall be included in the cost of
the item.
786
Section 604 — Manholes, Inlets, and Meter Vaults
Description
604.01. This work consists of the construction of manholes, inlets, and meter vaults per these
specifications, and in conformity with the lines and grades shown on the plans or established.
Materials
604.02. Concrete for these structures shall meet the requirements of Section 601 -Structural
Concrete. Other materials shall meet the requirements specified in the following subsections:
Clay or Shale Brick
Concrete Brick
Concrete Masonry Blocks
Frames, Grates, Covers, and Steps
Grade Ring
Reinforcing Steel
Precast Concrete Units
704.01
704.02
704.03
712.06
712.05
709.01
712.05
Construction Requirements
604.03. Excavation shall be per the requirements of Section 206.
604.04 Manholes, Inlets, and Meter Vaults.
(a) General. Concrete construction shall conform to the requirements of Section 601. Masonry
shall conform to the requirements for the respective type. When specified, the outside face
of structures shall be plastered with a 1/2 inch thick cement -sand mortar coat. Unless
otherwise provided, exposed surfaces of concrete and masonry shall be cured as defined
in subsection 601.13.
Pipe sections on the inside of manholes or inlets shall be treated as shown on the plans,
or as directed, and shall project outside sufficiently for proper connection with the next pipe
section. Masonry shall fit neatly and tightly around the pipe.
(b) Manholes. Wherever directed by the Engineer, pipes of the proper type and size shall be
built into a manhole where future laterals are to be connected. These pipes shall be sealed
at their outer ends and an invert shall be built into each manhole for such lateral
connections.
When a manhole is located in the pavement area, it shall not be constructed to final grade
until the pavement has been completed.
(c) Inlets. Where inlets are placed in existing curbs or gutters, the Contractor shall carefully
remove sections of the present curb, gutter, or curb and gutter. All damage to sections to
787
remain in place shall be repaired at the Contractor's expense. The top portion of inlets shall
be constructed concurrently with the adjacent curb and gutter to ensure proper alignment
of grades unless otherwise permitted in writing.
(d) Meter Vaults. Meter vaults shall be of sufficient size to properly accommodate the size of
the meter installed including regulatory devices or fittings required for the utility supplied.
Provisions for grounding, ventilation, drainage, or other safety precautions shall be
constructed as required. Meter vaults may be cast -in -place or precast and shall conform to
the rules and regulations for the utility service supplied in the vault.
(e) Brick Masonry. All bricks shall be thoroughly wetted, before being laid, either by immersion
or in a manner satisfactory to the Engineer.
Special care shall be taken to make the face of the brickwork smooth. All joints on the
interior surface of the manholes and appurtenances shall be carefully struck.
Brick shall not be laid upon a concrete foundation until the concrete has set.
604.05 Backfilling. Unless otherwise directed, all excavations shall be backfilled immediately
after the structures are built. Backfilling shall conform with Section 206 and as shown on the
plans.
604.06 Resurfacing. Excavations in existing streets, except streets that are to be closed or
abandoned, shall be resurfaced as soon as practicable with the type and thickness of bases and
pavement shown on the plans or as designated.
604.07 Cleaning. The structures and all appurtenances shall be thoroughly cleaned before final
acceptance of the work.
When the new facilities interfere with the existing flow of sewage, the Contractor shall provide
satisfactory bypass facilities at the Contractor's expense.
Method of Measurement
604.08. Manholes and inlets will be measured by the complete unit including ring and cover or
grating and frame.
Manhole ring and cover used separately will be measured by the unit.
Inlet grating and frame used separately will be measured by the unit.
Manhole and inlet depth, "H," will be measured as shown on the plans. Measured depth and pay
depth of manholes and inlets shall conform to the following:
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Table 604-1 — Measured Depth and Pay Depth of Manholes and Inlets
Measured Depth
Pay Depth
0.0 to 5.0 feet
5 feet
5.1 to 10.0 feet
10 feet
10.1 to 15.0 feet
15 feet
(continued thus)
Meter vaults will be measured by the complete unit including ring and cover.
Structure excavation and structure backfill for manholes, inlets, and meter vaults will not be
measured and paid for separately but shall be included in the work.
Basis of Payment
604.09. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule. Except as otherwise indicated on the plans
or in the special provisions, all connecting devices will not be measured and paid for separately
but shall be included in the work.
Payment will be made under:
Pay Item
Pay Unit
Meter Vault
Each
Manhole ( )
Each
Inlet, Type ( Foot)
Each
Manhole Ring and Cover
Each
Inlet Grating and Frame
Each
789
Section 605 — Subsurface Drains
Description
605.01. This work consists of constructing underdrains, edge drains, geocomposite drains, and
French drains, per these specifications and in conformity with the lines and grades shown on the
plans or established.
Materials
605.02. Materials shall meet the requirements specified in the following subsections:
Corrugated Steel Pipe 707.04
Bituminous Coated Corrugated Steel Pipe 707.05
Drain Tile
Vitrified Clay Pipe
Corrugated Aluminum Pipe
Plastic Pipe
Gaskets
Filter Material
Geotextiles
Geocomposite Drains
706.04
706.06
707.07
712.11
705.03
703.09
712.08
712.12
Pipe for subsurface drains shall be any type of pipe material listed above. When corrosion
resistant pipe is specified on the plans, the materials shall conform to the requirements of Section
624 for the corrosion resistance number specified.
Subsurface drain outlet pipe may be perforated or nonperforated, and shall meet the
requirements specified in subsections 707.04, 707.05, 707.07, or 712.11.
Construction Requirements
605.03 Pipe Underdrain and Pipe Edge Drain. The trench shall be excavated to the
dimensions and grade shown on the plans. Sufficient Geotextile (Drainage)(Class 3) shall be
placed along the bottom and sides of the trench as shown on the plans to provide the required
overlap over the top of the filter material. Filter material of the class designated on the plans shall
be placed in the bottom of the trench for its full width and length.
Perforated pipe shall be placed with the perforations down and the pipe sections shall be joined
securely with the appropriate coupling fittings or bands. Joining shall conform to the applicable
requirements of subsection 603.07 except as noted above.
After the pipe installation has been inspected and approved, the designated filter material shall
be placed to a height of 12 inches above the top of pipe. Care shall be taken not to displace the
pipe or the covering at open joints. The remainder of the filter material shall then be placed to
790
the required height, the drainage geotextile folded over the top of the filter material, and the
remainder of the trench backfilled.
605.04 Geocomposite Drains. The geocomposite drain for subsurface drainage behind a
retaining wall shall be placed along the full length of the wall. It shall be attached to the wall with
an approved adhesive or per the manufacturer's recommendations.
The trench for geocomposite underdrain and geo-composite edge drain, for subsurface drainage
at pavement edge and elsewhere as specified on the plans, shall be excavated to the dimensions
and grade shown on the plans. The geocomposite drain material shall then be placed along the
downhill side, or the pavement side, of the trench and secured to the trench side.
Backfill shall be placed to avoid damage to the geocomposite drain material.
605.0 French Drain. The trench for French drain shall be excavated to the width and depth
shown on the plans. The trench shall be lined with Geotextile (Drainage)(Class 3) and filled with
the designated filter material to the depth shown on the plans. The drainage geotextile shall be
folded over the top of the filter material. Any remaining unfilled upper portion of trench shall be
backfilled with embankment material.
605.06 Subsurface Drain Outlet. The trench for subsurface drain outlet shall be excavated to
the width and depth necessary to place the pipe on a drainable grade, as shown on the plans or
as directed. Pipe shall be laid in the trench with all ends joined securely with the appropriate
couplings, fittings or bands. After inspection and approval of the pipe installation, the trench shall
be backfilled and compacted per subsection 206.03.
Where the outlet pipe ends on a slope or ditch, it shall be constructed with an erosion control
pad, and an animal guard. The location shall be marked with a delineator post that conforms to
Section 612. The animal guard screen shall be held securely in place with a coupling or fastening
band or by another approved method.
Method of Measurement
605.07. Pipe underdrain and pipe edge drain will be measured by the linear foot of pipe of the
size specified placed and accepted.
French drain will be measured by the linear foot of trench excavated and filled with filter material
and accepted.
Geocomposite underdrain and geocomposite edge drain will be measured by the linear foot
along the base of the geocomposite drain material for the full length installed and accepted.
Geocomposite drain both with and without pipe will be measured by the square yard of
geocomposite drain material placed on the vertical wall surface and accepted.
791
Subsurface drain outlet will be measured by the linear foot of pipe placed and accepted from the
end of a subsurface drain to the discharge end of the outlet pipe.
IGeotextile will not be measured and paid for separately but shall be included in the cost of the
work.
Basis of Payment
605.08. The accepted quantities of subsurface drains will be paid for at the contract unit price
for each of the pay items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
.Inch Perforated Pipe Underdrain
Linear Foot
French Drain
Linear Foot
Geocomposite Underdrain
Linear Foot
Geocomposite Drain without Pipe
Square Yard
Geocomposite Drain with Pipe
Square Yard
Geocomposite Edge Drain
Linear Foot
Pipe Edge Drain
Linear Foot
Subsurface Drain Outlet
Linear Foot
Payment shall be full compensation for all work and materials required to complete the item
including drainage geotextile, drainage core, securing devices, adhesives, sewn seams, pipe,
filter material, excavation, and backfill.
Payment for subsurface drain outlet shall include the erosion control pad, the animal guard, and
the delineator post.
792
Section 606 — Guardrail
Description
606.01. This work consists of the construction of guardrail per these specifications and in
conformity with the lines and grades shown on the plans or established.
The construction of the various types of guardrail shall include the assembly and erection of all
component parts and materials complete at the locations shown on the plans or as directed.
The types of guardrail are designated as follows:
• Type 3 Guardrail — Midwest Guardrail System (MGS) W -Beam 31 Inches
• Type 6 Guardrail — Thrie Beam
• Type 7 Guardrail — F -Shape Concrete Barrier (Precast) (Temporary)
• Type 9 Guardrail — Single Slope Concrete Barrier
• Use of Type 4 Precast Concrete Barrier not permitted.
Materials
606.02. Materials shall meet the requirements specified in the following subsections:
"W" Beam Rail and Thrie Beam Rail 710.05
Guardrail Hardware 710.09
Guardrail Posts 710.08
Paint for field painting of guardrail shall conform to subsection 708.03, Structural Steel Bridge
Paint.
Concrete for precast or cast -in -place barrier shall be made with an approved Class D Concrete
and shall conform to the requirements of Section 601. The Contractor may elect to use an
approved self -consolidating Class D concrete. Reinforcing steel, unless otherwise noted, shall
be epoxy coated and conform to the requirements of Section 602.
Concrete for bridge rail shall be an approved Macro Fiber -Reinforced Class D Concrete and
conform to the requirements of Section 601.
Construction Requirements
606.03 Post and Rail Elements.
(a) Posts. Posts shall be set firm and aligned with a tolerance of plus or minus 1/4 inch from
plumb, grades and lines as staked. All fittings and metal plates shall be placed securely in
position to conform to designated dimensions and requirements.
Posts shall be set by one of the following methods:
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(1) Driven in place.
(2) Set in dug holes.
(3) Set in a concrete base.
(4) Posts on bridges shall be as shown on the plans.
Driving of posts shall be accomplished by methods and equipment that will leave the posts
in their final position free from any distortion, burring, or any other damage.
Excavated post holes shall have a firm bottom and be backfilled with acceptable material
placed in layers and thoroughly compacted.
Dissimilar metal -to -metal or aluminum -to -concrete post or rail installations shall have
contact surfaces separated by an approved protective coating.
Wood posts cut in the field shall have the cut surfaces protected with two coats of an
approved preservative. When the cut surface is above ground, the treating solution to be
used shall be the same type as was used in the original treatment.
(b) Rail. Rail elements shall be erected in a manner resulting in a smooth, continuous
installation. All bolts in the finished rail shall be drawn tight. Bolts shall be of sufficient length
to extend beyond the nuts. Rail shall be shop bent for installations on horizontal curves
having a radius of 150 feet or less.
(c) Temporary End Treatment. In construction zones not closed to traffic, installation of rail
element shall closely follow the setting of posts to keep the number of posts without rail at
a minimum. When necessary to minimize potential hazards, the Engineer will specify the
direction in which the rail installation is to advance, and the number of posts installed ahead
of rail installation. At the end of the Contractor's workday, the Contractor shall treat the
ends of the installed guardrail as follows:
(1) If the end is at the location of a planned end section, install the end section.
(2) If the end is not at the location of a planned end section, the last rail section shall be
installed with one end attached to the rail already in place and the free end resting on
the ground. The free end on the ground shall be restrained by tying the rail to the posts
by ropes or cables. The guardrail shall not be left in this configuration for more than
24 hours unless protected by an approved attenuating device.
606.04 Concrete. Where paving is removed or damaged due to the Contractor's operations, the
Contractor shall furnish an approved mix and shall repair the paving as required, at the
Contractor's expense.
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In construction zones not closed to traffic, the Contractor shall treat the ends of the installed
concrete guardrail at the end of the workday as follows:
(1) If the end is at the location of a planned end section, install the end section.
(2) If the end is not at the location of a planned end section, install a temporary impact
attenuator or provide treatment as shown in the Contract.
(a) Permanent Concrete Barrier. The permanent concrete barrier shall be Type 9 constructed
by cast -in -place or slipform methods. The trench for the base of the cast -in -place reinforced
barrier end anchorages shall be excavated to the lines and grades shown on the plans or
established. The bottom of the trench shall be compacted to the density specified in
subsection 203.07(a). The compacted trench bottom shall be watered and approved before
placing concrete.
Concrete finish for all cast -in -place barriers shall be Class 1 per subsection 601.14.
Slipform barriers shall not receive additional finishing unless permitted by the Engineer.
Exposed vertical surfaces of slipformed barrier shall receive a vertical broom finish. When
hand finishing is allowed, it shall be performed in conformance with subsection 601.12(a).
The Engineer may determine that the exposed surfaces of the guardrail shall be tested with
a 10 -foot straightedge laid along the exposed surface in a longitudinal direction. The
Contractor shall furnish an approved 10 -foot straightedge and provide an operator to aid
the Engineer in testing the exposed surfaces. All surface tolerances shall be measured in
a longitudinal direction. Deviation of any exposed surface in excess of the tolerance
specified shall be corrected at the Contractor's expense.
Longitudinal surface tolerances for the top of the barrier and the sides of the barrier from
the top to a line 7 inches below the top of the barrier are:
1. On tangent roadway alignments and curves with a radius greater than 1,000 feet: 0.25
inch from the edge of the straightedge.
2. On sharp vertical curves and horizontal curves with a radius of 1,000 feet or less: 0.25
inch from the edge of the straightedge with allowance made for curve deflection.
Longitudinal surface tolerances for the remaining surfaces of the barrier are:
1. On tangent roadway alignments and curves with a radius greater than 1,000 feet: 0.75
inch from the edge of the straightedge.
2. On sharp vertical curves and horizontal curves with a radius of 1,000 feet or less: 0.75
inch from the edge of the straightedge with allowance made for curve deflection.
The Contractor will be allowed a maximum of three days of slipform production if the barrier
being placed does not meet the specified tolerances. After the third day of placement of
795
out -of -tolerance slipform barrier, the Contractor shall stop production. The Contractor shall
submit a corrective action plan to the Engineer for review. The plan shall address corrective
actions to the equipment and materials and a time frame for completion of the corrective
actions. The plan shall address methods and materials to be used to correct out -of -
tolerance barrier. Patching will not be allowed to correct out -of -tolerance barrier. Further
placement of barrier will not be allowed until all previously placed barrier which failed to
meet tolerances is corrected or removed. Each occurrence of out -of -tolerance slipform
barrier shall be subject to the same corrective cycle.
(b) Temporary Precast Type 7 Concrete Barrier. Precast Type 7 Concrete Barrier (conforming
to Standard Plan M-606-14) may be formed upside down to minimize air pockets and
improve surface finish. Concrete finish for precast barriers shall be Class 1 per subsection
601.14. Each segment of the precast barrier shall not have spalls, corner breaks, and
bottom spalls totaling more than 5 square feet of surface area which includes the base. All
required hand finishing shall be performed in conformance with subsection 601.12(a).
Connecting loops shall not be frayed, stretched, or deformed. Gaps between units shall not
exceed the dimensions shown on the plans. Precast barrier units shall not be lifted or
stressed in any way before they have developed the strength of the concrete specified.
Units shall be supported at designated pickup points. Connecting loops shall not be used
as pickup points. Care shall be taken during fabrication, storage, handling, and transporting
to prevent cracking, twisting, or other damage. Minor chips on edges may be patched with
the approval of the Engineer. Breakage and chipping may be cause for rejection. Units
damaged in such a way as to impair their appearance or suitability, in the opinion of the
Engineer, shall be replaced at the Contractor's expense. Units rejected by the Engineer
shall be marked on both sides with an orange painted "R" approximately 12 inches high
and 6 inches wide.
The base for placing precast barrier shall be prepared to the lines and grades shown on
the plans or established. When it becomes necessary to connect cast -in -place barrier
sections to precast barrier installations during construction, the cast -in -place sections shall
be constructed complete with connecting hardware per Standard Plan M-606-14 to join the
cast -in -place sections to the abutting precast sections. A fifteen -foot transition section shall
be provided when attaching barriers of differing shapes.
Method of Measurement
606.05. Guardrail will be measured by the linear foot along the centerline of the rail from end to
end of completed and accepted rail as shown on the plans, excluding end anchorages, median
terminals, and transitions.
End anchorages, median terminals, and transitions will be measured by the actual number
placed and accepted. Each end anchorage, median terminal, or transition shall include all
concrete, reinforcing steel, anchor bolts, cable, rods, turnbuckles, backing rail, plates, bolts, nuts,
washers, and all other work and material necessary to complete the item.
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Posts will be included in the quantities of guardrail of the specified type and not measured
separately. Additional posts required for guardrail adjacent to bridges and obstructions, as
shown on the plans, will not be measured and paid for separately but shall be included in the
work.
Basis of Payment
606.06. The accepted quantities of guardrail will be paid for at the contract unit price for the type
specified.
Payment will be made under:
Pay Item
Pay Unit
Guardrail, Type
Linear Foot
End Anchorage, Type
Each
Guardrail, Type ( Post Spacing)
Linear Foot
Median Terminal
Each
End Anchorage (_)
Each
Transition, Type
Each
All work and materials necessary and incidental to the temporary treatment of guardrail ends will
not be measured and paid for separately but shall be included in the work.
Partial payments will not be made for partially completed guardrail runs that do not conform to
the end treatments specified in subsections 606.03(c) or 606.04.
Polyolefin fiber reinforcement will not be measured and paid for separately but shall be included
in the work.
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Section 607 — Fences
Description
607.01. This work consists of the construction of fence and gates, and removal of temporary
plastic fence per these specifications and in conformity with the lines and grades shown on the
plans or established.
Materials
607.02. Materials shall meet the requirements specified in the following subsections:
Woven Wire
Barbed Wire
Chain Link Fabric
Fence Posts
Snow Fence
Timber for Wood Noise Barrier
710.02
710.01
710.03
710.07
710.04
710.06
Reinforcing steel shall conform to Section 602. Concrete shall conform to Section 601.
Foundation concrete for fence posts, braces, anchors, and gates shall be Class B. Concrete with
lightweight aggregates conforming to ASTM C330 will be permitted. Field mixed concrete
consisting of a minimum of one part cement to six parts of aggregate by volume may be used in
lieu of Class B if approved. Pre-packaged concrete may be used if approved.
Fence (Plastic) shall be orange -colored material, at least 4 feet in height.
Construction Requirements
607.03. The Contractor shall perform such clearing and grubbing as may be necessary to
construct the fence to the required grade and alignment.
The right-of-way fence shall be constructed approximately 6 inches inside the boundary of the
highway right of way shown on the plans or as staked. Anchorages, footings or fence
appurtenances shall not extend beyond the limits of the highway right of way without the written
consent of the abutting property owner.
At locations where breaks in a run of fencing are required, at intersections with existing fences,
or at ditch, canal, or channel crossings, appropriate adjustments in fence alignment and post
spacing shall be made to satisfy the requirements for the type of closure indicated or the
conditions encountered.
When the plans require that posts, braces, or anchors be embedded in concrete, they shall be
securely braced to hold the posts in proper position until the concrete has set sufficiently to hold
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the posts. Unless otherwise permitted, materials shall not be installed on posts, or stress placed
on guys and bracing set in concrete until the concrete has set sufficiently to withstand the stress.
The tops of all posts shall be set to the required grade and alignment. Cutting of the tops or
bottoms of treated timber posts will be allowed only with the approval of the Engineer. Posts cut
in the field shall have the cut surfaces protected with two coats of an approved wood
preservative.
Wire or fencing of the size and type required shall be firmly attached to the posts and braces in
the manner indicated. All wire shall be stretched taut and be installed to the required spacing.
Wood Noise Barrier fence shall be constructed according to the details shown on the plans. All
fence boards shall be tightly butted to minimize cracks.
Fence (Plastic) shall be placed as shown on the plans or as directed to define the limits of the
work area beyond which no access is allowed to the surrounding wetlands or vegetation to be
protected.
Method of Measurement
607.04. Fence will be measured by the linear foot. Measurement will be along the base of the
fence from outside to outside of end posts for each continuous run of fence including length of
barbed wire gates but excluding the length of driveway gates and walk gates.
Driveway gates and walk gates will be measured as complete units of the size and type specified.
Gates shall be the same type and height as the adjacent fence unless otherwise designated.
End posts, corner posts, and line brace posts required for chain link fence, barbed wire, and
combination wire fence will be measured by the actual number used.
End posts, corner posts, and line brace posts for snow fence or barrier fence will not be
measured and paid for separately but shall be included in the work.
Line posts required for reset fence will be measured by the actual number used.
Line posts required for new fence will not be measured separately but shall be included in the
contract unit price for new fence.
End Posts Special, Corner Posts Special, and Line Brace Posts Special required for Fence
(Deer) will be measured by the actual number used.
Fence Wood (Noise Barrier) will be measured by the linear foot.
Fence (Plastic) will be measured by the linear foot. Posts will not be measured and paid for
separately but shall be included in the work.
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Measurement will be along the base of the fence from outside to outside of end posts for each
continuous run of fence, and shall include all wood, hardware, concrete, reinforcing steel,
excavation and backfill, and all other incidentals to the erection of the fence.
Basis of Payment
607.05. The accepted quantities of fence will be paid for at the contract unit price for each of the
pay items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Fence ( ) ( Inch)
Linear Foot
( Foot) Gate (_)
Each
Line Post
Each
End Post
Each
Corner and Line Brace Post
Each
End Post (Chain Link)
Each
Corner and Line Brace Post (Chain Link)
Each
End Post Special
Each
Corner and Line Brace Post Special
Each
Deer Gate
Each
Fence Wood (Noise Barrier) ( Inch)
Linear Foot
Fence (Plastic)
Linear Foot
Payment for Fence (Plastic) shall be full compensation for furnishing, erecting, maintaining,
removing, and disposing of all materials required. Fence (Plastic) shall remain the property of
the Contractor.
800
Section 608 — Sidewalks and Bikeways
Description
608.01. This work consists of the construction of bituminous or concrete sidewalks, bikeways,
and curb ramps per these specifications and in conformity with the lines and grades shown on
the plans or established.
The Contractor shall furnish all labor, materials, and services necessary for, and incidental to,
the completion of all work directed by the Department and as specified on the plans. All
machinery and equipment shall be of size to meet the requirements of the work in a satisfactory
manner. All work performed by the Contractor shall be subject to the inspection and approval of
the County's representative.
The Contractor will be required to supply concrete from a ready -mixed concrete plant; concrete
mixed on -site will not be accepted under any circumstances. The addition of admixtures or
additives on site will not be permitted.
Materials
608.02. Materials shall meet the requirements specified in the following subsections:
Joint Fillers
Bed Course Material
705.01
703.07
Concrete for sidewalks, bikeways, and curb ramps shall be Class B, and meet the requirements
of Section 601.
Bituminous material for sidewalks, bikeways, and curb ramps shall meet the requirements of
Section 403.
Concrete and bituminous mixes will be subject to inspection and tests as required to ensure
compliance with quality requirements.
The Contractor will be required to supply concrete from a ready -mixed concrete plant; concrete
mixed on -site will not be accepted under any circumstances. The addition of admixtures or
additives on site will not be permitted.
Construction Requirements
608.03 Concrete Sidewalks and Bikeways.
(a) Excavation. Excavation shall be made to the required depth and to a width that will permit
the installation and bracing of the forms. The foundation shall be shaped and compacted
to a firm even surface conforming to the section shown on the plans or as staked. When
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the Engineer determines that material is uncompactable, the material shall be removed and
replaced per subsection 206.03.
(b) Subgrade Preparation. Placement, compaction, and grading of the subgrade to the final
line and grades shall be completed before the placement of any concrete. All fill areas shall
be compacted to 95% of maximum density per Section 203. The moisture content during
placement of fill shall be within two percentage points of optimum moisture.
(c) Forms. Concrete shall not be placed until all the forms have been inspected and approved
by the Engineer or Inspector. Forms shall be of wood, metal, or other suitable material, and
shall extend for the full depth of the concrete . All forms shall be straight, free from warp
and of sufficient strength to resist the pressure of the concrete without springing. Bracing
and staking of forms shall be such that the forms remain in both horizontal and vertical
alignment until their removal. The forms shall be true to line and grade and shall be mortar -
tight and rigid to prevent displacement and sagging between supports. A satisfactory slip -
form method may be used. If the Contractor opts to use a slip -form method, a written
method statement shall be submitted to the Engineer for approval.
Form removal shall not occur until the concrete has reached sufficient strength to withstand
damage. At a minimum, forms shall be left in place a minimum of three (3) days following
the concrete pour. Upon removal of the forms, the sidewalk shall be backfilled with the
appropriate backfill material. Damage to the sidewalk during or after backfilling operations
shall result in complete removal and replacement of the concrete sidewalk panel(s).P/acing
Concrete. Concrete shall be placed on damp, compacted surfaces. All concrete shall be
placed during daylight hours, unless otherwise approved by the Engineer. Concrete shall
be placed as soon as practical after mixing and in no case later than 1 '/2 hours after the
batch time. The methods and techniques of placing the concrete shall be such to avoid
segregation. When necessary, troughs, pipes, and chutes shall be used to facilitate
placement of the concrete. Dropping the concrete more than four feet or depositing large
quantities at a single point will not be permitted.
(d) Finishing. The surface shall be floated with a wooden or magnesium float and given a
transverse broom finish. Plastering of the surface will not be permitted. All required hand
finishing shall be performed in conformance with subsection 601.12(a).
All outside edges of the slab and all joints shall be edged with a 1/4 inch radius -edging tool.
(e) Joints. Expansion joints, at intervals of not more than 500 feet, shall be filled with 1/2 inch
thick full depth, preformed expansion joint filler. The sidewalk or bikeway shall be divided
into sections by dummy joints formed by a jointing tool or other acceptable means as
directed. These dummy joints shall extend into the concrete for at least a quarter of the
depth and shall be approximately 1/8 inch wide. Dummy joints shall be spaced at intervals
approximately equal to the width of the sidewalk or bikeway.
Construction joints shall be formed around all appurtenances such as manholes, utility
poles, etc., extending into and through the sidewalk. Preformed expansion joint filler 1/2
802
inch thick shall be installed in these joints. Expansion joint filler 1/2 inch thick or the
thickness indicated shall be installed between new concrete and any fixed structure such
as a building or bridge. This expansion joint material shall extend for the full depth of the
contact surface.
(f)
Curing. Finished concrete shall include a light broom finish and be treated with a liquid
membrane curing compound meeting the requirements of ASTM C 309, Type 2 (White
Pigment). The method and details of curing shall be subject to the approval of the Engineer.
During the curing period all traffic, both pedestrian and vehicular, shall be excluded.
Vehicular traffic shall be excluded for such additional time as the Engineer may direct.
608.04 Bituminous Sidewalks and Bikeways.
(a) Excavation and Forms. Excavation and forms shall meet the requirements of subsection
608.03(a) and (b).
(b) Bed Course. Bed course material shall be placed in layers not exceeding 4 inches in depth
and each layer shall be thoroughly compacted.
(c) Placing Bituminous Material. Bituminous sidewalk and bikeway material shall be placed on
the compacted bed course in one or more courses as indicated to give the required depth
when rolled. When practicable, spreading, finishing, and compaction shall be accomplished
by equipment conforming to the requirements of Section 401. When the Engineer
determines such equipment is not practicable, bituminous material may be spread by small
or special pavers, by spreader boxes, or by blade graders and may be compacted by small
self-propelled rollers or vibratory compactors acceptable to the Engineer. In areas
inaccessible to the roller, hand or mechanical tamping will be permitted. Bituminous
material shall be uniformly compacted.
The Contractor shall state at the Pre -construction Conference what type of paving
equipment will be used.
Method of Measurement
608.05. Concrete sidewalks, bikeways, and curb ramps will be measured by the square yard of
finished surface. Bituminous sidewalks, bikeways, and curb ramps will be measured by the ton
of bituminous mixture placed.
Basis of Payment
608.06. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule.
Payment will be made under:
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Pay Item
Pay Unit
Concrete Sidewalk
Square Yard
Bituminous Sidewalk
Ton
Concrete Curb Ramp
Square Yard
Bituminous Curb Ramp
Ton
Concrete Bikeway
Square Yard
Bituminous Bikeway
Ton
Bed course material will be measured and paid for per Section 206.
All work necessary and incidental to the construction of sidewalks, bikeways, and curb ramps
will not be measured and paid for separately but shall be included in the work.
804
Section 609 — Curb and Gutter
Description
609.01. This work consists of the construction of curb, gutter or combination curb and gutter per
these specifications and in conformity with the lines and grades shown on the plans or
established. The types of curb are designated as follows:
• Type 2 Cast -in -Place Concrete Curb
• Type 4 Dowelled Concrete Curb
• Type 6 Sloping Curb
The section will be as shown on the plans.
The Contractor shall supply concrete for curbs and gutters from a ready -mix concrete plant.
Concrete mixed on -site with mobile trucks will not be accepted under any circumstances. The
addition of admixtures or additives on site will not be allowed.
Materials
609.02. Except as provided below the materials used shall meet the requirements of the
following subsections:
Bed Course Material
Joint Filler
Reinforcing Steel
703.07
705.01
709.01
Concrete for curb shall be Class B and meet the requirements of Section 601.
Bituminous curb shall be constructed of the same gradation of aggregate and the same grade
of bituminous material as the top layer or top course of bituminous pavement used on the project.
Concrete and bituminous mixes will be subject to inspection and tests at the plants for
compliance with quality requirements.
Construction Requirements
609.03 Cast -in -Place Concrete Curb. All required hand finishing shall be performed in
conformance with subsection 601.12(a).
(a) General. The Contractor shall furnish all labor, materials, and services necessary for, and
incidental to, the completion of all work directed by the County and specified herein. All
machinery and equipment shall be of size to meet the requirements of the work in a
satisfactory manner. All work performed by the Contractor shall be subject to the inspection
and approval of the County's representative.
805
(b) Excavation and Bedding. Excavation and bedding shall be made to the required depth and
to a width that will permit the installation and bracing of the forms. The foundation shall be
shaped and compacted to a firm even surface conforming to the section shown on the plans
or as staked. When the Engineer determines that material is uncompactable, the material
shall be removed and replaced per subsection 206.03.
(c) Subgrade Preparation. Placement, compaction, and grading of the subgrade to the final
line and grades shall be completed prior to the placement of any concrete. All fill areas shall
be compacted to 95% of maximum density per ASTM D 698 (Standard Proctor). The
moisture content during placement of fill shall be within two percentage points of optimum
moisture. Testing for adequate compaction shall be per the Section 203.
(d) Forms. Concrete shall not be placed until all the forms have been inspected and approved
by the Engineer or Inspector. Forms shall be of wood or metal, straight, free from warp and
of such construction that there will be no interference to the inspection of grade or
alignment. All forms shall be of sufficient strength to resist the pressure of the concrete
without springing. Bracing and staking of forms shall be such that the forms remain in both
horizontal and vertical alignment until their removal. The forms shall be true to line and
grade and shall be mortar -tight and rigid to prevent displacement and sagging between
supports.
(e) Mixing and Placing. Concrete shall be proportioned, mixed, and placed per the
requirements for the class of concrete specified. Concrete shall be placed on damp,
compacted surfaces. Compaction of concrete curb, gutters, or combination curb and gutter,
placed in forms shall have thorough consolidation that shall be achieved by tamping and
spading, vibrating, or other acceptable methods.
All concrete shall be placed during daylight hours, unless otherwise approved by the
Engineer. Concrete shall be placed as soon as practical after mixing and in no case later
than 1 '/2 hours after the batch time. The methods and techniques of placing the concrete
shall be such to avoid segregation. When necessary, troughs, pipes, and chutes shall be
used to facilitate placement of the concrete. Dropping the concrete more than 4 feet or
depositing large quantities at a single point will not be permitted.
Sections. Curb shall be constructed in sections having a uniform length of 10 feet unless
otherwise ordered. Sections shall be separated by open joints 1/8 inch wide except at
expansion joints.
Expansion Joints. Expansion joints shall be formed at the intervals shown on the plans
using a 1/2 inch preformed expansion joint filler. When the curb is constructed adjacent to
or on concrete pavement, expansion joints shall be located opposite the expansion joints
in the pavement.
Expansion joints shall be installed between the concrete curb and any fixed structure or
bridge. Expansion joint material shall extend the full depth of contact surface.
806
(h) Curing. Finished concrete shall include a light broom finish and be treated with a liquid
membrane curing compound meeting the requirements of ASTM C 309, Type 2 (White
Pigment). A method statement and details of curing compound shall be submitted to the
Engineer for review and approval. During the curing period all traffic, both pedestrian and
vehicular, shall be excluded. Vehicular traffic shall be excluded for such additional time as
the Engineer may direct.
(i)
(J )
Backfilling. After the concrete has set sufficiently, the spaces in back of the curb shall be
backfilled to the required elevation with suitable material, which shall be thoroughly tamped.
Curb Machine. With the approval of the Engineer, the curb may be constructed by the use
of a curb -forming machine.
(k) Surface Tolerance. The Engineer may determine that the exposed surfaces of the concrete
curb, gutters, or combination curb and gutter shall be tested with a 10 -foot straightedge laid
along the exposed surface in a longitudinal direction. The Contractor shall furnish an
approved 10 -foot straightedge and provide an operator to aid the Engineer in testing the
exposed surfaces. All surfaces shall be measured in a longitudinal direction. Deviation of
any exposed surface in excess of that specified shall be corrected at the Contractor's
expense.
Longitudinal surface tolerances for the top and face are:
1. On tangent roadway alignments and curves with a radius greater than 1,000 feet: 0.25
inch from the edge of the straightedge.
2. On sharp vertical curves and horizontal curves with a radius of 1,000 feet or less: 0.25
inch from the edge of the straight edge with allowance made for curve deflection.
609.04 (unused).
609.05 Bituminous Curb.
(a) Preparation. Bituminous curb shall be placed on a clean dry surface. Immediately before
placing the bituminous mixture, the surface shall receive a tack coat of bituminous material
of the type and grade approved by the Engineer. The rate of application of the tack coat
material shall be 0.05 to 0.15 gallons per square yard of surface. In the application of this
tack coat, the Contractor shall prevent the spread of this tack coat to areas outside of the
area to be occupied by the curb.
(b) Placing. Bituminous curb shall be constructed by using a self-propelled curb machine or a
paver with curb attachments.
The automatic curb machine shall meet the following requirements and shall be approved
before its use:
807
1. The weight of the machine shall be such that compaction is obtained without the
machine riding above the bed on which the curb is constructed.
2. The machine shall form curb that is uniform in texture, shape and density.
3. The Engineer may permit the construction of curb by other means, when short
sections or sections with short radii are required, or for such other reasons as
warranted. The resulting curb shall conform in all respects to the curb produced by the
use of the machine.
Upon completion of placement of bituminous curb, a fog coat of emulsified asphalt
shall be placed on the exposed surfaces of the curb at the rate of approximately 0.1
gallon per square yard.
(c) Painting and Sealing. When sealing or painting is required, it shall be performed only on a
curb that is clean and dry and which has reached the ambient temperature.
Method of Measurement
609.06. Curb will be measured by linear foot along the front face of the section at the finished
grade elevation.
Gutter will be measured by the linear foot along the flowline at the finished grade elevation.
Curb and gutter will be measured along the face of the curb.
Deduction in length will be made for drainage structures, such as catch basins, drop inlets, etc.,
installed in the curb, gutter, or curb and gutter.
Basis of Payment
609.07. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule, including dowels and expansion joint material.
Payment will be made under:
Pay Item
Pay Unit
Curb, Type (Section )
Linear Foot
Gutter, Type ( Foot)
Linear Foot
Curb and Gutter, Type (Section )
Linear Foot
Bed course material will be measured and paid for per Section 206.
Fog coat and tack coat for Curb Type 6 will not be measured and paid for separately but shall
be included in the work.
808
Materials required to construct the gutter, including rebar and diversion plate(s) will not be
measured and paid for separately but shall be included in the work.
809
Section 610 — Median Cover Material
Description
610.01. This work consists of the construction of median cover over the median area, or over
other areas designated, per these specifications and in conformity with the lines and grades
shown on the plans or established.
Materials
610.02. Bituminous median cover material shall conform to the requirements of Section 403 and
as shown on the plans.
Concrete shall be Class B and shall conform to Section 601. Coloring agent, if required, shall be
as shown on the plans or specified.
Aggregate for median cover shall conform to the requirements of subsection 703.10.
Plastic sheeting shall be black polyethylene with a minimum thickness of 10 mils or approved
equal. Herbicides shall conform to the requirements of Section 217.
Construction Requirements
610.03. Median cover operations shall not be started until the underlying surface has been
compacted, smoothed and, if required, treated with herbicides. Other requirements are as
follows:
(a) Bituminous Median Cover Material. Bituminous median cover material shall be placed in
conformance with the requirements of subsection 608.04(c).
(b) Concrete. Construction requirements shall conform to the requirements of subsection
608.03. The surface finish or pattern shall be as shown on the plans or per the
recommendations of the supplier of the median cover material.
(c) Stone. Areas to receive stone median cover shall be treated, if required, with an approved
herbicide treatment per Section 217 or as directed. Immediately after the placement of the
herbicides, the plastic sheeting and stones shall be placed per details shown on the plans,
or as specified.
Method of Measurement
610.04. Bituminous median cover material will be measured by the number of tons of bituminous
material placed and accepted. Concrete median cover material will be measured by the square
foot of surface placed and accepted.
810
Stone median cover material will be measured by the number of tons of aggregate placed and
accepted.
Basis of Payment
610.05. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Median Cover Material (Bituminous)
Ton
Median Cover Material (Concrete)
Square Foot
Median Cover Material (Patterned Concrete)
Square Foot
Median Cover Material (Stone)
Ton
Herbicide treatment will be measured and paid for per Section 217.
Subgrade compaction and plastic sheeting will not be measured and paid for separately but shall
be included in the work.
811
Section 611 — Cattle Guards
Description
611.01. This work consists of the construction of cattle guards per these specifications and in
conformity with the lines, grades, and details shown on the plans or established.
Materials
611.02. Concrete shall conform to the requirements of Section 601. Reinforcing steel shall
conform to the requirements of Section 602. Structural steel shall conform to the requirements
of Section 509. Timber shall conform to the requirements of Section 508. Fencing items shall
conform to the requirements of Section 607.
Construction Requirements
611.03. Cattle guards shall be constructed per the details shown on the plans. All work shall be
done per the applicable construction methods contained in these specifications.
Method of Measurement
611.04. Cattle guards will be measured by the number of units of the various sizes installed and
accepted.
Basis of Payment
611.05. The accepted quantities of cattle guards of the various sizes will be paid for at the
contract unit price each when included in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Cattle Guard
Each
812
Section 612 — Delineator and Reflectors
Description
612.01. This work consists of the installation and furnishing of delineators and reflectors per
these specifications and in conformity with the lines, grades and details shown on the plans or
established.
Materials
612.02. Materials for the various types of delineators and reflectors shall be as follows:
(a) Delineators.
(1) Steel Posts. Details for each type of delineator are shown on the plans. Posts shall
conform to the requirements shown on the plans, and reflectors shall conform to the
requirements in subsections 713.07 and 713.10.
I (2)
Flexible Posts.
A. Type I Delineators: Type I delineators shall be a green Shur -Flex Driveable
Delineator post. The top of the post shall have a 13" flat top equipped with a one
(3 x 3 inch) piece of white reflective sheeting on one side facing oncoming traffic.
The location of the Type I delineators will be shown on the plans.
B. Type II Delineators: Type II delineators shall be a green Shur -Flex Driveable
Delineator post. The top of the post shall have a 13" flat top equipped with two
(3 x 3 inch) pieces of white reflective sheeting on one side facing oncoming traffic.
The location of the Type II delineators will be shown on the plans.
C. Type III Delineators. Type III delineators shall be a white Shur -Flex Driveable
Delineator post. The top of the post shall have a 13" flat top equipped with three
(3 x 3 inch) pieces of yellow reflective sheeting on one side facing oncoming
traffic. The location of the Type III delineators will be shown on the plans.
D. Workmanship. The posts shall exhibit good workmanship and shall be free of
burrs, discoloration, contamination, and other objectionable marks or defects
which affect appearance or serviceability. Each post shall be visibly free of bends
or twists, prior to and after installation.
E. Material. The post shall be manufactured from an impact resistant flexible
material, and resistant to the following: U.V. exposure, cold weather
temperatures, temperature fluctuation, and de-icing materials. The post shall be
permanently sealed at the top and shall be date -stamped showing the month and
year of fabrication. The date -stamp shall be on top of the post on the side facing
813
away from traffic. The numerals shall be at least '/4 inch in height and shall be
die -stamped or legibly stamped with permanent ink.
F. Dimensions.
1. Length. The post shall provide a height of 48 inches above the edge of
pavement and provide the required anchoring depth for Drivable Method of
installation. The post length shall conform to requirements outlined in S-
612-01 for all other methods of installation.
2. Width. The post shall have a minimum width of 2 3/8 inches and a maximum
width of 4 1/8 inches facing traffic.
G. Base Anchoring. The base anchor shall be designed to facilitate a permanent
installation resistant to overturning, twisting, and displacement from wind and
impact forces. Post bases for the delineator post shall be 2" x 24" square tubing
anchor equipped with a cotter pin. A concrete foundation shall be used for
delineator support in soft soils per the plans or as directed by the Engineer.
The base anchor shall be capable of being driven into an earth shoulder with or
without a pilot hole. Installation shall be accomplished with typical maintenance
equipment.
H. Performance Requirements. Posts shall be tested in accordance with NTPEP's
Evaluation of Temporary Traffic Control Devices: Flexible Delineators. Posts
shall be designed such that an installed post is capable of self -erecting and
remain serviceable after being subjected to a series of direct impacts by a typical
passenger sedan.
Posts installed in ground mount; side of roadway configurations shall be capable
of withstanding a series of ten impacts into the traffic face of the post at a speed
of 55 mph.
Posts installed in surface mount, head-on and/or channelizing configurations
shall be capable of withstanding a series of 125 impacts into the traffic face of
the post at a speed of 55 mph.
I. Sampling and Acceptance. Prior to shipment of posts, the manufacturer shall
submit a MASH self -certification letter to the Project Engineer.
(b) Reflective Elements.
Each reflective element shall be a 3 x 3 inch square, ASTM Type IV reflective sheeting
material meeting the requirements of subsection 713.07 and 713.10.
814
2. Reflective elements shall be placed in a straight vertical column starting one inch from
the top edge of the delineator. Type II and III delineators shall have reflective elements
separated by one inch vertically in the column.
3. All reflective elements shall be placed at the factory by the manufacturer prior to on -
site delivery of delineators. The texture of the projected surface shall be smooth and
suitable for the adherence of reflective elements without preparation other than wiping
with a clean cloth damped with mineral spirits to remove oil -type contaminants.
4. Reflective elements shall be protected from scratches, abrasions, and other physical
damage during shipping and base anchor driving by an easily removable "masking"
sheet.
5. Guardrail Reflector Tabs. Details for the guardrail reflector tabs are shown on the
plans. Reflectivity shall conform to ASTM D4956 Type IV.
6. Barrier Reflector. Details for barrier reflectors are shown on the plans. Reflectivity shall
conform to the requirements in subsection 713.10.
7. Median Barrier Reflector. Details for median barrier reflectors are shown on the plans.
Reflectivity shall conform to the requirements in subsection 713.10.
Construction Requirements
612.03. Spacing, location, color of reflectors and placement of delineator posts shall be as shown
on the plans.
The Contractor shall install reflector strips in conformance with manufacturer's
recommendations.
The length of each reflector strip shall be 34 inches, unless otherwise approved. The Contractor
shall adjust the spacing between reflector strips as recommended by the manufacturer to fit the
location called for in the Contract. Cutting of the reflector strips will not be permitted.
Method of Measurement
612.04. Delineators and reflectors for median barrier will be measured by the actual number of
the various types installed and accepted.
Basis of Payment
612.05. The accepted quantities will be paid for at the contract unit price each for the pay items
listed below that are included in the bid schedule.
Payment will be made under:
815
Pay Item
Pay Unit
Delineator (Type _)
Each
Delineator (Flexible) (Post Mounted)
Each
Delineator (Flexible) (Clamp Mounted)
Each
Delineator (Flexible) (Cup Mounted)
Each
Delineator (Flexible) (Surface Mounted)
Each
Delineator (Flexible) (Type )
Each
Delineator (Drivable) (Type )
Each
Reflector (Median Barrier)
Each
Reflector Strip ( Inch)
Each
Concrete for anchor embedment will not be measured and paid for separately but shall be
included in the work.
Surface preparation, brackets, fasteners and adhesive for reflector strips will not be measured
and paid for separately but shall be included in the work.
Payment will be full compensation for all work, materials, and equipment required to install
delineators.
Post bases will not be measured and paid for separately but shall be included in the work.
816
Section 613 — Lighting
Description
613.01. This work includes furnishing and installing either High -Density Polyethylene (HDPE) or
Polyvinyl Chloride (PVC) electrical conduit for use with and without fiber optic or other signal
cables.. All materials furnished, assembled, fabricated and installed under this item shall be new,
corrosion resistant and in strict accordance with the plan sheets and these Special Provisions.
In the case of conflicting requirements, the more stringent of the requirements shall apply.
At locations shown in the plans, Contractor shall install the indicated number of new pull boxes
of the size and type indicated. Pull box locations depicted in the plans are approximate.
This work furnishes and installs electrical wiring for new and modified traffic signals within the
project limits. Work also includes replacing any damaged field wires, or wires of insufficient
length that are encountered on the project due to controller cabinet or device replacements or
resets.
Materials
613.02. Roadway lighting materials shall conform to Section 715 and shall be compatible with
the requirements of the local agency having jurisdiction.
(a) Foundation. Concrete Foundation Pads and Light Standard Foundations shall be cast -in -
place concrete. A complete foundation includes the concrete, reinforcing steel, grounding
electrode, connector bolts, and anchor bolts.
Connector bolts and anchor bolts shall accommodate the anchorage of the light pole from
its base flange to the base or transformer base, and from the base or transformer base to
the light standard foundation.
(b) Light Standard. A complete light standard includes the metal light pole, mast arm or arms,
base or transformer base, approved breakaway device (optional), in -use receptacles
(optional), grounding system, and all hardware. When a transformer base is not used, the
pole shall have a handhole.
(c) Conduit. Conduit includes all junction boxes, pull wire, weatherheads, adaptors, and
expansion joints for conduit required to install complete runs. All conduits shall be fully
compatible with fiber optic cable. Plastic conduit shall be Schedule 80 in the diameters,
quantities and depths indicated in the plans and shall be compliant with Bellcore TW-NWT-
000356 requirements. Plastic PVC conduit shall be certified by the manufacturer as
meeting ANSI/UL 6 and 651. The manufacturer shall be ISO 9000 compliant.
(d) Pull box. Pull boxes shall be verified by a 3rd Party Nationally Recognized Independent
Testing Laboratory as meeting all test provisions of the American National Standard
Institute/Society of Cable Telecommunications Engineers (ANSI/SCTE) 77 Specifications
817
for Underground Enclosure Integrity, including magnesium chloride testing. Pull boxes shall
be rated at the Tier 22 level and this rating shall be stenciled or cast on the inside and
outside of the box and on the underside of the cover. Pull boxes shall be non-conductive
and resistant to ultraviolet (UV) radiation, moisture, and chemicals. Pull boxes shall be
Underwriters Laboratories (UL) listed. Certification documents shall be submitted with
material submittals.
Type Six pull boxes shall be a water valve stem type pull box made of cast iron or steel.
Type Six pull boxes shall have the capability of accepting riser rings. A Type Six pull box
shall have 3/4 -inch to 1 -inch diameter holes drilled or torched 3 inches from the top to
accept a 4 -inch to 6 -inch long rubber tube (3/4 inch garden house). The number of holes
shall be as per plans or as directed by the engineer.
1. Lids. Removable pull box lids shall be provided with a skid -resistant surface and have
the words "COMM", ELECT", or "TRAFFIC" cast into the surface. Painting of the words
shall not be accepted. The removable lid shall be included in the cost of the pull box.
A removable split lid with a removable center support beam shall be provided for pull
boxes 24 -inches by 36 -inches or larger. Lid segment weight shall not exceed 120
pounds.
An Electrical Marker System (EMS) locator disk manufactured into all Type B lids for
communication line locating. The locator disk shall be compatible with a CDOT cable
locator and utilize the APWA uniform color code standard for visual reference if the
disk is observable on the exterior of the Type B lid. The locator disk shall utilize the
proper locate frequency for the pull box type. The words "EMS MARKER EMBEDDED
IN COVER" shall be cast into the surface. Painting of the words shall not be accepted.
Type B one-piece lids shall have a minimum of two lift slots per lid, while Type B split
lids shall have a minimum of one lift slot per lid. Test point locations shall be integrated
into the pull box Type B lids to provide attachment of test leads of various connector
types for underground conduit tracing. The minimum number of test point locations
shall equal the number of conduit banks entering the pull box, up to a maximum of five
test points. Pull boxes with Type B split lids shall have test points on one lid section
only. Type B lids shall be furnished with 3/8 -inch by 1/16 -inch -deep recesses at
locations adjoining each test point for the application of direction arrow symbols
indicating the direction of underground conduit exiting the pull box. Recesses shall be
thoroughly cleaned with alcohol prior to applying the arrow symbol.
Type 6 pull box lids shall have "TRAF" cast into the surface.
2. Wire Mesh. When wire mesh is included, it shall be installed in a manner to completely
surround the pull box. The wire mesh shall meet the material standard American
National Standard Institute/American Society of Testing and Materials (ANSI/ASTM)
A555-79 and made of T-304 stainless steel, 0.025 -inch wire diameter minimum and
shall have a spacing of 4 mesh per inch.
818
3. Apron. Pull boxes installed in dirt of landscaped areas shall have a pre -cast polymer
concrete apron. Class B concrete shall be in accordance with Section 601. The pre-
cast polymer concrete apron shall be skid -resistant, non-metallic, non-conductive, UV
resistant, and shall include two lifting slots for placement in the field. The pre -cast
polymer concrete apron shall be similar nominal dimensions of the concrete apron
shown on the plans. The gap between the pre -cast polymer concrete apron and outer
wall of the pull box shall be a maximum of 1/4 inch.
4. Ground Rod. When a ground rod is provided, it shall be a 5/8 -inch by 8 -foot long
copper -coated steel rod.
(e) Electrical Warning Tape. Electrical warning tape shall consist of pre -manufactured non-
adhesive polyethylene material that is unaffected by acids, alkalis, and other soil
components. The tape shall be detectable. The color of the tape shall be red, and it shall
be a minimum 3.5 mils thick and 6 inches wide. Its tensile strength shall be 1,750 psi
lengthwise.
The electrical tape shall include the following identification printed in black letters
continuously along the length of the tape: "CAUTION BURIED ELECTRIC LINE BELOW".
The identification note and color of tape shall conform to the requirements of the "American
Public Works Association (APWA) Uniform Color Codes (Red) — Electrical Power Lines,
Cables, Conduit and Lighting Cables".
(f)
(9)
Luminaire. A complete luminaire includes the housing, lens, Light Emitting Diode (LED)
board, dimming driver, slip -fitting clamp or approved manufacturer mounting, all necessary
internal wiring, and 7 -pin photoelectric control receptacle. Luminaires shall operate at 120
VAC (Volts Alternating Current), 60 Hz, 277 VAC, 60 Hz. or 120-277VAC, 60 Hz.
Lighting Control Center. A complete lighting control center includes the load center,
grounding system, contactors, relays, meter housing (optional per region requirements),
meter disconnect (optional per region and utility company requirements), maintenance
receptacle, photoelectric control, NEMA 4 enclosure, HVAC (optional per region
requirements), snow skirt (optional per region requirements) and all related components,
and connections to the power supply.
(h) Meter Power Pedestal. A complete pedestal includes the NEMA 3R enclosure and all
related components, load center, grounding system, meter housing, meter disconnect
(optional per utility company requirements) maintenance receptacle (optional),
photoelectric control, and connections to the power supply.
(i)
Secondary Service Pedestal. A complete pedestal includes the NEMA 3R enclosure and
all related components and connections to the power supply.
819
(U)
Heavy Duty Safety Switch. Provide switches, mounted on the cabinet, with the following
ratings:
1. 30 to 1200 amperes.
2. 250 volts AC; 600 volts AC.
3. 2, 3, 4 and 6 poles (2, 3 and 4 poles on 800 A; 2 and 3 on 1200 A).
4. Fusible and non -fusible.
5. Mechanical lugs suitable for copper conductors.
(k) Wiring. Complete wiring includes control wiring, luminaire wiring, traffic signal wiring, main
circuit wiring, ground wiring, service entrance wiring, and all other wiring necessary for a
complete installation.
(I) Materials List. At the Pre -Construction Conference, the Contractor shall submit to the
Engineer three copies of a list of all materials and equipment to be incorporated into the
work. The Contractor shall include the following items on the list:
1. Light standard foundations.
2. Foundation pads.
3. Light standard type (steel or aluminum).
4. Luminaire manufacturer's product information including data in Illuminating
Engineering Society (IES) format, IES photometric distribution type for vertical and
lateral distribution and IES TM -15-11 rating (example: B2 -U0 -G1, Type III), and a
photograph or line drawing.
5. Luminaire mounting hardware.
6. Luminaire initial lumen output.
7. LED dimming driver or power supply.
8. Lighting control center(s) and photoelectric control device(s).
9. Secondary service pedestals.
10. All other items required for a complete installation.
The Engineer will return lists that are incomplete or that include unacceptable materials to
the Contractor for correction and re -submission.
820
The Contractor shall not order materials or equipment until the Engineer and the party or
agency responsible for maintenance have reviewed and approved the materials and
equipment list. The Engineer's approval of the list shall not relieve the Contractor of
responsibility for the proper functioning of the completed installation.
(m)
LED Luminaire Warranty. The Contractor shall ensure that the LED luminaire has a
manufacturer's minimum warranty of 10 years for all parts, materials, and shipping required
to repair or replace the luminaire. The Contractor shall provide the manufacturer's warranty
to the Engineer before installing the luminaire.
The warranty shall cover all failures including:
1. Failure in luminaire housing, wiring, connections, drivers, and photoelectric control
devices.
2. More than 10 percent decrease in lumen output.
3. Significant change in color.
The warranty shall begin upon the date the Contractor receives the luminaire. The bill of
lading shall be provided to the Engineer before final payment of the lighting.
(n) Technical Support. During the manufacturer's warranty period, technical support shall be
available from the manufacturer via telephone within 24 hours of the time the call is made
from the Contractor, and this support shall be made available from factory certified
personnel or factory certified installers at no additional charge to the Department.
(o) Temporary Lighting. A complete temporary lighting system includes the temporary light
standard, luminaire, mast arm, conduit, wiring, power source, temporary metering per the
local utility standards, and all related components and connections to the power source.
Construction Requirements
613.03 General. All work shall conform to these specifications and the National Electric Code
(NEC) and shall comply with applicable regulations as specified in subsection 107.01.
Each system shall be installed as designated. The Contractor shall furnish and install all
incidentals necessary to provide a complete working unit or system.
613.04 Concrete Foundation Pads and Light Standard Foundations. Foundations shall be
installed complete with grounding electrodes. Concrete Class D shall be used for foundation
pads and concrete Class BZ shall be used for the light standard foundation. Concrete Class D
can be used for light standard foundation if the rebar spacing in the foundation is at least 3 inches
and the slump of the concrete is 6 to 9 inches. All concrete shall meet the requirements of Section
821
601. The drilled shaft (caisson) of the light standard foundation shall meet the requirements of
Section 503.
The Contractor shall test and report soil conditions to the Engineer if any of the following soil
conditions are encountered during roadway work:
1. Light standards are not installed within the roadway earthwork prism.
2. The soil has a high organic content or consists of saturated silt and clay.
3. The site will not support the weight of the drilling rig.
4. The foundation soils are not homogenous.
5. Firm bedrock is encountered.
Between drilling of the shaft and placing of concrete the hole shall not be disturbed. Wet or
caving holes shall be backfilled with flow fill and re -drilled after a three-day curing period without
the use of casing. If testing is required, then soil testing shall be performed at the lowest elevation
light standard location for all light connected to a single electrical circuit. Foundations shall be
installed at the final grade.
All anchor bolts shall be positioned by means of steel templates. The center of the template shall
coincide with the center of the base.
Conduits shall be properly positioned and anchored before the concrete is placed.
All foundations shall have ground electrodes conforming to the NEC. All foundations on
structures shall be bonded to the structure steel by a method that is per the NEC, and which is
approved by the Engineer.
613.05 Light Standards. Poles shall be set plumb on the light standard foundation using non-
corrosive metal shims or upper and lower nuts. Poles shall be level and plumb to the foundation.
Defects and scratches on galvanized poles shall be given two coats of acceptable zinc -rich paint
as directed. Defects and scratches on painted poles shall be primed and painted to match
undamaged pole sections.
613.06 Luminaires, Light Sources, and Lamps. Roadway luminaires shall be mounted on the
mast arm by a slip -fitter clamp or other approved device. Luminaires shall be adjusted vertically
and horizontally to be plumb with the foundation and provide the required orientation and
maximum light distribution on the roadway and meet IES TM -15 uplight rating of U0 (no uplight).
Luminaires are to be controlled by a centralized photoelectric control. For modified systems,
individual photoelectric control may be used. The photoelectric control shall be positioned
northward to minimize sun interference.
822
Luminaires of the specified type and initial lumen output shall be installed as specified. The type
and initial lumen output shall be marked on each luminaire or pole per American National
Standards Institute (ANSI) specifications. ANSI approved tags shall be provided and installed by
the Contractor.
Wall type luminaires for use under overpass structures shall be mounted as specified. All wall
type luminaires shall include side shielding to prevent glare in the motorist's view. The beam
angle setting shall be adjusted to meet the project illumination requirements.
After installation and before acceptance, refractors and lenses shall be cleaned to provide
maximum lumen output.
613.07 Conduit. The electrical conduit system shall be installed per subsection 715.07 Conduit
and CDOT's "A Policy on the Accommodation of Utilities on Colorado Highways Rights -of -Way"
and the following:
The following conduit colors shall be used so that the contents can be easily identified. If
more than three conduits are installed, then the other colors shall be grey and blue:
1. Conduit for fiber —Orange
2. Conduit for power —Red
3. Conduit for other —Black
4. Conduit for future use —Grey
5. Conduit for future use —Blue
Directional boring is the preferred method of conduit installation to avoid impacting existing
sidewalks, curbs, gutters, curb ramps, concrete and asphalt pavement, landscaping and other
surface features. Open trenching will only be allowed if specified in the plans or as allowed by
the Engineer. Damage to concrete pavement shall be repaired per the specifications of Sections
412 and 601 without additional compensation to the Contractor.
If the Contractor is unable to bore the conduit at the lengths shown on the plans from access
point to access point, all splice couplings and associated work to splice conduit shall be included
in the cost of this item. The coupling technology shall allow the conduit to be connected without
the need for special tools, and shall form a watertight, airtight seal. Breaking force between
segments shall exceed 250 pounds of force. No metal fittings shall be allowed. No elevation
difference between the conduit run and the conduit splice location will be allowed. Conduit
splices shall be kept to a minimum and all locations shall be approved by the Project Engineer.
Additional pull boxes shall not be substituted for splices.
All conduit runs with multiple conduits shall be installed in a common bore or trench (if allowed
by the Engineer).
823
If trenching is used, all off-street trenches shall be backfilled with the same material that was
removed and shall be compacted and shaped to match the surrounding surface. On -street
trenches within all roadway areas shall be backfilled with Weld County approved Structure
Backfill (Flow -Fill) and capped with 9" minimum of Hot Mix Asphalt Pavement (Patching) in
accordance with Section 403. If the surrounding pavement depth is greater than 9 inches, the
HMA (Patching) depth shall match the existing pavement.
When trenching is specified to place conduit under existing pavement that is not to be removed,
the trench width shall be 6 inches or less. Trenches shall be filled to 2 inches below the existing
grade with structure backfill (flow fill), or another material if directed. The remaining 2 inches
shall be filled to existing grade with hot mix asphalt within one calendar day after the roadway is
trenched, per section 403.
Trenching shall be backfilled and compacted as follows: backfill shall be deposited in uniform
layers. The thickness of each layer shall be 6 inches or less before compaction under all
hardscape. The space under the conduit shall be completely filled. The remainder of the trench
and excavation shall be backfilled to the finished grade. The backfill material shall be compacted
to the density of at least 95 percent of maximum dry density. The maximum dry density and
optimum moisture content (OMC) for A-1, A-2-4, A-2-5, and A-3 materials will be determined per
AASHTO T180 as modified by CP 23. The maximum dry density and OMC for all other materials
will determined per AASHTO T99 as modified by CP 23. Materials shall be compacted at ± 2
percent of Optimum Moisture Content (OMC). Materials having greater than 35 percent passing
the 75 pm (No. 200) sieve shall be compacted at 0 to 3 percent above OMC. Each layer shall
be mechanically compacted by tamping with power tools approved by the Project Engineer.
Compaction methods or equipment that damage the conduit shall not be used.
Any excavations required for the installation of conduit shall be performed in such a manner as
to avoid unnecessary damage to streets, sidewalks, curbs, landscaping, sprinkler systems and
other existing structures or facilities. Excavation shall not be performed until immediately before
installation of conduits.
All trenches shall be backfilled by the end of a work shift. Material from the excavation shall be
placed in a position to not cause damage or obstruction to vehicular or pedestrian traffic or to
interfere with surface drainage. Trenches shall be made with a rock wheel or other machine
capable of cutting a narrow trench (4") to allow traffic to pass over prior to backfilling. The
machine shall be equipped with shields to direct the spoil downward and away from passing
vehicles, workers and pedestrians.
The Contractor shall take all necessary precautions to avoid over -excavating a trench or heaving
damage to the existing asphalt or concrete mat, whether caused by equipment directly or by
dislodging of rocks or boulders. Any such over -excavation or heaving shall be repaired or
replaced at the Contractor's expense. The Contractor shall bear the cost of backfilling all over -
excavated areas with the appropriate backfill material as approved by the Engineer.
824
The Contractor shall restore all surface materials to their preconstruction condition or better,
including but not limited to pavement, sidewalks, curb ramps, sprinkler systems, landscaping,
shrubs, sod grass, or native growth vegetation that is disturbed by the conduit installation
operation. All such surface restoration shall be considered included in the cost of conduit
installation and will not be measured and paid for separately.
In the conduit system the locations of conduit, pull boxes, splice boxes and expansion joints
shown on the plans are approximate. Actual locations shall be established during construction.
The conduit system shall be located to avoid interference with known present or known future
construction installations. All underground conduit runs and conduit risers on poles shall be
installed as required for a complete installation. Conduit shall always enter a pull box, manhole,
cabinet base or any other type structure from the direction of the run only.
All conduit installed under the roadway shall be at least 2 -inch inside diameter unless otherwise
designated. The Contractor may use larger conduit than specified at no additional cost to the
project. If larger conduit is used, it shall be for the entire run from outlet to outlet. Reducer
couplings shall not be used.
Existing underground conduit to be incorporated into a new system shall be cleaned with a round
wire brush the same size as the internal diameter of the conduit, proofed with a mandrel 1A -inch
less in diameter than the conduit inner diameter size, and blown out with compressed air.
Where new conductors are to be added to existing conductors in a conduit, all conductors shall
be removed, and the conduit cleaned as described above. All conductors shall be pulled into the
conduit as a unit.
Conduit terminating in standards or pedestals shall extend approximately 2 inches vertically
above the foundations and shall slope toward the handhole opening.
Conduit shall always enter a pull box, manhole, cabinet base, or any other type of structure from
the direction of the run only. Conduit entering pull boxes shall terminate 2 inches inside the box
wall and no more than 1.5 inches above the bottom and shall slope toward the top of the box to
facilitate pulling of conductors. Conduit entering through the bottom of a pull box shall be located
near the end walls to leave the major portion of the box clear. All conduits shall be labeled as to
the direction of their run.
Where new conduits are installed in existing pull boxes, manholes or cabinet bases the
Contractor shall carefully excavate around the pull box or manhole and install the new conduit
as shown in the plans. The Contractor shall not damage the existing pull box, manhole or their
contents. If the existing pull box, lid, or the concrete collars are cracked or damaged during
conduit installation, the Contractor shall restore the damaged section to preconstruction
condition at no additional cost.
The ends of all conduits, whether shop or field cut, shall be reamed to remove burrs and rough
edges. Cuts shall be made square and true so that the ends will butt or come together for their
full circumference.
825
Conduit in pull boxes, cabinets, meter, and poles shall have bell ends attached and included in
the cost of the conduit.
Slip joints or running threads shall not be used for coupling conduit. When a standard coupling
cannot be used for coupling metal type conduit, an approved threaded union coupling shall be
used. All threads on ferrous metal conduit, not previously treated with a corrosion preventative,
shall be painted with rust preventive paint before couplings are connected. All couplings for metal
type conduit shall be tightened providing a continuous connection throughout the entire length
of the conduit run to increase raceway mechanical strength. Areas where the coating on ferrous
metal conduit has been damaged shall be painted with rust preventive paint.
All metal conduit ends shall be threaded and capped until wiring is started. When caps are
removed, the threaded ends shall be provided with conduit bushings.
Non-metallic conduit shall be cut with a hacksaw or other approved tool. Non-metallic conduit
connections shall be solvent -weld type or approved equal. Non-metallic conduit ends shall be
capped until wiring is started.
All conduit stub -outs shall include a sweeping elbow and shall terminate in the box. All conduit
stub -outs shall be capped. All conduit bends, including factory -installed bends, shall not have a
bend radius less than six times the inside diameter of the conduit.
Surface conduit connections at junction or splice boxes shall be tightly secured and
waterproofed. All conduit ends shall be sealed with duct seal after installation of wiring. The duct
seal shall be rated for outdoor use and easily removable.
When specified, conduit shall be installed under existing pavement by jacking or drilling
operations. Where plans show that existing pavement is to be removed, jacking the conduit is
not required. Boring, jacking or drilling pits shall be kept a minimum of 2 feet clear of the edge
of pavement. Water shall not be used as an aid in the jacking or drilling operations, except when
required to cool the cone head for directional boring.
For conduit installed in trenches, red electrical warning tape shall be installed above the conduit,
one foot below finished grade. All conduit runs that will not have a copper conductor installed
shall have a #12 AWG stranded copper conductor placed inside for locating purposes.
Trenched PVC conduit shall use rigid metallic conduit for all elbows and sweeps. All rigid metallic
conduit elbows and sweeps shall be a PVC -coated, schedule 40 galvanized rigid conduit (GRC)
minimum 36 -inch radius bent to shape at the factory. All connections to non-metallic conduit
shall be made with threaded couplings.
Underground conduit shall be buried a minimum of 36 inches below finished grade. There shall
be no sag between boxes. Conduit under roadways shall be buried at 48 inches below finished
grade. If the Contractor encounters bedrock such that the minimum conduit depths cannot be
826
achieved, the Contractor shall be allowed to cover the conduit with 2 inches or more of concrete
at a lesser burial depth.
All Schedule 80 PVC conduits shall have slip fit expansion fittings at 100 -foot intervals and 6
feet maximum from each elbow. Expansion fittings will be installed per the NEC requirements
for 65 °F temperature change.
On bridges or other structures, rigid metallic conduits shall have an expansion fitting at every
expansion joint of the bridge. Expansion joint fittings shall be precisely aligned with the conduit
run to ensure proper expansion and deflection and to prevent binding. For vertical conduit runs,
the fitting shall be installed close to the top of the structure to prevent water running across the
fitting and entering the conduit. The fitting's deflection sleeve coupling, and pressure bushing at
the barrel of the expansion body shall be installed flush with the structure ends; only the
connecting expansion nipple shall cross the opening between structures. The fitting shall be
supported by points on the conduit immediately adjacent to the fitting. The metal conduit fitting
shall have an external bonding jumper.
Each individual conduit shall be equipped with either a pull rope or a pull tape, depending upon
the length between pull boxes as follows:
(1) each conduit with a segment than 400' between pull boxes shall be equipped with a pull
tape in the final product having minimum tensile strength of 1,2501bs and of a design and
manufacture that prevents cutting or burning into the conduit during cable installation; and
(2) each conduit with a length of less than 400' between pull boxes shall be equipped with a
pull rope in the final product having minimum tensile strength of 1,2501bs.
The Contractor shall have the option of using pull tape in all conduit installations regardless of
length. Splices in the pull tape, pull rope and tracer wire shall not be permitted. Locating
conductor and tape will not be measured and paid separately but shall be included in the unit
prices for conduit.
The Contractor shall take all necessary precautions to avoid over -excavating a trench or heaving
damage to the existing asphalt or concrete mat, whether caused by equipment directly or by
dislodging of rocks or boulders. Any such over -excavation or heaving shall be repaired or
replaced at the Contractor's expense.
Conduit plugs for sealing conduit shall also be supplied and installed in all open conduit ends as
soon as the conduit is installed, even if the production stops mid -trench or the pull box or
manhole has not yet been installed. Plugs shall be durable, fabricated from no metal parts, be
of the split design to allow removal and reinstallation around in -place cables and be easily
removal and reusable. Plugs shall be capable of being installed by hand without any tools and
shall provide water/air tight seals of at least 100 psi and shall cause no damage to the cable
when installed.
827
Conduit shall be plugged at all termination points such as pull boxes, manholes, controller
cabinets, and node buildings. All plugs shall be correctly sized to fit the conduit being plugged.
Empty conduits shall be sealed with removable mechanical type duct plugs that provide a
watertight barrier and are equipped with a rope tie on the inside end for connection of the pull
tape. No foam sealant or duct tape will be allowed. All plugs and sealant shall be approved prior
to construction.
All conduits shall use sweeps to elevate the buried conduits to the final grade within a pull box
or manhole, as shown in the plans. The sweeps shall be terminated within the pull boxes and
manholes to allow for easy installation and removal of the conduit plugs. The sweeps shall be
set above the ground surface within the pull box at a height that does not interfere with the coiling
of the cable.
All conduit bends shall have a minimum acceptable radius — hereby established as 48" for 90°
bends and 24" for all other bends. All conduit runs for fiber optic cable shall have a limited number
of bends. The sum of the individual conduit bends, both horizontal and vertical, on a single
conduit run between any two pull boxes shall not exceed 270°. No individual bend shall exceed
90°.
Conduits shall use sweeps to elevate buried conduits to final grade within a pull box or manhole
as shown in the plans. Sweeps shall be terminated within pull boxes and manholes to allow for
easy installation and removal of conduit plugs. Sweeps shall be set above the ground surface
within the pull box at a height that does not interfere with coiling of cables.
At some locations (as illustrated on the plans, in these specifications, or as directed by the
Engineer or the Engineer's designee) new conduits may require installation within an existing
pull box. At such locations, the Contractor shall carefully excavate around the existing pull box
and sweep the new conduit into the pull box in a manner that meets or exceeds the requirements
of this Special Provision.
At locations that require conduit to be installed above ground, such as connections to surface -
mounted pull boxes, Liquid -Tight Flexible Metal Conduit (LMFC) shall be provided with
appropriate fittings and connection hardware.
Such conduit shall have a galvanized, high -tensile strength, flexible steel strip inner core
(helically wound with sealing cord), and the outer core shall be a UV resistant, liquid -tight smooth
PVC sheath that is "keyed" into the inner steel core.
All conduit installation shall conform to guidelines of the National Electric Code (NEC).
613.08 Pull Box. A minimum of 12 inches of 3/4 -inch angular granite -gravel shall be installed at
the base of the pull box. The granite -gravel shall be free of dirt and debris and spread evenly to
facilitate a level base for the pull box. The Contractor shall compact to the same density of the
in -situ soil prior to the installation of the granite -gravel to alleviate future settling.
828
The pull box shall have a detachable cover that has a skid -resistant surface. The cover shall be
attached to the pull box body by screw -in bolts and shall have two lift slots to aid in the removal
of the lid. Non-standard bolts shall not be used.
Pull and splice boxes shall be installed so that the top of the covers are flush with the sidewalk
and match the sidewalk slope and grade. Covers shall be level with the surrounding ground
when no grade is established.
All traffic signal pull boxes outside the traveled way, except surface -mounted ones, shall be
made of fiberglass -reinforced polymer concrete designed to support a minimum service load of
20,000 pounds over a 10" x 10" square. Pull boxes shall be of the type specified in the plans.
New pull boxes in traveled ways shall be outfitted with traffic bearing lids rated for HS -44 loading.
The pull boxes shall have a special concrete footing extending 8 inches around the outside and
6 inches around the inside of the pull box bottom, as shown in the plans.
Permanent pull boxes shall be manufactured of a precast polymer concrete material such as
Quazite or approved equal.
Pull boxes installed in dirt or landscape areas shall have a 12 -inch wide by 6 -inch thick concrete
collar placed around the top in lieu of the concrete footing, as shown in the plans. All concrete
collars, footings and location marker supports shall be Portland Cement Concrete Class B and
shall be per Section 601. When the plans call for a fiber optic location marker to be installed at
pull box locations, the concrete foundation support for the location marker shall be placed
monolithically with the concrete collar.
The Contractor shall avoid damaging existing pull boxes. If the existing pull boxes, concrete
collars or lids are cracked or damaged during conduit installation, the Contractor shall be
required to replace either or both at no additional cost to the project.
New pull boxes shall have a detachable cover that has a skid -resistant surface. The cover shall
be attached to the pull box body by screw -in bolts and shall have two lift slots to aid in the
removal of the lid. Non-standard bolts shall not be used.
When provided, wire mesh shall be installed to complete surround the pull box as shown on the
plans. The wire mesh shall be gently cut to allow only the entrance of the conduit at the bottom
of the pull box . All openings cut in the wire mesh that are larger than the diameter of the conduit
shall be covered with additional wire mesh in a manner to completely surround the pull box with
wire mesh.
Tracer wire shall be attached to the trace test points on the underside of the Type B pull box lid.
Each tracer wire shall be attached to an individual trace point; no two wires shall be attached to
the same point. The Contractor shall coil an additional 6 feet of tracer wire inside the pull box to
ensure that the trace wire will not disconnect from the test points when the lid is removed.
829
Pull boxes shall be installed in areas that are easily accessible by maintenance personnel. The
slope around the pull box shall not be steeper than 5:1.
Pull boxes installed with concrete aprons or pre -cast polymer concrete shall not be installed
above the grade of the apron. The concrete apron shall have a 1 percent slope away from the
top of the pull box to allow for drainage. Pre -cast concrete aprons shall be installed per the
manufacturer's recommendations. Unless otherwise shown on the plans, pull and splice boxes
shall be installed so that the covers are level with the curb or sidewalk grade. Covers shall be
level with the surrounding ground when no grade is established.
Pull or splice boxes shall be installed at a maximum distance of 400 feet or less. Boxes shall be
placed at conduit ends, at all wiring splices, at all conduit angle points, and at all other locations
shown on the plans. The Contractor may install additional pull or splice boxes to facilitate the
work at no additional cost to the project.
Where practical, pull and splice boxes near curbs shall be placed adjacent to the back of the
curb. Pull boxes adjacent to light standards shall be placed along the side of the foundations as
shown on the plans.
Where a conduit stub -out is called for on the plans, a sweeping elbow shall be installed in the
direction indicated. The stub -out shall be terminated in a box. All conduit stub -outs shall be
capped.
Pull Box (Surface Mounted) shall be metal type with a hinged front door and have at least a
NEMA 3R rating. The hinged door shall be provided with both a weather tight seal and key lock
mechanism. Surface mounted pull boxes shall be of the dimensions shown in the plans and shall
be mounted on or embedded into hard surfaces such as bridge decks, concrete barriers,
retaining walls or buildings as shown in the plans. Surface mounted pull boxes shall be attached
using 3/8 -inch epoxy anchors or other methods, as approved by the Engineer. Surface mounted
pull boxes shall not be used for ground installations.
613.09 Wiring. Unless otherwise authorized, the multiple system of electrical distribution shall
be used. Conductors of the size and material required, whether single or in cable, shall be
installed for control wiring, luminaire wiring, traffic signal wiring, main circuit wiring, ground
wiring, service entrance wiring, and all other wiring necessary for a complete installation.
The power source location shall be verified by the Contractor. Any variance from the plans shall
not be charged to the project and shall be included in the wiring pay item.
A new circuit shall be provided for each cabinet. No splicing will be permitted.
Conductors shall be sized to prevent a voltage drop of more than 3 percent per feeder run at the
ambient temperature. All conductors shall be installed in conduit.
830
When 120 -volt luminaires are installed, 120/240 VAC shall be brought to the base of each light
standard, and individual luminaires shall be connected to one leg or the other in a manner that
minimizes overall voltage drop.
A complete grounding system shall be installed for the entire electrical installation. Grounding
shall consist of:
1. ground cables,
2. conduits,
3. grounding electrodes,
4. wire or strap, and
5. ground fittings, as required by the NEC.
Permissible grounding electrodes shall be:
1. ground rods,
2. concrete -encased electrodes,
3. grounding plates and grounding rings.
Alternative grounding electrodes per the NEC shall be approved by the Project Engineer before
installation.
All electrical conductors shall be identified and tagged as follows: electrical conductor cable tags
shall be located at each splice termination. The tags shall be attached with cable ties. The
information shall be written on the tag with a permanent marker. The information shall include
the direction and approximate length of the cable, and the feeder or circuit destination (line and
load sides). Each incoming (line side) conductor shall be individually color coded with one tape
mark; each outgoing conductor (load side) shall be coded with two tape marks.
All new field wiring shall meet current CDOT standards. All work required to provide intersection
wiring in accordance with National Electric Code (NEC) requirements is considered included in
the unit price for this item.
(a) Intersection Wiring.
Contractor shall establish or re-establish all required wiring and/or wiring connections
required for successful operation of the controller and cabinet assembly in accordance with
the NEC. This shall include all wiring and/or wiring connections between in -cabinet
components as well as those between the cabinet and field equipment including but not
831
limited to signal heads, push buttons, detectors, cameras and emergency vehicle preemption
detectors.
Separate feeds shall be provided for traffic signals and streetlights.
Conductors shall be permanently identified as to function. Identification shall be placed on
each conductor, or each group of conductors comprising a signal phase, in each pull box and
near the end of terminated conductors. Identification shall be by bands fastened to
conductors in such a manner that they will not move along the conductor.
Grounds and bonding wire, straps and electrodes shall conform to NEC Article 250. Wiring
and splices shall conform to applicable NEC Articles. Wiring within cabinets, hand -holes and
junction boxes shall be neatly arranged and shall be laced. Conductors shall be stranded,
tinned copper wire, rated at 600 volts and individually insulated with heat stabilized
polyethylene. Conductors and cables shall conform to International Municipal Signal
Association (IMSA) Specification 19-1.
Metallic cable sheaths, conduit, metal poles and pedestals shall be made mechanically and
electrically secure to form a continuous system and shall be effectively grounded. Bonding
and grounding jumpers shall be a bare copper wire or copper strap of the same cross-
sectional area, No. 8 AWG, for all systems.
Sheath for detectors shall be grounded in the controller cabinet only. The other end of the
sheath shall be taped and left ungrounded.
A ground electrode shall be installed at each controller cabinet. Each ground electrode shall
be a one-piece copper -ground rod of %" diameter and eight (8) feet in length, driven to a
depth of at least 8 feet below the surface of the ground (flush with ground or top of cabinet
base). The ground terminal of each controller shall be connected to the ground rod with a
No. 8 AWG bare copper wire with an approved ground rod clamp.
Splices shall be made in hand -holes or cabinets. No splices shall be allowed in pull boxes or
conduits.
Method shall be as approved by the Engineer.
Bonding of poles and pedestals shall be by means of connecting to the ground rod a bonding
strap attached to the anchor bolt or a 3/16 -inch or larger brass or bronze bolt installed in the
lower portion of the shaft.
Enough signal head conductors shall be provided to perform the functional operation of the
signal.
Additional conductors for electrical service or interconnect shall be as noted herein or in the
plans. Signal head conductors shall conform to the red -yellow -green color sequencing with
different colored tracers for each phase provided. Three (3) spare conductors shall be
832
provided throughout the signal head circuit. All signal head conductors shall have individual
terminal lugs for connection to terminal strips in the cabinet.
When conductors and cables are pulled into conduit, ends of said cables and conductors
shall be taped to exclude moisture and shall be so kept until splices are made or terminal
appliances attached. Ends of spare conductors shall be taped to exclude moisture. Powdered
soapstone, talc, or other approved lubricant shall be used in placing conductors in conduit.
A'/4" nylon pull rope shall be installed in all new conduits and all existing conduits where a
cable is added, or an existing cable is replaced. At least 2 feet of pull rope shall be doubled
back into the conduit at each termination.
Five (5) feet of slack shall be left for each conductor at each support pole and 2 feet of slack
at each pull box containing cable connections.
Multi -conductor cable shall be spliced and insulated to provide a watertight joint to prevent
absorption of moisture by the cable.
All required wiring shall be performed in a neat, workmanlike manner. Wiring shall be routed
to match existing cabinet wiring and fix to existing cabling or the cabinet chassis using wire
ties or other approved connectors.
(b) LED Wiring. At least one grounding electrode shall be installed adjacent to each light
standard.
(c) Electrical Conductor Identification. All electrical conductors shall be tagged as follows:
1. Electrical conductor cable tags shall be located below the termination in the base of
the pole, in the pull box, in the pedestal, and at the point of termination to existing
facilities of the Local Utility Company supplying electrical service.
2. The tags shall be attached with a cable tie. Information written on the tag shall include
the direction and approximate length of cable, feeds running from where and to where,
etc.
Example:
FEEDS TO PULL BOX FEEDS
FROM XFMR 50' NORTH AND 75'
WEST 250' SOUTH AND EAST
THEN TO HIGHWAY SIGN 200'
WEST
3. Each incoming conductor shall be individually color coded with one (1) tape mark,
while outgoing conductors shall have two (2) tape marks.
833
I 4.
Uniform tags are available in a Tag Kit. The Tag Kit consists of 100 tags, 3 -part yellow
with one hole,100 black nylon ties, and one black permanent ink marker.
613.10 Lighting Control Center, Meter Power Pedestal, and Secondary Service Pedestals.
Each lighting control center, meter power pedestal, and secondary service pedestals shall
include:
1. a load center, a panel board,
2. contactors,
3. a maintenance receptacle,
4. a meter housing (if applicable),
5. a photoelectric control,
6. a grounding electrode system with ground wells (if applicable),
7. a NEMA 4 or NEMA 3R enclosure with all related components,
8. HVAC (optional per region requirements),
9. snow skirt (optional per region requirements), and
10. connections to the power supply.
One copy of the cabinet drawings, one -line diagram, luminaire schedule, and a list of all system
components and their manufacturers shall be placed in a heavy-duty plastic envelope with side
opening that is attached to the inside cabinet door.
613.11 Heavy Duty Safety Switch. Install disconnect (safety) switches as required for a
complete operating system. Each safety switch shall include pad -lockable handle, reinforced,
rejection type fuse clips, NEMA 3R enclosure unless otherwise noted, grounding system, and
shall connect with conduit and wiring as required for a complete operating system.
613.12 Temporary Lighting. The temporary lighting system shall include the temporary light
standard, luminaire, mast arm, conduit, wiring, power source, temporary metering per the local
utility standards, and all related components and connections to the power source. Temporary
lighting system shall meet the requirements of Section 715 unless otherwise approved by the
Engineer. For temporary lighting, wood poles may be substituted for metal poles.
(a) Temporary Lighting Levels. Temporary lighting shall provide lighting levels equal to or
exceeding the existing lighting levels and quality. Temporary luminaires shall meet
backlight, uplight, and glare ratings listed in Table 715-1. Permanent luminaires shall
meet all requirements listed in Section 715.
834
1. The Contractor shall keep the existing lighting system, the approved temporary
replacements, or the temporary construction lighting in effective operation for the
benefit of the traveling public during construction progress, except when shutdown is
permitted to allow alteration or final removal of the system. Lighting system shutdowns
shall not interfere with the regular lighting schedule unless otherwise permitted.
Shutdown schedules are subject to approval by the Engineer. Existing installations to
be removed shall be kept in operation until the new installations are operational, or as
otherwise directed by the Engineer.
2. The Contractor shall maintain, provide, and install temporary roadway lighting within
the project limits throughout the entire construction schedule. The contractor is
responsible for the design and maintaining of all temporary roadway lighting
throughout all stages of the project throughout the project duration. Use of the existing
lighting system, temporary roadway lighting poles and installation of the permanent
lighting shall be permitted to achieve the required lighting level criteria.
3. The Contractor shall submit a design for approval of the temporary roadway lighting.
The submission shall show direct association to the proposed staging and
construction schedule. No work shall commence until a temporary lighting design is
approved by the Engineer.
(b) All luminaires that have been used for temporary lighting shall be cleaned before being
reinstalled for other temporary lighting locations. The Contractor shall keep temporary
construction lighting installations in effective operation until they are no longer required
for the protection of the traveling public.
(c) Reusable equipment damaged when the Contractor is removing and salvaging existing
material shall be replaced or repaired at the Contractor's expense.
(d) Electrical Service. The Contractor is responsible for all work to gain approvals, coordinate
with the appropriate electrical utility, and arrange for service work to provide power source
location. The contractor is also responsible for the annual or monthly bill, and other tasks
to provide electrical service for the temporary lighting.
(e) Existing Systems. All circuits to lighting outside of Project scope shall stay energized
without interruption. If damage is caused by the Contractors' operations, damaged
facilities shall be repaired or replaced promptly at the Contractor's expense. Where
roadways are to remain open to traffic and existing lighting systems are to be modified,
the existing systems shall be kept in operation until the final connection to the modified
circuit(s) is made. The modified circuit(s) shall be complete and operating by nightfall of
the same day the existing system is disconnected.
(f) The Contractor shall determine the exact location of existing conduit runs and pull boxes
before using equipment that may damage such facilities or interfere with any system.
835
(g)
Existing materials which interfere with, or which are incompatible with new construction
shall be removed or salvaged in the order directed or approved before completion of the
new construction. The Contractor shall notify the County and the appropriate utility at least
four calendar days in advance of removing or salvaging the existing materials. Material
damaged by the removal and salvage operations shall be repaired or replaced at the
Contractor's expense.
(h) Temporary Service. All temporary lighting standards and temporary meters shall be located
outside of the clear zone, or protected behind appropriate barrier or impact attenuator, as
approved by the Engineer.
(i)
(U)
The Contractor shall install and energize the temporary lighting system before de -
energizing and removing the existing lighting system.
The Contractor shall be responsible for obtaining and paying for temporary power through
the duration of the project. The Contractor shall be responsible for removing the temporary
lighting system after the permanent lighting system has been installed and energized. The
Contractor shall be responsible for notifying Weld County and the appropriate utility of
cancellation of temporary electrical service. After removing the temporary lighting and
temporary meter, the Contractor shall be responsible for canceling the temporary power
service with the utility.
613.13 Testing. Before final acceptance, the Contractor shall demonstrate to the Engineer's
satisfaction that all electrical and lighting equipment installations are in proper working condition.
Temporary power and all cable connections required for testing shall be provided by the
Contractor.
The Contractor shall operate the lighting system from sunset to sunrise for ten consecutive days.
Light sources, drivers or power sources, power generators, control systems, or photoelectric
control that fail shall be replaced immediately. Replacement of these items will not require a
restart of the test.
The Contractor shall perform grounding tests at each grounding system location including light
standards, lighting control centers, meter power pedestals, and other grounding electrode
locations. Grounding tests shall show that the ground resistance is 10 ohms or less. If the
measured resistance to ground exceeds 10 ohms, additional grounding electrodes shall be
added to the grounding electrode system at the Contractor's cost.
The Contractor shall perform voltage drop tests at a point an farthest from each circuit such that
voltage drop is within 3 percent of supply voltage.
The Contractor shall certify the records of all testing including grounding, voltage drop (within 3
percent) and other required tests as meeting specification requirements and submit the records
to the Engineer.
Method of Measurement
836
613.14. Concrete Foundation Pads and Light Standard Foundations will be measured by the
actual number installed and accepted.
Work shall include furnish and installation of new pull box, modification of conduit ends if
required, and all excavation, backfill and surface restoration. The unit price shall include the
removal and replacement of existing grade and pre -construction condition — including
landscaped areas. All other labor and materials necessary to complete the item are included.
Seeding, mulching and associated items required for landscape restoration around individual
pull boxes shall be considered included in the unit price and will not be measured and paid
separately.
The work shall also include removal and replacement of existing surface materials in -kind to
match existing grade and pre -construction condition — including landscaped areas. All other
labor and materials necessary to complete the item are considered included. Seeding, mulching
and associated items required for landscape restoration around individual pull boxes shall be
considered included in the unit price for this item and will not be measured and paid separately.
Removal and disposal of existing pull boxes and associated material will not be measured and
paid separately but shall be included in the work.
Conduit will be measured by the actual number of linear feet that are installed and accepted.
Conduit shall also include anchors, bands, skids, sweeps, pull tape, copper tracer wire, warning
tape, adapters, fittings, conduit plugs, installation equipment, splice couplings, mounting
brackets and hardware, structure anchors, adhesives, labor, and all other items necessary to
complete the work.
Utility location or potholing for the purposes of conduit installation will not be measured and paid
for separately but will be considered included in the unit price for conduit.
Surface restoration shall be considered included in the unit price for this item and will not be
measured and paid separately. No separate measurement or payment shall be made for
irrigation system or landscape restoration required to be undertaken because of conduit
installation. No separate measurement shall be made for any excavation or backfilling.
The wiring pay item shall include all work and materials needed to provide fully functional traffic
signals including but not limited to: wiring associated with the controller cabinet assembly, signal
heads, detection systems, power meter, and communications as shown on the plans. Wired
communication between cabinets shall consist of copper wire with ethernet (CAT5e) connections
with ethernet/signal boosters. Labor and materials to provide traffic signal and flashing beacon
wiring on this project in accordance with this Project Special Provision shall be measured and
reimbursed on a lump sum basis. No additional reimbursement for wiring shall be made outside
of this item.
837
Work for the pull and/or splice boxes shall include furnish and installation of new pull box,
modification of conduit ends if required, and all excavation, backfill and surface restoration. The
unit price shall include the removal and replacement of existing grade and pre -construction
condition including landscaped areas. All other labor and materials necessary to complete the
item are included.
The work shall also include removal and replacement of existing surface materials in -kind to
match existing grade and pre -construction condition including landscaped areas. All other labor
and materials necessary to complete the item are considered included.
Utility location or potholing for the purposes of conduit installation will not be measured and paid
for separately but will be considered included in the unit price for conduit.
Surface restoration shall be considered included in the unit price for this item and will not be
measured and paid separately. No separate measurement or payment shall be made for
irrigation system or landscape restoration required to be undertaken because of conduit
installation.
No separate measurement shall be made for any excavation or backfilling.
Seeding, mulching and associated items required for landscape restoration around individual
pull boxes shall be considered included in the unit price and will not be measured and paid
separately.
Light standards will be measured by the number of light standards installed.
Luminaires will be measured by the number of luminaires of the specified initial luminaire lumens
installed and accepted.
Lighting control centers will be measured by the number of control centers installed and
accepted.
Meter power pedestals will be measured by the number of pedestals installed and accepted by
the local electrical utility.
Secondary service pedestals will be measured by the number of pedestals installed and
accepted.
Heavy Duty Safety Switches will be measured by the number of switches installed and accepted.
All wiring necessary for the complete installation will be measured as a single lump sum.
Pull and/or splice boxes will be measured by number of boxes installed per the project plans.
838
Temporary lighting shall include install and removal of the temporary light standards, luminaires,
mast arms, temporary conduit, temporary wiring, and all other equipment necessary for the
complete installation and accepted. Temporary lighting shall be measured as a single lump sum.
Basis of Payment
613.15. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule.
Labor and materials to provide traffic signal and flashing beacon wiring on this project per this
specification shall be measured and reimbursed on a lump sum basis. No additional
reimbursement for wiring shall be made outside of this item.
Electrical conductor tagging will not be measured and paid separately but shall be considered
included in the work.
Removal and disposal of existing pull boxes and associated material will not be measured and
paid separately but shall be included in the work.
Electrical Conduit will be measured by the actual number of linear feet that are installed and
accepted. Conduit shall also include anchors, bands, skids, sweeps, pull tape, copper tracer
wire, warning tape, adapters, fittings, conduit plugs, installation equipment, splice couplings,
mounting brackets and hardware, structure anchors, adhesives, labor, and all other items
necessary to complete the work.
Utility location or potholing for the purposes of conduit installation will not be measured and paid
for separately but will be considered included in the unit price for conduit.
All new conduits shall be trenched or directionally bored at the Contractor's option as allowed
by the Engineer. All new conduits shall be measured and paid as Electrical Conduit (Plastic)
regardless of installation method.
Electrical Conduit contract unit price shall be full compensation for work described above,
specified in the plans, and complete and in place.
All new conduits shall be trenched (if allowed by Engineer) or directionally bored as shown on
the plans or as allowed by the Engineer.
All new conduits shall be measured and paid as Electrical Conduit (Plastic) regardless of
installation method.
Electrical Conduit unit prices shall be full compensation for the work shown in the plans and
described above, complete and in place.
All new wiring shall conform to NEC, IMSA and CDOT standards.
839
The lump sum price bid for Temporary Lighting shall be full compensation for all work and
materials, and the removal of all said temporary lighting at job completion.
Payment for the temporary power shall not be included in the lump sum but shall be paid for
under the Force Account Furnish and Install Electrical Service.
When the Contractor, at their option, installs larger conduit than specified, it will be paid for at
the original contract price for the size specified.
Payment will be made under:
Pay Item
Pay Unit
Light Standard Foundation
Each
Concrete Foundation Pad
Each
Light Standard ( Foot) (Furnish Only) (Install Only)
Each
Luminaire ( ) ( Lumens)
Each
Luminaire ( ) ( Lumens) (Furnish Only) (Install Only)
Each
Luminaire (LED)
Each
Luminaire Arm (Install Only)
Each
Inch Electrical Conduit (Furnish Only) (Install Only)
Linear Foot
Inch Electrical Conduit (Plastic) (Furnish Only) (Install Only)
Linear Foot
Inch Electrical Conduit (Jacked) (Furnish Only) (Install Only)
Linear Foot
Wiring (Special)
Lump Sum
Type _ Pull Box
Each
2 Inch Electrical Conduit (Bored)
Linear Foot
3 Inch Electrical Conduit (Bored)
Linear Foot
Electrical Service Modifications (Special)
Lump Sum
Temporary Power
Lump Sum
Wiring
Lump Sum
Lighting Control Center
Each
Meter Power Pedestal
Each
Secondary Service Pedestal
Each
Temporary Lighting
Lump Sum
Power Transformer ( kVA,_V- V, Phase)
Each
Circuit Breaker ( A, Pole)
Each
Safety Switch NEMA 3R, A, pole, V)
Each
Pull box ( )
Each
The following items will not be measured and paid for separately, but shall be included in the
work:
(1) Soil testing for foundations;
(2) Junction boxes, pull wire, weatherheads, adaptors, and expansion joints for conduit;
840
(3) Pull boxes installed for overhead lighting.
(4) Additional pull and/or splice boxes installed at the Contractor's option;
(5) Saw cutting; trenching; excavation; backfill; jacking; drilling pits; underground electrical
warning tape; removal of pavement, sidewalks, gutters, and curbs and their replacement in
kind to match existing grade; and all other work necessary to complete conduit installation;
(6) Electrical conductor tagging;
(7) Direct burial cable in conduit;
(8) Testing of the lighting installation, including temporary power and all required cable
connections.
The lump sum price bid for wiring will be full compensation for all electrical circuitry necessary
to complete the electrical installation. All conductors in conduit, regardless of type, are part of
the wiring item and will not be measured and paid for separately.
841
Section 614 — Traffic Control Devices
Description
614.01. This work consists of the construction of traffic signs and sign structures, traffic signals
and systems, barricades, rumble strips, masking sign legends on new sign panels, providing
and installing multi -directional steel sign break -away assemblies, and modification of signposts
and legends. This work shall be done per these specifications, the latest revision of the "Manual
on Uniform Traffic Control Devices (MUTCD)for Streets and Highways" published by the FHWA
and adopted by CDOT, the latest revision of the Colorado Supplement thereto, and in conformity
with the details shown on the plans or established.
This work includes the installation of single or double tubular steel signposts, supporting tubular
sockets, and concrete footings at locations shown on the plans.
The Contractor shall provide shop drawings for approval by the Engineer before the
commencement of work.
This work consists of furnishing and the installation of new traffic signal backplates on traffic
signal mast arms only. Black backplates shall be furnished with a 2 -inch yellow reflective border
along each of the horizontal and vertical components of each backplate. The 2 -inch yellow
reflective border shall be installed by the manufacturer.
This work includes furnishing and the installation of "ball cap" type visors. The visors shall be
yellow in color.
The work includes furnishing and the installation of a traffic signal controller, cabinet, and
foundation.
This work consists of installing traffic signal poles, including mast arms and luminaire arms at
the locations shown in the plans and as directed by the Engineer.
This work furnishes and installs electrical wiring for new and modified traffic signals within the
project limits. Work also includes replacing any damaged field wires, or wires of insufficient
length that are encountered on the project due to controller cabinet or device replacements or
resets.
This work shall consist of installing LED luminaires atop new traffic signal poles. Luminaires shall
be 400 Watt equivalent LED with cutoff lenses at 40 foot mounting height. Luminaire arms are
to be 10 feet in length.
The Contractor and the electrician shall be responsible for coordinating with the local electrical
utility to provide the proper sized service of power (metered electric service) to the signal system
and all load calculations needed for signal, luminaire, etc.
842
This work includes furnishing and installing either High -Density Polyethylene (HDPE) or
Polyvinyl Chloride (PVC) electrical conduit for use with and without fiber optic or other signal
cables. All materials furnished, assembled, fabricated and installed under this item shall be new,
corrosion resistant and in strict accordance with the plan sheets and these specifications. In the
case of conflicting requirements, the more stringent of the requirements shall apply.
At locations shown in the plans, Contractor shall install the indicated number of new pull boxes
of the size and type indicated. Pull box locations depicted in the plans are approximate.
Materials
614.02 Signposts and Sign Structures.
Flashing Stop Sign Panels shall meet or exceed the following:
(1) Size — 36 inch.
(2) Stop Facings — Diamond Grade VIP.
(3) Blanks — All aluminum sign blanks shall be a minimum of 0.080 inches thick and shall be
made from anodized aluminum.
(4) Lights — Shall be LED with a minimum of 8 per sign affixed to the corners of the octagon.
Shall be a steady flash day and night (24/7). Shall be MUTCD compliant.
(5)
Solar Panel - Shall be capable of being mounted to top of signpost and shall be capable of
being angled to capture optimum sunlight. Shall be mounted 30 inches above the stop sign
with sufficient cable length to allow street names (MUTCD D3) to be mounted above or
below the solar panel. Shall be capable of mounting to a 2 inch by 2 inch or 2-1/4 inch by
2-1/4 inch Telespar post.
(6) Battery Pack — Shall be capable of powering the lights for a minimum of 48 hours without
charging from the solar panel.
(7)
Hardware/Brackets — Signs shall be mounted on 2 inch by 2 inch or 2.5 inch by 2.5 inch
square Telespar unit -strut. All mounting hardware and brackets shall be included with the
stop sign.
All flashing stop signs shall be delivered complete and ready to install. The facing shall be
applied to the aluminum blanks, LED lights shall be affixed to the stop sign, solar panel, wiring,
and battery pack shall be attached to the sign, and all mounting brackets shall be attached to
the sign.
One type of flashing stop sign that meets the above requirements is TAPCO item number 2180-
00208, Blinkersign, R1-1, 36", Stop, DG3, Red.
843
Concrete shall conform to the requirements of Section 601.
Reinforcing steel shall conform to the requirements of Section 602.
Steel for Signposts and Sign Structures shall conform to the material grade and type specified
in the Contract.
Steel square tube type perforated signposts and anchors shall meet or exceed the following:
(1) Posts — 2'/4" x 2'/4" square posts, 12 -gauge, ASTM designation A570, Grade 50, drilled with
7/16" diameter holes on 1" centers.
(2) Anchors — 2'/4" x 2'/4" x 30" tall square tube, 12 -gauge, ASTM designation A570, Grade 50,
drilled with 7/16" diameter holes on 1" centers.
(3) J -bolts or corner bolts shall be used to attach the posts to the anchors.
(4) Hardware to secure traffic signs to post shall be 5/16" or 3/8" carriage bolts with 2" fender
washers, lock washers, and 5/16" or 3/8" nuts. Rivets shall not be allowed in the assembly
of any portion of sign construction.
(5)
Coating — all posts and anchors shall be galvanized to ASTM designation A653, G90,
Structural Quality, Grade 50, Class 1. The steel shall also be coated with a chromate
conversion coating and a clear organic polymer topcoat.
(6) All stop signposts (regardless of location) shall be equipped with red reflective makings on
all four (4) sides of the posts.
(7)
Yield and Do Not Enter signs in a roundabout shall be equipped with red reflective markings
on all four (4) sides of the posts. All other signs in a roundabout shall be equipped with
reflective markings that match the color of the signs on all four (4) sides of the posts.
Structure signs shall be green with white lettering and shall be attached to the bridge structure
wherever possible.
Steel plates, shapes, and bars shall conform to the requirements of Section 509.
Tubular steel shall conform to the requirements of ANSI/AWS D1.1.
Timber signposts shall conform to the following:
(1) Species: Douglas Fir South or Douglas Fir Larch, Grade No.1
(2) Finish: S4S
(3) Moisture content: 19 percent or less
844
I(4) 80 percent Free of Heart Center
Before use, all timber shall be stored, banded and kept dry.
All signposts shall be pressure treated according to AASHTO M-133 or AWPA Standards. All
cuts, holes, and other related modifications made to the posts shall be treated per AWPA M-4.
Underground portions of timber signposts, plus at least 6 inches above groundline, shall be
treated according to AWPA Standard M4.
Timber signposts size 6 inches by 6 inches shall be provided with two 2 -inch diameter holes
through the neutral axis at right angles to the roadway for induced breakaway function, one
drilled at 4 inches and one at 18 inches above the ground level.
Tubular sockets shall be round 12 -gauge galvanized steel that meet the requirements of ASTM
A787.
Concrete footing shall be made of Class BZ Concrete. The Contractor may use an alternate
material that meets the requirements for Class BZ concrete in Section 601, as approved by the
Engineer.
Structure backfill around concrete footings shall be Class 2, per Section 206.
614.03 Overpass Mounted Sign Bracket. Material for overpass mounted sign bracket shall
conform to the structural steel requirements of Section 509.
614.04 Sign Panels. Sign panel materials shall conform to Section 713 and to the details shown
on the plans. Sign panels shall be produced per the retroreflective sheeting manufacturer's
recommendations. Layout and font design shall conform to the "Standard Highway Signs"
published by FHWA. Font selection for guide sign legends shall conform to the most recent
version of the "CDOT Sign Design Manual". Sign layouts for special signs shall be per the
detailed sign layouts proved on the plans or by the Engineer.
Silk screen and digital process figures shall be per the plans and series figures described in the
current editions of "Standard Highway Signs", published by the FHWA, and the "Colorado
Supplement to Standard Highway Signs".
All exposed lockbolt fastener heads on the faces of the sign panels shall be covered with material
matching the background of the panel.
All sign panels shall be identified with the month and year that the sign was manufactured. The
date shall be located on the lower right side of the back of the sign panel and shall be
approximately 1/4 inch high. The date shall be stamped or adhered onto the sign panel material
for a permanent record. This work will be paid for as part of the Item.
845
614.05 Sign Illumination and Illuminated Signs. Electrical work shall conform to Section 613.
Lens and reflectors for flashing beacons shall be of a type as described in the November 1998
edition of the ITE Equipment Material Standards Chapter 2 Section 8.00, Traffic Signal Lenses,
and Section 10, Reflectors.
LED modules shall meet the requirements described in the November 1998 edition of the ITE
Equipment Material Standards Chapter 2a, Sections 1 through 7.2.2.
614.06 Flashing Beacon. Flashing beacon shall be as shown on the plans. If solar power is
called for on the plans, or if the Engineer approves the use of solar power, then the beacon head
shall be 12V LED type operated at 24 watts. The solar power system shall be capable of
operating the flashing beacon continuously for ten days without any sunlight. The solar panel
and battery power system shall be augmented to protect it from vandalism or theft. The solar
power system shall be complete including all elements required for an operational installation.
614.07 Barricades. Wood used in barricades shall be untreated S4S and shall conform to the
applicable portions of subsections 710.07 and 710.08. Retroreflective sheeting shall be Type IV
and shall conform to subsection 713.04.
Underground portions of timber barricade posts, plus at least 6 inches above ground line, shall
be painted with any preservative listed in AASHTO M133. Any portion of a timber barricade not
covered with reflective sheeting or treated shall be painted white per subsection 508.08 and the
plan details.
614.08 Traffic Signal Materials.
Traffic signal materials shall conform to all applicable Sections of 613 and Section 715 of the
specifications, and shall be compatible with the requirements of the local agency having
jurisdiction.
All work shall conform to these specifications and the National Electric Code (NEC) and shall
comply with applicable regulations as specified in subsection 107.01.
Each system shall be installed as designated. The Contractor shall furnish and install all
incidentals necessary to provide a complete working unit or system.
All conduits shall be fully compatible with fiber optic cable. Plastic conduit shall be Schedule 80
in the diameters, quantities, and depths indicated in the plans. Plastic conduit shall be compatible
with Bellcore TW-NWT-000356 requirements. Plastic PVC conduit shall be certified by the
manufacturer as meeting ANSI/UL 6 and 651. The manufacturer shall be ISO 9000 compliant.
(a) General. At the Pre -construction Conference, the Contractor shall submit, for approval, a
list of equipment and materials that will be installed. Each item shall be identified by trade
name, size, and number. Materials shall conform to the requirements of Section 713, to the
requirements shown on the plans or as designated, and to the following:
846
All electrical equipment shall conform to the standards of ITE, IEEE, UL, or EIA, wherever
applicable. In addition to the requirements of the plans, these specifications, and the special
provisions, all materials and workmanship shall conform to the requirements of the National
Electrical Code (NEC), Rules for Overhead Electrical Line Construction of the Colorado
Public Utilities Commission; standards of ASTM, ANSI, and all local ordinances which may
apply.
Wherever reference is made to any of the standards mentioned above, the reference shall
be construed to mean the code, order, or standard that is in effect on the date of
advertisement for bids.
Materials and equipment for traffic signal installations and modifications within existing
traffic signal systems shall be compatible and the equipment interchangeable with the
existing equipment.
All traffic signal devices shall be of the manufacturer and model specified in Table 614-0.
Table 614-0 — Equipment Manufacturers and Model Numbers
Traffic Signal Item
Manufacturer
I Model Number
I Comments
Intersection Detection
System (Camera)
I Iteris
I Next Vector
Electronic Photo
Controls
I Intermatic
I EK4536
Backplate with
I Reflective Tape
Pelco
BK-8000-3-RT2-
I PNC
AeroFlex Flexible
Backplate,3 section, 2"
wide reflective tape
Diamond Grade
Reflective Sheeting
I 3M
4081 TT
I Fluorescent yellow
Traffic Signal Housing
McCain
12" diameter,
polycarbonate, 3 section
vertical, federal yellow
Signal Visors
McCain
Polycarbonate, cap, federal
yellow exterior, flat black
interior
Uniform Appearance
LED Traffic Signal
Module -Red
Dialight
433-1210-003XL
112 inch, tinted
Uniform Appearance
LED Traffic Signal
Module -Yellow
Dialight
433-3230-901XL
112 inch, tinted
Uniform Appearance
LED Traffic Signal
Module -Green
Dialight
433-1220-001XL
112 inch, tinted
Side of Pole Mount
Traffic Signal
Controls
I
Yellow with Universal Hub
Plates
847
Traffic Signal Item
Manufacturer
I Model Number
Comments
Mast Arm Mounting
Hardware
I SkyBracket
59" bands, 3 section 46"
tube
Omni -directional
Uniform Appearance
LED Arrow - Red
Dialight
432-1314-
I 001XOD
ITinted
Omni -directional
Uniform Appearance
LED Arrow - Yellow
Dialight
431-3334-
I 901XOD
ITinted
Omni -directional
Uniform Appearance
LED Arrow - Red
Dialight
432-2324-
I 001XOD
ITinted
Controller
Intelight
I 2070LC ATC
I
332D Signal Control
Cabinet
I McCain
I M31830
'Auxiliary Output File Option
Uninterrupted Power
Supply
I CLARY
I SP1250LX
172 V, SNMP Card Option,
Cabinet Drawer
Assembly
Epoc
Manufacturing
CABSP04189119
123
I
I By -Pass Switches
I CLARY
I SPD-302C
Include Generator Plug and
Cable (5 ft to Police Box)
'Solid State Flasher
I PDC
SSF-87
Replaceable Modules
I SD Switch
I Peplink
PSW RUG
116 Port, Rugged Option
Radio
airFiber
AF-5XHD
Include IP67 upgrade kit
Radio Software
airFiber
airOS LTU
Radio Antenna
airFiber
AF -5G23 -S45
Table Notes: Table 614-0 may not be all inclusive and is only intended to provide information
on the manufacturers and model numbers for equipment that the Department has standardized
on. There may be other unlisted equipment which is required that the Department has not
standardized on.
All traffic signal equipment supplied shall be of models that are currently manufactured by
the suppliers of such equipment.
The locations of signals, standards, controllers, services and appurtenances shown on the
plans are approximate and the exact locations will be established by the Engineer in the
field.
Upon completion of the work, the Contractor shall submit record drawings or corrected
plans, or any additional data required by the Engineer showing in detail all construction
changes, including but not limited to wiring, cable, and location and depth of conduit.
The Contractor shall submit two sets of schematic wiring diagrams for the traffic signal
controller, the signal installation's light circuits and all auxiliary equipment including units
and values for each component used to the Engineer. These diagrams shall show in detail
848
all circuits and parts. Such parts shown thereon shall be identified by name or number and
in such manner as to be readily interpreted.
All diagrams, plans and drawings shall be prepared using graphic symbols shown in ANSI
Y32.2, "Graphic Symbols for Electrical and Electronic Diagrams." The cabinet drawings
shall be non -fading prints using the xerography method. Blue line drawings will not be
accepted.
One copy of the controller cabinet diagram and the intersection and phase diagram as
approved by the Engineer shall be placed in a heavy duty plastic envelope with side
opening and attached to the inside of the door of each controller cabinet.
Manufacturer guarantees furnished with installed equipment shall be furnished to the
Engineer. The extent of such guarantee will not be a factor in selecting the successful
bidder.
Steel incorporated into Traffic Signals shall conform to the material grade and type specified
in the Standard Plans. Steel plates, shapes, and bars shall conform to the requirements of
Section 509. Tubular steel shall conform to the requirements of ANSI/AWS D1.1.
Installation Overview:
For each traffic signal -light pole with mast arm, work shall occur in four stages:
A. Contractor will install a new foundation for the proposed traffic signal -light pole with
materials and installation per Standard Drawing S-614-40;
B. Contractor will pick up the pole, arms and other appurtenances from the County and
transport same to the project site;
C. Contractor will install the pole; and
D. Contractor will install the mast arm, luminaire arm and luminaire.
Following installation of luminaire and all mast -arm mounted equipment by the Contractor,
the Contractor shall rake the pole to provide a true vertical after loading. Foundation work
shall include grouting by the Contractor after pole rake is approved by the Engineer.
As part of the first stage, Contractor shall pick up anchor bolts from the County for transport
to the project site and incorporation into the pole foundation installation. Pick up times,
dates and locations shall be coordinated with the Engineer.
The Contractor shall take all necessary precautions to avoid heaving any existing
asphalt/concrete mat or over -excavating a trench, whether caused by equipment directly
or by dislodging rocks and boulders. Any such heaving or over -excavation shall be repaired
or replaced at the Contractor's expense.
849
The Contractor shall bear the cost of backfilling all over -excavated areas with the
appropriate backfill material as approved by the Project Engineer.
If trenching is used, all off-street trenches shall be backfilled with the same material that
was removed and shall be compacted and shaped to match the surrounding surface. On -
street trenches within all roadway areas shall be backfilled with Weld County approved
Structure Backfill (Flow Fill) and capped with 9" minimum of Hot Mix Asphalt Pavement
(Patching) per Section 403. If the surrounding pavement depth is greater than 9 inches, the
HMA (Patching) depth shall match the existing pavement.
The Contractor shall restore all surface materials to their preconstruction condition or better,
including but not limited to pavement, sidewalks, curb ramps, sprinkler systems,
landscaping, shrubs, sod grass, barrow ditches, or native growth vegetation that is
disturbed by the conduit installation operation. All such surface restoration shall be
considered included in the cost of conduit installation and will not be measured and paid
for separately.
(b) Traffic Signal Controllers -General. The traffic signal controller shall be an Intelight 2070LC
ATC traffic signal controller obtained from AM Signal at CDOT's price. All electric
components of the controllers greater than 14 pins shall be of the socketed type. The
controller assembly shall consist of a controller unit, cabinet, and all necessary auxiliary
equipment to provide the operation as shown on the plans. The output file shall have eight
"flash programming jumper blocks, " one for each of the eight phases. The cabinet
foundation shall be done per CDOT M&S Standard S-614-42 and project special provisions.
Load switches shall indicate input and output.
An uninterruptable power supply (UPS) shall be provided to run the signal for a minimum
of 2 hours in all phases and flash up to an additional 4 hours.
The power distribution assembly shall be the PDA No. 2. The PDA No. 2 shall have field
circuit breakers 1-6 to provide 15 amperes of operating AC current to the field load
switches. If one of the field breakers is set off, the indicating switch shall place power on
the MC coil and FTR coils causing a flashing operation.
The Prom Module shall be a 412B System Memory Module.
The module shall comply with details and connections shown on the plans for the Model
170E Traffic prom Module.
All electrical connections in and out of the module shall be through a printed circuit
connector having two rows of 36 independent bifurcated contacts on 0.10 -inch centers.
The module shall be designed so that persons inserting or removing the assembly shall not
be required to insert hands or fingers within the microprocessor unit housing this modular
assembly. A handle or gripping device protruding no more than 1 1/4 inches from the front
850
panel shall be attached to the front of the assembly. The front panel shall be connected to
ground.
All Inputs and Outputs shall be Tri State Buffered enabling them to drive a load consisting
of 10 TTL gates and 200 picofarads. When this module is not being addressed, the data
inputs and outputs shall be disabled into a high impedance state and the data I/O lines shall
not source or sink more than 100 micro amperes. All address inputs shall not load the bus
by more than one TTL gate load and 100 picofarads.
There shall be provided a positive method to prevent this module from being inserted
upside down in the prom slot with the front panel of the 170E closed.
The memory module shall consist of a minimum of three 28 -pin sockets, for JDEC pin
compatible memory devices ranging in sizes from 4K X 8 (2732) to 32K X 8 (27356).
The selection of address and backup power shall be made via soldered wire jumper
options.
One 28 -pin socket shall be designed to house only EPROM memory devices. The
remaining two 28 -pin sockets shall be designed to house RAM, NOVRAM or EPROM
memory devices. Solder jumper options shall route the optional battery backup power to
each of these two sockets, when specified. When specified, the backup battery power shall
enable volatile memory devices to retain the data in their memory in the event of a power
failure or when the module has been removed from the 170E controller for a period of at
least one year.
The entire memory map address map shall be user definable such that each socket can be
addressed independently. The decode shall be provided by bipolar prom. When the bipolar
prom recognizes an address within the range of the prom module, the appropriate decode
output shall become active thereby enabling the appropriate memory device. Resistors
shall be used to pull up the memory select lines to the +5 Volt power bus if the device is
selected for battery backup power. This shall provide data detention in the event of a
controller power failure.
There shall be provided on the 412B SYSTEM MEMORY MODULE a regulated 5 volts'
power supply, derived from the 12 volt supply available on the Prom Module. This supply
shall provide a minimum of 500 milliamperes on the assembly. This 5 -volt supply shall
power only the module address bus, the data bus and the bus buffers.
There shall be a wire protect circuit to write protect the memory devices when power has
been removed, and to delay writing for a short time after power has been restored.
The 412B shall have provisions for an optional battery backup supply voltage for RAM
devices when the power is removed from the module. This optional battery, when called
for, shall be an AA size lithium battery. All modules shall be provided with a battery
disconnect switch and battery holder clip devices for the AA battery.
851
The assembly shall operate and mate with all Model 170E Controller Units.
The following configurations are required for the operation of Wapiti software used by
CDOT.
The 412B Prom Module shall be configured for a 27256 EPROM at address 8000-FFFF
and NOVRAMs at 1000-4FFF and 7000-7FFF unless otherwise specified.
When specified that the 412B Prom Module will be used for a master controller, a 27256
EPROM shall be used at address A000-FFFF, a RAM shall be used at 8000-9FFF, and
NOVRAM configured for 0800-4FFF and 7000-7FFF.
The 170 PROM module shall be on the Colorado Qualified Products list.
1. 170E traffic Signal Controller. Each controller shall be a Type 170E with 4 ACIA
connectors and two modem slots per FHWA-IP-78-16 specifications except as noted
below. In addition to the manual (as specified in the FHWA-IP-78-16 specifications)
two "D" size (24 -inch x 34.5 inch) drawings of all schematics and assembly prints
contained in the manual shall be supplied for each twenty controllers or revision
change.
The 170E Controller shall come with a blank panel to cover the Prom Module opening
if the Department chooses to use a Prom Module. This panel will have all the
necessary hardware to be attached to the Front panel.
FHWA-IP-78-16 Specifications Vendor's Testing Certification shall be modified to
read, "The Vendor shall supply with each shipment a full test report of the quality
control and final test conducted on each item." In addition, the Contractor shall supply
a statement with each 170E controller that the unit was tested per Section 1.8.5.3.3
as modified below.
1.8.5.3.3 shall be modified to read "A minimum 100 -hour burn -in of all modules. This
burn -in shall include 48 hours of monitored testing at the high and low temperatures
as described in 1.8.3.7.1 and 1.8.3.7.2."
2. Training. The Contractor shall provide 16 hours of training at a site designated by the
Department. This training shall include but not be limited to Diagnostic Software and
circuit theory and operation of the 170E controller. The training will be provided by a
person knowledgeable in the operation and repair of the 170E controller, 332 and 336
cabinets, and associated diagnostic software.
3. Prom Module. The Prom Module shall be a separate item that shall be provided only
when requested. The Prom Module shall be a 412B type Prom Module unless
otherwise specified. When the equipment is supplied for a project, the Contractor shall
contact the Engineer to obtain the Traffic Program Revision that is to be provided.
852
(c) Controller Cabinets. The controller cabinet shall be either a Model 332 or 336S as specified
in the Contract. The 336S cabinet shall include a base extension assembly. Each cabinet
shall be natural aluminum with anchor bolts per the FHWA-IP-78-16 specification. The input
files shall meet the requirements of the split input file below. Unless otherwise specified in
the Contract, the cabinet shall include the following:
Table 614-1 — Control Cabinet Contents
Quantity
Item
2
Internal (front/back) fluorescent lamps
4
Model 430 Transfer Relays
2
Model 204 2 -Circuit Flasher (cube type, 25 AMP output)
12
Model 200 Load Switches (cube type, 25 AMP output)
3
Model 242 DC Isolators
6
Model 222 Loop Amplifiers
1
Model 210 Monitor with absence of red monitoring
1
New York 330 Pull-out Drawer Assembly
1
Auxiliary Detector Termination Panel Assembly
1
Transient Voltage Surge Suppression System
A 20 -conductor cable assembly for monitoring the red outputs of all signal load switches
shall be provided and mounted to the back panel assembly. The cable shall be routed to
the front of the assembly and be plugged into the connector on the front of the conflict
monitor.
A means of selecting the active red monitor channel shall be provided on the rear of the
monitor panel. Selection shall be accomplished by means of a two position jumper (shunt)
with the center position wired to a red monitor input and select of 115V AC to the right and
red load switch output to the left. Moving the jumper to the right will provide continuous red
input and override, while moving a jumper to the left will attach the monitor channel to the
corresponding load switch output.
This jumper assembly shall be accessible while the intersection is in operation. Means shall
be provided to prevent shock to personnel operating jumper selection devices.
A minimum of 12 selections are required, eight phase selections and four overlap selections
shall be provided with jumper selections.
Red monitoring disable control shall be provided within the red monitor cable assembly. Pin
six on TB02 shall connect to a 24V DC relay coil. This relay is designated RM control relay.
The normally closed contacts shall provide 115V AC to the red monitor select line and pin
17 on the monitor cable. When a logic ground signal is applied to TB02-6 the RM relay shall
energize and open the cable. The relay power will be derived from the cabinet 24V DC
cabinet power supply.
853
Electrical characteristics of the device that will be used for series transient protection on
the 332 and 336S cabinet system shall include tests run using a Velonex 587 surge
generator and Tektronix oscilloscope type 2430 or equivalent hardware. Using ANSI/IEEE
062.41-1980 waveforms for normal mode and common mode ring wave and impulse tests,
each unit shall comply with the following minimum characteristics:
1. Clamping level 400V peak normal mode and 500V peak common mode. Trace photos
and other test related information will be available upon request.
2. EMI/EFI noise rejection derived via standardized 50 ohm insertion loss tests shall
have amplitude of at least -20db over a minimum spectrum from 50 kHz with a -40db
being the most desirable.
3. Diagnostics indicators shall clearly display the status of the suppression circuit. The
indication shall warn of the loss of protection.
4. Transient energy suppression shall be in excess of 250 Joules.
5. Rated voltage is 120V AC with rated output current minimum 10 amperes single-
phase operation.
All of the above components provided on the project, excluding the signal monitor unit, shall
be on the Colorado Qualified Products listing.
Split input file shall be an SF 170 that will operate in the 332/336S cabinets.
The Split Input File shall use the same form factors as the present (older) input file and
shall be completely interchangeable with these older input files except as follows.
The input file shall use a split 22 pin connector (2 rows of 22 pins) which provide for 44
unique contacts, rather than the 22 double contacts as provided by the former input file.
This design shall interface electrically with the older two and four channel devices available
under the 170 and NEMA TS1 specification as well as the newer two and four channel
devices as specified in the TS2 NEMA specification.
The input file shall be divided into two partitions. The first partition shall include the first
eight slots from the left; the second partition shall include the next six slots. All 14 slots shall
be able to be tied to one common communication drop if desired.
The serial/TTL Transmit and receive pairs shall be wired across the back panel. TXO, DXO,
and Ground() serve the first eight slots; TX1, DX1 and Ground1 serve the next six slots.
Black plane addressing is automatically assigned in the rear of the input file, such that:
• Slot 1 = Address 0
• Slot 2 = Address 1
• Slot 8 = Address 7 (all three line low)
854
Addressing from the front of any input device shall override the back plane addressing.
Serial connections shall use a standard quick lock connection.
(d) Magnetic Detectors. Magnetic vehicle detectors shall have a moisture -proof housing and
shall be capable of withstanding all types of soil conditions. The magnetic vehicle detector
shall be designed for underground operation and installed in a nonmetallic conduit housing.
Magnetic detector amplifiers shall have a continuously adjustable sensitivity level control,
which shall be adjustable over the full range of amplification of the unit.
Each magnetic detector shall be capable of being activated by a voltage induced in the coil
of the sensing element by the passage of a vehicle at any speed from 3 to 80 miles per
hour. Any vehicle passing within 18 inches of either end of the sensing element shall
provide an output signal.
Each amplifier shall be provided with an integral power supply.
Each amplifier shall be designed to provide ease of maintenance with all electronic
components readily accessible.
All input and output circuits for each amplifier shall enter via a single MS connector,
circuitry for which shall be as shown in the following table:
Table 614-2 — Connector Circuitry for Magnetic Detector Amplifiers
MS Connector Circuit
18-8 Pin
Magnetic Detector(-)
A
Magnetic Detector(+)
B
AC+, 120 volts
C
Chassis Ground
D
Detector Common
E
Output N.O.
F
Output N.C.
G
AC-, Grounded Conductor
H
All controls, indicator lights, fuse holders, and connectors shall be mounted on the front
panel of the amplifier.
The magnetic detector sensing element casing shall be constructed of nonferrous materials
suitable for use in the environment in which it will operate and shall be sealed to prevent
the entrance of moisture. The sensing element shall be designed to facilitate easy
installation, repositioning and removal.
(e) Micro Loop Detectors. Micro loop detectors shall conform to the following and to the details
shown on the plans. The sensing element shall be no larger than 2 inches in diameter by 4
inches high and shall contain no moving parts.
855
The unit shall be a passive transducer that converts magnetic field intensity into inductance
for use with conventional inductive loop detector units for the passage detection of vehicles.
The operating field shall be 0.2 to 1.0 oersted; inductance: 20uH and DC resistance of 0.5
ohms plus 20uH and 3.2 ohms per 100 feet of probe cable.
Each micro loop detector shall be capable of being activated by a change in magnetic field
caused by the passage of a vehicle within the lane of required detection at any speed from
3 to 80 miles per hour.
The probe shall operate at temperatures from -35 to 165 °F and at a relative humidity of 0
to 100 percent including submersion in solutions of chemicals typical of roadway run-off.
Lead-in cable shall be factory assembled, polyurethane jacketed, four conductor No. 22
AWG, and shall be of a length specified on the plans.
Pedestrian Push Buttons. Pedestrian push buttons shall be a piezo, direct push button
contact type and shall consist of electronic control equipment, mounting hardware, and
push button.
The pedestrian push button shall be weatherproof, tamper -proof, constructed so that it will
be impossible to receive any electrical shock under any weather condition, and operate on
a voltage not to exceed 24 VAC.
The housing shall be shaped to fit the curvature of the pole to which it is attached to provide
a rigid installation. Saddles shall be provided to make a neat fit when required.
Materials for Pedestrian Push Button Post Assembly shall conform to the following:
1. The Pedestrian Push Button Post Assembly, sign, and push button shall conform to
the following:
A. The latest version of the ADA Standards for Accessible Design, Chapter 3,
Section 309 Operable Parts.
B. Current CDOT adopted Manual of Uniform Traffic Control Devices (MUTCD),
Chapter 4E -Pedestrian Control Features.
C. NEMA TS 2 Section 2.1 requirements for Temperature and Humidity, Transient
Voltage Protection, and Mechanical Shock and Vibration.
D. IEC 61000-4-4; 4-5 Transient Suppression requirements.
E. FCC Title 47, Part 15, Class A, Electronic Noise requirements.
2. The post for the Pedestrian Push Button Post Assembly shall be aluminum Schedule
40.
856
3. Wiring for the Pedestrian Push Button Post Assembly shall conform to the
manufacturer's recommendations.
4. A #10 AWG (minimum) bare copper wire shall be used to connect the Pedestrian Push
Button to the signal grounding system.
5. For signalized intersection crossings, the system shall have a programmable
Extended Push Activation feature with the ability to extend the Walk time. Activation
shall be programmable from one to six seconds.
Accessible Pedestrian Signals. The Accessible Pedestrian Signal (APS) shall be an audible
vibro-tactile pedestrian signal system and shall consist of all electronic control equipment,
mounting hardware, and push button, designed to provide both a push button with a raised,
vibrating tactile arrow on the button as well as a variety of audible indications for differing
pedestrian signal functions.
The integrated pedestrian push button shall be weatherproof, tamper -proof, constructed so
that it will be impossible to receive any electrical shock under any weather condition, and
operate on a voltage not to exceed 24 VAC.
The housing shall be shaped to fit the curvature of the pole to which it is attached to provide
a rigid installation. Saddles shall be provided to make a neat fit when required.
Materials for Pedestrian Push Button Post Assembly shall conform to the following:
1. The pedestrian push button post assembly, integrated push button, and sign shall
meet the following requirements:
A. The latest version of the ADA Standards for Accessible Design, Chapter 3,
Section 309 Operable Parts.
B. Current CDOT adopted Manual of Uniform Traffic Control Devices (MUTCD),
Chapter 4E — Pedestrian Control Features.
C. NEMA TS 2 Section 2.1 requirements for Temperature and Humidity, Transient
Voltage Protection and Mechanical Shock and Vibration.
D. IEC 61000-4-4; 4-5 Transient Suppression requirements.
E. FCC Title 47, Part 15, Class A, Electronic Noise requirements.
F. The APS pushbutton enclosure shall meet the NEMA 250 — Type 4X enclosure
requirement.
857
2. The post for the Pedestrian Push Button Post Assembly shall be aluminum, Schedule
40.
3. Wiring for the Pedestrian Push Button Assembly shall conform to the manufacturer's
recommendations.
4. A#10 AWG (minimum) bare copper wire shall be used to connect the Pedestrian Push
Button Post Assembly to the signal grounding system.
5. For signalized intersection crossings, the system shall have a programmable
Extended Push Activation feature with the ability to extend the Walk time and provide
an informational audible message. Activation shall be programmable from one to six
seconds.
The Accessible Pedestrian Signal (APS) shall have the following functional requirements:
1. APS functional features.
The APS shall be programmable and adjustable. Programming and adjustments shall
be made using a laptop computer, smart device, or vendor supplied programmer. No
additional hardware or equipment shall be required. The APS shall be fully compatible
with the three latest versions of the Windows operating platform. The programmable
features shall be:
A. Push-button locator tone.
B. Walk and Wait audible message.
C. Audible push-button informational message.
D. Audible crossing beacon.
E. Vibrating, tactile arrow push button.
F. Independent minimum and maximum volume limits for the Locator Tone, Walk,
and Audible Beaconing features.
Audible features shall emanate from the pedestrian pushbutton housing. The APS
shall utilize digital audio technology, having a minimum 12 -bit sample at a 16k Hz
sample rate. Total harmonic distortion shall be less than 3 percent at 75 decibels. The
APS shall provide independent ambient sound adjustment for the Locator Tone
feature. The APS shall allow for Locator Tone volume to be set below the ambient
noise level. The system shall have a minimum of three programmable locator tones.
All sound levels shall adjust automatically utilizing an internally mounted, interval
ambient sensing microphone, per the MUTCD.
858
For signalized intersection crossings, the APS shall monitor the Walk condition for
conflict operation. As a standalone unit, the APS shall disable the Walk functionality
should a conflict be detected.
The APS system shall log cumulative call data. The data shall be date, time stamped,
and shall be accessible via laptop or smart device.
For signalized intersection crossings, the system shall provide a programmable
audible Wait message when the button is pushed. The message shall only annunciate
once per actuation.
2. Power Control Unit (PCU).
The PCU shall be mounted in the pedestrian signal head and shall be powered by the
activation of Walk or Don't Walk using 120 Volts Alternating Current (VAC).
The PCU shall utilize separate power inputs for Walk and Don't Walk. The PCU shall
not require more than four wires from the PCU to the corresponding push button.
3. Push Button Assembly (PBA).
The PBA shall be a single assembly containing an ADA compliant, vibro-tactile
(signalized) directional arrow button, weatherproof audible speaker, and informational
sign with optional placard braille messages. The PBA housing shall not incorporate
any plastic or polycarbonate parts.
The PBA tactile arrow shall be 2 inches in length and shall be field adjustable to two
directions.
The push button shall utilize Piezo switch technology rated at greater than twenty
million operations. Vibro-tactile operation shall pulse at 20 Hz with a minimum 0.003 -
inch displacement against a 2 pound applied force.
The PBA assembly shall be capable of mounting on a curved or flat surface utilizing
either machine screws or bolts or banding type mounting hardware. The PBA shall
accommodate mounting to a minimum 4 -inch diameter pole.
(h) Traffic Signal Poles. All traffic signal poles, mast arms, concrete foundations, and
necessary hardware shall conform to the appropriate requirements of Sections 601, 613,
713, and 715, these specifications, and the details shown on the plans.
All traffic signal poles, and mast arms shall be of like manufacture. Workmanship and finish
shall be equal to the best general practice of metal fabrications shops.
859
Pole shafts shall be straight, with a permissive variation not to exceed 1 inch measured at
the midpoint of a 30 -foot or longer pole and not to exceed 3/4 inch measured at the midpoint
of a pole shorter than 30 feet.
Plumbing the pole shall be accomplished by adjusting the nuts before the foundation is
finished to final grade. Shims or other similar devices for plumbing or raking will be
permitted only when approved.
Poles, mast arms, and luminaire mast arms shall be the type and size shown on the plans.
Span wire poles may be seamless or may be fabricated as one piece without transverse
joints or welds and with only one longitudinal seam, which shall be continuously welded,
and ground, or rolled flush.
Traffic Signal Faces. All pedestrian signal faces and all vehicle signal faces shall conform
to the requirements of subsection 713.11, the plans, and the following:
All vehicle signal faces shall be of the adjustable, vertical type with the number and type of
sections detailed and as shown on the plans. They shall provide a light indication in one
direction only and shall be adjustable through 360 degrees about a vertical axis. They shall
be mounted at the location and in the manner shown on the plans. Unless otherwise shown
on the plans, all signal faces shall be standard and shall contain three sections arranged
vertically; red -top; yellow -center; green -bottom.
All vehicle signal faces shall be focused to allow maximum visibility to approaching
motorists. All new faces installed, at any one intersection, shall be of the same make and
type.
When specified on the plans, the optical units of all vehicle signal faces, and all pedestrian
signal faces shall be an LED Traffic Signal Section Optical Unit conforming to the
requirements of subsection 713.11. The LED optical units shall be installed per the
manufacturer's instructions.
Light Emitting Diode (LED) signal lenses shall be installed in all red, yellow, and green
signal displays. The LED signal lenses for the 12" and 8" circular balls and 12" circular
arrows are hereby added to the Standard Specifications and shall comply with the following
requirements.
1. Manufacturer Requirements and Approvals
A. Manufacturers supplying products to this specification shall have a minimum of
13 years' experience manufacturing LED traffic signals with high flux LEDs used
in North American.
B. Manufacturers supplying products to this specification must be a registered
participant and have long -life module part numbers to be provided certified and
860
listed on the Intertek-ETL LED Traffic Signal Modules Certification Program
approved products website before bid opening.
C. Manufacturers supplying products to this specification shall manufacture and
assemble products on an Intertek-ETL audited line located in the United States.
D. Unique part numbers shall be listed on manufacturers label proving differences
between standard modules and long -life modules.
E. If requested, documentation shall be provided by the manufacturer
demonstrating changes made to their product that allows for ITE specification
compliance over 15 -year warranty period.
2. Physical and Mechanical Requirements — General
A. Tinted or Non -Tinted Lens. Unless designated otherwise the standard lens color
shall be tinted with a color meeting the colors required in paragraph 4.2 of the
ITE Specification. The products shall be available with non -tinted lenses as an
option.
B. LED module shall utilize high -flux LEDs rated at 1 watt or higher and have an
incandescent, non-pixilated appearance when illuminated. The use of low power
LEDS, for example 5mm LEDs, is not permitted in the design and production of
long -life arrow products.
C. The external lens shall have a smooth outer surface to prevent the build-up of
dirt/dust and shall be designed to minimize the potential for sun phantom signals.
D. All LEDS used to illuminate circular signal modules shall be LEDs that have been
manufactured using materials with industry acceptance as being suitable for use
in outdoor applications. At no time is the use of LEDs that utilize AIGaAs
technology acceptable.
E. The thermal management system used in the traffic ball must be self-contained
and internal to the traffic module. At no time shall the thermal management
system used for the power supply or LEDs form any part of the external surface
of the LED module.
F. All plastic components shall be molded and assembled in the United States. This
includes back housing, spreading lens and front lens. Certificate of
manufacturing location must be available and supplied at time of bid requested.
G. Lenses shall be hard coated in the United States. Certificate of manufacturing
location must be available and supplied at time of bid if requested. Reflectors
shall be metalized in the USA. Certificate of manufacturing location must be
available and supplied at time of bid requested.
861
3. Module Identification
In addition to the required ITE labeling, all modules must be delivered with an ETL
Verification label. This label designates the compliance and listing with the Intertek-
ETL Traffic Signal Certification Program.
4. Electrical — General
A. The following color scheme shall be used for all module AC power leads: White
for common, Red for the red ball signal, Yellow for the yellow ball signal and
Brown for the green ball signal.
B. The AC power leads shall exit the module via a rubber -grommet strain relief and
shall be terminated with insulated female quick connect terminals with spade/tab
adaptors. The leads shall be separate at the point at which they leave the
module.
C. All external wiring used in the LED traffic signal module shall be anti -capillary
type wire to prevent the wicking of moisture to the interior of the module.
D. LED module and power supply shall be designed for ITE-compliance over a 15 -
year life.
E. To minimize the temperature exposure of the power supply, all power supplies
shall be located at the bottom of the module when the arrow is facing left.
F. For additional protection from moisture, all power supplies shall be conformal
coated for additional protection.
5. Electrical Transient Voltage Protection
In addition to the transient test requirements defined in the Design Qualification
Testing section of the ITE Vehicle Traffic Control Signal Heads (VTCSH)
specifications all power supplies used in the circular signals supplied to this
specification shall be capable of passing an additional ring -wave surge testing per the
IEEE Recommended Practice on Characterization of Surges in Low -Voltage (1,000V
and less) AC Power Circuits, ANSI/IEEE C62.41.2-2002, 6KV, 100kHz ring -wave with
an output impedance of 30 ohms. The short circuit current shall be 200 Amps.
6. Electrical — Power
iA
Typical wattages at 25 °C for the 12" circular LED Traffic Signal Modules shall
be: Red — 8 watts; Yellow — 13 watts; and Green - 8 watts.
862
I B. Typical wattages at 25 °C for the 8" circular LED Traffic Signal Modules shall not
exceed: Red —8 watts; Yellow — 10 watts; and Green — 8 watts.
7. Quality Assurance
A. Upon request, the supplier must provide an Intertek-ETL test report for the base
model being supplied to this specification.
B. The base products must be listed in the Intertek Directory of LED Traffic Signal
Modules Certified Products listing at the time of bid. Upon request, the supplier
must provide a copy of the listing in the bid package.
8. Warranty Requirements. Manufacturers shall provide a detailed written warranty
issued by the factory of module origin with the following minimum provisions.
A. Modules shall, at the manufacturer's option, be repaired or replaced if the module
fails to function as intended due to workmanship or materials defects within the
first 15 years from date of delivery.
B. Modules shall, at manufacturer's option, be repaired or replaced if the module
exhibits luminous intensities less than the minimum specified values within the
first 15 years from date of delivery.
C. Upon request, the LED lamp module manufacturer shall provide written
documentation of its ability to satisfy a worst -case, catastrophic warranty claim.
D. A current corporate annual report duly certified by an independent auditing firm,
containing financial statements illustrating enough cash on hand and net worth
to satisfy a worst -case, catastrophic warranty claim is an example of suitable
documentation.
E. The documentation shall clearly disclose: 1) country in which the factory of
module origin is located; and 2) name of the company/organization owning the
factory of module origin including any/all of its parent companies and/or
organizations, and their respective country of corporate citizenship.
F. For firms with business and/or corporate citizenship in the United States of less
than fifteen (15) years, the process by which the end-users/owners of the
modules will be able to obtain worst -case, catastrophic warranty service in the
event of a bankruptcy or cessation of operations by the firm supplying the
modules within North America, or in the event of bankruptcy or cessation of
operations by the owner of the factory of origin shall be clearly disclosed.
Backplates. Where shown on the plans backplates shall be furnished and installed on signal
faces. No background light shall show between the backplates and the signal face or
between sections.
863
(k) Programmed Visibility Vehicle Signal Faces. All programmed visibility vehicle signal faces
shall conform to the requirements of subsection 713.11, the plans, and the following:
Each programmed visibility signal section shall provide a nominal 12 -inch diameter circular
or arrow indication. Color and arrow configuration shall conform to ANSI D-10.1.
Each section shall be provided with a sun visor.
Each signal section shall be provided with an adjustable connection that permits
incremental tilting from 0 to 10 degrees above or below the horizontal while maintaining a
common vertical axis through couplers and mountings. Terminal connection shall permit
external adjustment about the mounting axis in five -degree increments.
The signal shall be mountable with ordinary tools and capable of being serviced without
tools. Adjustment shall be preset at four degrees below the horizontal, unless otherwise
specified.
Before programming, each signal section with a yellow indication shall provide a minimum
luminous intensity of 3,000 candela on the optical axis, and a maximum intensity of 30
candela at 15 degrees horizontal from the axis. Each such signal section shall be capable
of having its visibility programmed to achieve the following luminous intensities: a minimum
of 3,000 candela on the optical axis, a maximum of 100 candela at from '/2 to 2 degrees
horizontal from the axis and a maximum of 10 candela at from 2 to 15 degrees horizontal
from the axis. Under the same conditions, the intensities of the red indication and the green
indication shall be at least 19 and 38 percent respectively of the yellow indication.
The Contractor shall program the head as recommended by the manufacturer or as
directed.
The visibility of each programmed visibility signal face shall be capable of adjustment or
programming within the face. When programmed, each signal face's indication shall be
visible only in those areas or lanes to be controlled, except that during dusk and darkness
a faint glow to each side will be permissible.
(I) Traffic Signal Electrical Conductors and Control Cable. Conductors and cables shall
conform to subsection 713.11.
An 1/8 -inch nylon rope shall be installed in all new conduit and all existing conduit where a
cable is added, or an existing cable is replaced. At least 2 feet of pull wire or rope shall be
doubled back into the conduit at each termination.
Signal light conductors shall conform to the Red -Yellow -Green color sequencing with
different colored tracers for each phase provided.
864
Sufficient signal light conductors shall be provided to perform the functional operation of
the signal system. Additional conductors for service, interconnect, etc. shall be provided as
noted on the plans.
A separate set of three spare conductors shall be provided from the controller cabinet to
the base of each pole.
Conductors shall be permanently identified as to function. Identification shall be placed on
each conductor, or each group of conductors comprising a signal phase, in each pull box
and near the end of terminated conductors.
Identification shall be by bands fastened to the conductors in such a manner that they will
not move along the conductors.
Loop detector wire shall consist of specified loop wire encased in 1/4 inch OD, 3/16 inch ID
vinyl or polyethylene tubing.
All inductive loop detector harness cables shall be shielded.
All detector and pedestrian push-button circuits shall consist of separate two conductor wire
systems. All signal light cable conductors shall have individual terminal lugs for connection
to terminal strips.
All detector lead-in cable shall consist of two No. 14 copper conductors with each conductor
insulated with high molecular weight, heat -stabilized, colored polyethylene. The conductors
shall be twisted, and the twisted pair shall be protected with a shield of tinned copper -brass
or aluminum -polyester. A No. 16 minimum stranded tinned copper ground drain wire shall
be provided. The cable shall be provided with a chrome vinyl outer jacket with a minimum
thickness of 37 mils, suitable for use in conduit or for direct burial when used in conjunction
with magnetic or magnetometer detectors.
Loop Detector Wire (Prefab) (Special) shall meet or exceed the following:
The loop shall consist of No. 14 AWG wire and the minimum number of turns as specified
in the plans. The conductors shall maintain their relative position to each other throughout
the entire loop configuration. Twisting of the conductors within the loop configuration will
not be permitted.
The loop wires shall be installed in protective tubing constructed of a cross -linked
polyethylene material or equivalent. The outside diameter shall not exceed 0.5 inches. The
preformed loop shall be hermetically sealed at the tee and at the lead-in header to prevent
the entrance of water.
The loop lead-in wires from the preformed loop to the pull box shall be a twisted 14 AWG
wire, with at least five turns for every three feet. Wiring shall be encased in the same cross -
linked polyethylene tubing material or equivalent.
865
Installation of preformed loops shall be per the manufacturer's recommendations. Before
installation, the Contractor shall provide a paper copy of the installation procedures for the
project.
The preformed loops shall be manufactured to the dimensions shown on the plans and
designed to be laid in place immediately before paving operations.
The Contractor shall determine the length of the loop lead in wires required from the
preformed loop to the first pull box outside the roadway and shall furnish a copy of the
lengths to the Engineer.
Regardless of type, there shall be no splices in the pull box special.
The loops shall be delivered to the project at least seven days before installation and
placement.
The Contractor shall check the continuity of the loops upon delivery to the project, once set
on grade immediately before the paving operation, and after the paving operation. The
Contractor shall check both continuity and resistance to ground the following day or as
directed and shall record and submit the results.
Traffic Signal Vehicle Detector Amplifier.
1. General System Requirements.
Vehicle detector amplifier shall consist of high performance, multiple channel inductive
loop vehicle detector units and data acquisition software that can provide binned traffic
data and real-time traffic measurements on a vehicle -by -vehicle basis. The system
shall provide current measurements and vehicle detection information on the last
vehicle for use in local control, incident detection and advanced traffic management
systems.
A communication link shall provide remote access to the detector for reading unit
configuration settings, for fault identification and verification, for real-time system
monitoring and data collection on up to four channels of detection. It shall include
password security to the detector to change configuration settings. The
communication link shall provide for party line communication on up to eight units
using 4 -bit hardwired addresses to the card edge connector and/or 127 software
programmable addresses in EEPROM memory.
The interface and data acquisition software shall be organized by application and
facilitate setup, real-time traffic monitoring and collection of binned count and
occupancy data. A vehicle log shall provide a means for logging of vehicle speed,
vehicle length, loop -to -loop travel time, and detection duration. Optional modes of
operation shall include a vehicle travel direction detection setup capability using
866
overlapped 6 foot by 6 -foot loops, a long -loop count mode to provide turning
movement counts and a micro -loop mode selection when channels are connected to
micro -loop sensors.
The Contractor shall supply data acquisition and interface software and vehicle
detectors that meet all the operational and functional performance requirements per
the terms and conditions of this specification.
The Contractor shall obtain the manufacturer's standard warranty and surrender it to
the Engineer.
2. General Hardware - Standards and Performance Requirements.
The inductive loop detector units shall be fully interchangeable, whether used for
system counting, occupancy measurement, speed and length measurement,
directional detection, binned data collection, remote data acquisition in advanced
traffic management systems or for local intersection control (including long -loop
counting).
Detector configuration data shall be entered using special interface and data
acquisition software. A communication interface shall provide for remote connection
and configuration of detectors, real-time activity monitoring and data acquisition via
modem to remote devices.
Inductive loop detector units shall meet the latest edition of the National Electrical
Manufacturers Association (NEMA) Standard TS2-1992 for Type 2 controller and
cabinet assemblies plus the functional and performance requirements of this
specification. The detectors shall be configured as plug-in devices that meet the
requirements for NEMA TS2-1992 section 3.2, actuated Type 2 A2 operation and
Type I Al operation in 44 -pin input files.
Detectors shall comply with NEMA TS2-1992 Section 6.5.2.2.1, Table 6.5-1 for four -
channel rack mount type units, NEMA designation "D," except that Delay and
Extension Timing shall be provided on all four channels in lieu of NEMA TS2-1992
section 6.5.2.24 requirements.
Detectors shall also be suitable for use in California/New York TYPE 170/179 and
ATC cabinets with 22 -pin input files. Detectors shall detect and hold the presence of
all licensable motor vehicles (including small motorcycles). This shall be
accomplished, without detecting traffic in the adjacent lane (beyond 3 feet from the
loops except as noted below), on the following loop configurations with from 100 feet
up to 1,000 feet of home -run cable.
One to six series connected, 6 -foot -by -6 -foot square loops with three turns of #14
AWG wire or with four turns of #14 AWG wire.
867
A 6 -foot wide by 30 -foot long loop with two or three turns of #14 AWG wire (when set
to detect small motorcycles, may detect adjacent lane traffic).
A 6 -foot -wide by 20 -foot to 60 -foot long quadruple loop with a winding of two -four -two
turns of #14 AWG wire. When sensitivity is set to detect small motorcycles, adjacent
lane traffic shall not be detected.
Single, double and triple micro -loop probe sets.
Each channel shall automatically self -tune with full sensitivity, to any loop and lead-in
combination resulting in a total inductance of 20 to 2,500 microhenries with a Q factor
of five or greater, within four seconds after application of power.
3. Special Features and Performance Requirements.
Detectors shall be microprocessor controlled and be capable of being configured with
manual switch settings and via software settings in EEPROM memory.
Detectors shall include eight sensitivity settings (thresholds) in 2:1 steps. Threshold
settings shall directly relate to nanohenries of inductance change (AL). Each increase
in Presence or Pulse mode settings shall double the sensitivity (reduce the threshold)
from the previous setting. The highest sensitivity (smallest change) setting shall have
a AL threshold value of eight nanohenries while the lowest sensitivity setting shall
have a AL threshold of 1024 nanohenries.
Each detector shall have a single, switched oscillator system to sequentially excite
and measure each channel.
Each detector shall have a three -position toggle switch to manually select one of three
operating frequencies. These three frequencies shall also be software selectable.
Each detector shall have two serial ports; a front panel RS232 port and
transmit/receive pins on the card edge connector for serial communication.
Each serial port shall have a multi -drop mode and be capable of party line
communication with up to eight detectors on the party line.
The detector unit shall be designed to accommodate the addition of either an optional
plug-in memory module or a plug-in communication module.
The communication module shall allow expansion of the multi -drop capability to 32
devices on a common serial port bus and convert the rear port into an independent
port. With the optional module installed, communication with a PC through the front
port shall not interfere with system communication on the rear serial port, and the baud
rates shall be independently settable for the front and rear serial ports.
868
Baud rates shall be selectable at 1200, 2400, 4800, 9600, or 19200 BPS using the
interface software. The memory module shall expand the memory used for on -board
count and occupancy binning.
The front panel serial port shall have EIA-232 electrical characteristics and shall
terminate with a front panel 6 -pin circular Mini -DIN connector.
A communication cable with a DB-9 female connector (for a computer serial port
connection) and a 6 -pin Mini -DIN male connector (for the front panel serial port
connection) shall be provided for direct communication with a remote reporting device
or a PC running the interface and data acquisition software.
Units shall have software settable addresses from 128 to 254. Address 255 shall be
assigned as a "wildcard" to be used only when connected to the front panel port to
establish connection and read the correct address from the device.
Units shall have 4 -bit back panel hardwired addressing capability to allow selection of
one of 16 hard -wired addresses. Back panel addressing shall be enabled via the
interface software.
An external 24VDC Green control input shall be provided to control the output timing.
If True (ground level = 0 to +8VDC), the Green input shall disable Delay and enable
Extension Timing. If False (+16 to +30VDC or Open), the Green input shall disable
Extension and enable Delay Timing. Software shall provide for an option to disable
Green Gating so that Delay or Extension Timing is provided unconditionally.
Detector units shall have a Presence or Pulse mode output option. Selection shall be
via front panel switches or software settable options.
Each channel shall have a pushwheel sensitivity switch to enable manual selection of
one of seven Presence mode or eight Pulse mode settings or an OFF position.
Presence output shall hold vehicle detection for at least four minutes minimum for
small, licensed motor vehicles (100 cc. motorcycles) and for at least 60 minutes for
automobiles before tuning -out vehicles (dropping recognition of vehicle presence)
over a 6 foot by 6 -foot square loop with three or four turns of wire. The Presence
output shall not tune out when vehicle motion exists (defined as vehicle entry and
departures continue every few minutes and vehicles remain present in the sensing
zone) for at least 60 minutes.
In Fast Recovery mode, the channel shall recover to full sensitivity within 750
milliseconds after all vehicles leave the inductive loop sensing zone.
Pulse mode shall provide a single, output pulse of 118 plus or minus 5 milliseconds in
response to an 18 -foot -long vehicle traveling over a 6 foot by 6 -foot loop at 8 mph,
and for successive vehicles traveling over the same loop at speeds ranging from 10
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to 100 mph, with a one -second headway. Pulse width shall be programmable from
interface software. If a vehicle remains over the loop, further detection shall be
inhibited for a 1.9 -second rephase delay and then full sensitivity shall return
immediately regardless of continued presence of the vehicle. Pulse rephase shall be
programmable from interface software.
Detector units shall have optically -isolated FET outputs to provide fail-safe solid-state
operation.
Loop detector channels shall continue to function with a single point short to ground
on the loop/lead-in system.
Each channel shall be capable of detecting and displaying current and historical faults
(a short to ground, an open circuit or an inductance change P 25 percent) in the
inductive loop or lead-in system.
Each channel shall have two LED indicator lights on the front panel: a green "Detect"
LED and a red "Fault" LED. The green "Detect" indicator shall indicate detection output
status and output timing in process.
The green "Detect" indicator shall indicate an Extend flash while the call output is
actuated following a directional detection unless fail-safe for a particular condition is
disabled using the interface software.
The green "Detect" indicator shall flash during Delay and Extension Timing to provide
a visual indication of timed output. Delay and Extension flash rates shall differ by at
least four times the other's rate. Delay shall be four flashes per second and Extension
shall be 16 flashes per second.
The green "Detect" indicator shall be ON continuously during a fault condition. During
a fault condition on a channel, the channel shall display a continuous call indication
on its green "Detect" LED and generate a continuous, fail-safe output on the primary
output, regardless of the pulse or presence operating mode selected.
A status output shall provide a serial coded message to external devices (controllers)
that are capable of using the serial information per NEMA conventions described in
TS2-1992.
A red "Fault" LED shall indicate current or historical channel fault condition (status)
and type. The Fault indicator shall flash a coded message during an open loop
condition, a shorted loop system condition and a ≥ 25 percent change of inductance
condition. The associated channel's red "Fault" LED shall provide visual indication of
fault type and current or historical status with a unique flash code.
A fault indication shall be enabled for as long as the fault remains, except by turning
the channel OFF in software or by selecting the "X" setting on the sensitivity switch.
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If the fault heals or is corrected, the affected channel shall immediately retune and be
capable of normal detection. The visual fault indication shall remain active until reset
by a momentary change in the mode or sensitivity setting, a momentary interruption
of power or by pressing a reset switch.
Primary output of each detector channel shall provide accurate detect duration in
response to an automobile over a three or four turn 6 -foot by 6 -foot square inductive
loop to enable accurate speed, length and occupancy measurements by external
devices. The detector channel, with a 100-microhenry loop/lead-in attached to each
channel, shall for any negative inductive change that exceeds its sensitivity threshold
generate a ground true logic level output response within 13 milliseconds for a
sensitivity setting of 128 nanohenries and within 20 milliseconds for a sensitivity
setting of 64 nanohenries.
Loop detectors shall have a multi -position switch to reset all channels and to provide
Normal and Fast Recovery modes of operation. The Fast Recovery setting shall cause
the detector to adapt instantly to large changes of apparent inductance in the non -call
direction. The Normal Recovery mode shall cause the detector to adapt, at a default
rate of 0.5 thresholds per second, to apparent changes of inductance in both
directions.
Loop detectors shall have a Remote Reset input pin on the card edge connector. The
unit shall reset and establish a new reference for each loop that is turned ON, when
voltage on Pin C is less than 8 volts DC for a period of greater than 17 milliseconds.
Delay Timing shall be adjustable from zero to 31 seconds, minimum, in increments of
1.0 seconds in lieu of NEMA TS2-1992 section 6.5.2.24.1 increments. Delay timing
shall occur if the green input is false.
Extension Timing shall be adjustable from zero to 7.75 seconds, minimum, in
increments of 0.25 seconds in lieu of NEMA TS2-1992 section 6.5.2.24.2 increments.
Extension timing shall occur if the green input is true.
Each channel shall be capable of being configured for Long -loop Count mode for
counting each individual vehicle moving onto or over a single inductive loop which has
a length greater than 20 feet, regardless of previous vehicles being stationary on,
moving over or leaving the detection zone. The call output in the Long -loop Count
mode shall be a presence output. The configuration of the channel and the retrieval
of the long loop count shall be accomplished via the serial ports using the software.
Two channels (channels 1 and 2 or 3 and 4) shall be capable of being assigned to
directional detection mode for detecting the direction of travel of a vehicle over two
overlapping 6 foot by 6 foot loops with leading -edge -to- leading -edge spacing of 3
feet. A call output shall be generated and stored as a directional count by the second
channel that detects the vehicle in the direction of the vehicle's travel. The
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configuration of the detector for directional detection and the retrieval of the directional
count shall be accomplished via the serial ports using the software.
Each channel of the vehicle detector shall be capable of collecting and storing counts
and occupancy in time bins. The detector memory shall allow storing count and
occupancy in 15 -minute time bins for a duration of 36 hours and with the optional
memory module for a duration of 335 hours. The configuration of the time bin intervals
and the retrieval of the stored counts and occupancy shall be accomplished via the
serial ports using the software.
4. Interface Software Requirements.
The detector unit shall be capable of remote configuration, system diagnostic
measurements and real-time data collection. A communication link shall provide
remote access to the detector for reading its configuration, for fault identification and
verification, for real-time monitoring and data collection on up to four channels. The
link shall provide optional password protection to change unit configuration settings.
Interface software shall display and report current loop inductance measurements,
current or last (historical) fault information, and information specific to the last vehicle
detected and vehicle counts. Vehicle information shall include vehicle change of
inductance, speed, length and time over loop.
A Windows TM based interface and data acquisition software program shall be provided
to perform these functions via a remote reporting device running under a Windows
operating system compatible with the Region's existing signal operating system
software.
The software shall establish and maintain the communication link to a remote
reporting device via a field modem or by direct connection to one of the serial ports on
the detector.
The software shall be organized by application to simplify setup and monitoring of
channel activity measurements, traffic counting, long -loop count, logging of vehicle
speed and vehicle length, loop to loop travel time, detect duration, binning of count
and occupancy, and sensing of vehicle travel direction with directional detection and
call duration.
The software shall allow selection of the PC's communication port and baud rate. The
software shall include a phone book and dialing utility.
The interface and data acquisition software shall provide a Read from Device
command on the File menu. The Read from Device shall allow the selection of an
address to establish remote communication with a detector unit.
The initial screen shall open with a Settings icon, a Real -Time Vehicle Logging icon
and a Traffic Data Binning icon. After communications have been established with a
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detector, other icons shall appear. These shall include the Real -Time Activity
Monitoring icon, Force ALL Outputs and LEDs icon, a Reset icon and a Scan -Time
Utility icon.
A Settings window shall be divided into nine tabs to organize the settings by
application.
A General tab shall allow selection of the configuration source to be either from
EEPROM or switches, the oscillator frequency for the unit, the vehicle count period
and channel sensitivity and mode.
A Communications tab shall provide for the setting of a field modem command string,
transmit delay, selection of the communication baud rates on the front and rear ports,
for setting a programmable address and to enable a back panel address. There shall
be provisions to establish, cancel and change a password.
If password protection is set up in a detector, the unit shall not respond to any requests
to perform a reset or change settings until the correct password has been issued. After
a verified password has been issued, the detector shall respond to all requests for
reset or settings changes for 60 minutes. After 60 minutes, the unit shall revert to
password -protected mode until the password has been issued. Reset shall cause
immediate reinstatement of password protection.
A Timing tab shall provide for setting the Delay or Extend Time options and the timing
increments for each channel. There shall be an option to select "Enable" Green Gating
to condition the timing functions to green inputs.
A Micro -loop tab shall provide for selecting micro -loop mode of operation and setting
some of the parameters that are unique to the performance of micro -loop sensors in
special applications.
A Long Loop tab shall provide for selecting the option to count vehicles over long loops
set to operate in Presence mode. Setup options shall be included to allow for
calibrating the algorithm to improve count accuracy on loops 20 to 60 feet long. Vehicle
counts shall be available over the serial communication ports.
A Directional tab shall provide the option of setting up travel direction sensing on
channel pairs 1 and 2 and 3 and 4. With the paired channels connected to 6 -foot -by -
6 -foot loops that are overlapped by 3 feet, vehicles shall be counted in both directions.
The directional detection call output shall be assigned to the last loop a vehicle crosses
when traveling in the direction that is to be detected. Call Duration shall be selectable
for the directional output on the trailing channel of the paired sets.
An Output tab shall provide for the option to enable the Status Output for NEMA TS2
Type controllers. Software provision shall also exist to disable the "fail-safe" Call
Output.
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A Noise Immunity tab shall provide for selecting several noise options including a
power line filter that can be enabled. An Adapt tab shall provide for selecting the
adaptation parameters for the detector unit to modify default operation.
A Real -Time Vehicle Logging icon shall provide for setting up channels to monitor
vehicle speed and length measurements. Facilities shall be provided to insert a loop
description (ID label), a loop type (configuration) and a calibration utility to select
effective magnetic field loop sizes to improve measurement accuracy. The utility shall
also provide for setting up loop assignments and leading edge distances from loop to
loop to calculate vehicle speeds.
Facilities shall be included to activate and view the log with channel ID, loop
descriptions, dates, times, speeds, lengths, durations, loop -to -loop times displayed in
real-time. Provisions shall be made to save the log to a file and print the log.
A Traffic Data Binning icon shall open a window to setup and collect binned count and
occupancy data from the detector. A tab shall provide for setting up the channels to
be binned, the start date and time, the end date and time and the binning intervals.
Software shall be included to inform the user when the detector will run out of memory
based on the setup information provided. If continuous binning is selected the data
shall "wrap -around" so that the oldest data will be overwritten with the latest entries.
A Real -Time Activity window shall be provided to display all current detection
information pertaining to each channel, including current measurements (loop
inductance, loop frequency, reference frequency, green input state and loop status),
last fault (or historical fault) information (fault type, time and date), plus information
specific to the last vehicle detected (DL in nanohenries, detect duration, detect time,
and detect date) and traffic counts (count, directional count and the count period
remaining).
The Activity window shall include a freeze capability to capture the current activity
information while the unit continues to display the most recent changes.
A window shall be included to verify the operation of a detector's outputs and LEDs
and confirm the wiring of a control cabinet to issue the call output to a device or
controller. This utility shall allow selection of specific Detect LEDs, Call Outputs, Fault
LEDs, and channel Status Outputs to be "forced" ON or OFF for testing the system.
A window shall be included to remotely reset a detector. It shall be possible to select
specific channels, all channels or the entire unit.
A window shall be included to provide a real-time view of the detector's self -measured
scan -time. This interactive utility shall continuously read and display the detector's
scan -time and display the theoretical detection performance based on user -selectable
parameters.
874
The software shall allow printing of settings, activity measurements, and binned and
logged vehicle data.
A comprehensive ON-LINE Help utility shall be included with detailed descriptions of
unit features and setup information. The Help text shall include hyperlinks to all
subjects related to applications or setup sequences. Help screens shall include a print
function to print the page.
Construction Requirements
614.09 Highway Signs and Traffic Signals.
Any work to facilitate the Contractor's methods of installation, such as removal of guardrail and/or
any other installed feature for vehicle placement or any Contractor purpose, shall be included at
no cost to the project and shall be subject to approval of the Engineer.
If any feature is to be temporarily removed to facilitate the Contractor's methods, the feature
shall be fully restored before the end of each working day.
New overhead signals shall be mounted using a SkyBracket over the center of each designated
approach lane.
Holes used to mount traffic signal heads to the side of the poles shall be drilled and tapped.
Regardless of pole -mount or overhead installation, if the proposed new signal head is to be
installed in the same location as an existing head, the same mounting bracket may be re -used
if compatible with the head to be installed and not damaged. If the head is new; is to be installed
in a new location on the same mast arm; or if the previous mounting hardware is damaged; a
new mounting bracket including all fasteners and attachments shall be provided by the
Contractor.
Yellow polycarbonate signal cap (ball cap design) visors, and black backplates with a 2 -inch
yellow reflective border shall be furnished and included in the unit cost of the item for Traffic
Signal Face and will not be measured and paid separately.
Throughout installation, Contractor shall coordinate as required with the Engineer to schedule
work activities including traffic control, determine delivery and/or pick-up of materials as may be
required, and to facilitate efficient construction to the extent possible.
Aluminum shall be heliarc welded and conform to the AWS requirements for welding aluminum.
Portions to be welded shall be cleaned and prepared to assure 100 percent penetration butt
weld. Oxygen cutting will not be permitted. Preheating, if used, shall not exceed 400 °F for 30
minutes. Defective welds shall be removed and rewelded. Acceptable aluminum welds shall be
per AWS with 17 ksi the minimum tensile strength for reduced section specimens.
875
Welding and fabrication of Traffic Control Devices shall conform to ANSI/AWS D1.1, as
amended.
Fillet welds connecting tubular steel to a shape or plate shall be qualified per ANSI/AWS D1.1,
section 4.11.1.
The fillet weld Procedure Qualification Record (PQR), all Welding Procedure Specifications
(WPSs) and Welder Qualification Records (WQRs), Inspection, and Nondestructive Testing
Reports shall be submitted to the Engineer for approval before fabrication. Department
acceptance of submitted PQRs, WPSs, and WQRs establishes prequalification to fabricate
Traffic Control Devices.
All ungusseted traffic signal mast to pole bracket, pole bracket to pole, and pole to base plate
attachment welds shall conform to ANSI/AWS D1.1, Section 2.36.6.6.
Before welding, base metal surfaces shall be blasted or ground to eliminate mill scale, visible
rust, oil, or debris. Welding shall be performed before galvanizing, metallizing, or application of
zinc coatings to the piece.
The fabricator shall submit a Written Practice for the Administration of Personnel Qualification
and Certification Program per the American Society for Nondestructive Testing (ASNT) SNT-
TC-1 A for approval. Personnel performing the weld evaluations shall be certified as ASNT Level
I or II. Certification of Level I and Level II individuals shall be performed by a Level III individual
who has been certified by (1) The American Society for Non-destructive Testing, or (2) has the
education, training, experience, and has successfully passed the written examination prescribed
in SNT-TC-1A.
All welds shall be visually inspected by the fabricator. All welds shall meet the acceptance criteria
specified in ANSI/AWS D1.1, Table 6.1, Tubular Connections (All Loads).
The arm simplex plate, pole simplex plate to gusset, gusset to pole, pole to base plate, and all
sign bridge beam to pole clamp welds shall be magnetic particle tested (MT). The alternating
current (ac) yoke method shall be performed. The yoke spacing shall be 4 inches. The yoke shall
be calibrated each day per ASTM E709. Daily calibration records shall be maintained and made
available for review upon request. The acceptance criteria shall be as specified in ANSI/AWS
D1.1, Table 6.1, Tubular Connections (All Loads).
Structural steel shall be galvanized per ASTM A123. Pole hardware shall be galvanized per
ASTM A153. All signs must be clean before erection. Installation shall be of such sequence as
to result in maximum traffic safety. Signs shall be erected in conformity with the plans. Before
final positioning, the sign shall be inspected at night by the Engineer and adjustments will be
made, if necessary, to eliminate specular reflection.
Footings for ground signs and overhead sign structures shall be per the Contract. The tops of
drilled caissons used for overhead sign structure footings shall be formed to at least 6 inches
below ground line per Section 601.
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Timber signposts shall be set in drilled or excavated holes and tamped firm and plumb. U-2 posts
and steel tubing posts may be driven plumb or set in the same manner as timber posts.
The sequence of erection of new and reset sign installations shall be correlated with the removal
of the existing traffic controls. The decision regarding the sequence shall be worked out with the
Engineer before starting the work.
Longitudinal and lateral adjustments of sign locations to fit field conditions shall be as directed.
Electrical service for all sign illumination shall consist of all the electrical circuitry necessary from
the power source to the switch box at the structure. This includes grounding, fusing, direct burial
cable or conductor in conduit. Electrical service shall be 110- 115 volt AC, 15 amp., fused circuit,
and shall be installed underground unless otherwise shown on the plans or permitted.
Electrical work, including photoelectric control, shall conform to Section 613 and to the details
shown on the plans.
Mask sign legend shall consist of providing a separate removable aluminum panel at least 0.040
inches thick and of sufficient dimensions to completely mask the legend. This panel shall be
furnished with retro-reflective sheeting conforming to Section 713 and shall be the same color
as the background of the sign. Panels shall be securely fastened to the main panel by
mechanical means using a minimum number of fasteners. Adhesives, glues or tapes shall not
be used.
Modifications shall be as follows:
1. Steel Signposts. This work shall consist of providing breakaway devices as shown on the
plans for existing steel posts and shall include shortening and repainting the posts.
Steel square tube type perforated signposts and anchors placed in concrete or asphalt shall
be either core drilled with a 4" diameter hole, or a 4" diameter piece of PVC pipe may be
placed into the concrete or asphalt full depth and flush with the surface.
2. Timber Signposts. This work shall consist of providing breakaway devices as shown on the
plans for existing 6 -inch -by -6- inch timber posts.
3. Sign Legend. This work shall consist of modifying the legend on existing signs as shown
on the plans and shall include all work necessary to remove and re -space existing legend;
to furnish and install new legend and border as required.
4. Tubular Steel Sign Supports. Tubular steel signpost, slipbase or socket and wedge, footing,
and mounting clamps shall be installed per Standard Plan S-614-8 and the manufacturer's
recommendations. The Contractor shall make all arrangements to have a manufacturer -
trained installer of the manufacturer's products on -site during the construction of the entire
assembly and associated signs to ensure proper installation. Before the placement of the
877
posts, the Contractor shall submit to the Engineer, written documentation of the installer's
qualifications and training in the construction of tubular steel sign supports. Upon
completion of installation, the Contractor shall obtain and submit documentation from the
trained installer that the installation of the signposts was per the manufacturer's
recommendations.
The flashing beacon shall be installed as shown on the plans. The solar power system shall
be placed outside the clear zone of the roadway or behind guardrail. Batteries shall be
placed in a lockable container attached to a supplemental pole supporting the solar panels
that is installed outside the clear zone, or behind guardrail.
Before start of the installation of an APS, the Contractor shall submit all units for testing.
Installation of the APS shall not begin until written approval of each unit has been received
from the Engineer. If a unit fails to pass testing, the Contractor shall repair or replace the
unit at their expense.
614.10 Traffic Signal Systems — Construction.
(a) General. The Contractor shall submit an as -constructed plan, showing in detail all
construction changes including: wiring, cabling, locations, and depth of conduit. The as -
constructed plan shall include a sketch identifying the cables by numbers and a code
describing the function and color of each conductor contained within the cables.
The Contractor shall furnish extra paint, both primer and color coat, to satisfy the needs of
field touch-up requirements, in the event of minor physical damage to the coating from
handling or transit. Damaged areas must be clean and dry before repair application. Field
touch-up will be at the direction of the Engineer.
Signal heads shall be bagged with "Out of Service" bags until read for operation as
determined by the Engineer. Bags shall cover any backplate border. Bags shall be black
in color.
Contractor shall adhere to the following requirements regarding Traffic Signal construction
and maintenance personnel. Current Certificates showing qualifications shall be
submitted at the preconstruction meeting.
1. For any work inside the traffic signal cabinet, a master electrician with IMSA Level II
certification is required. This includes the completion of training in construction,
corrective maintenance, and signal turn -on.
2. For all work external to the signal cabinet, a licensed journeyman with a minimum
IMSA Level I is required. A maximum ratio of four licensed journeyman IMSA Level I
to one master electrician IMSA Level II will be allowed for work external to the signal
cabinet.
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The United States Department of Labor — Bureau of Apprenticeship and Training may be
substituted for the IMSA Level I Traffic Signal Electrician requirement.
(b) Traffic Signal Electrical Conductors and Control Cable. All cables and conductors not
shown on the plans as aerial cable or embedded loop detector shall be installed in conduit
unless installed in poles, pedestals or mast arms.
Each mast arm mounted signal face shall be wired separately back to the pole base. The
signal face position farthest from the pole shall be wired from the face to the controller to
accept a five -section left -turn signal face, whether such a signal face is called for or not.
Aerial cable shall be installed where specified on the plans and secured to messenger cable
with rings. Self -supported cable shall not be installed unless that cable is specifically
designed for this purpose. Drip loops shall be provided on all conductors where they enter
pole weatherheads or signal heads.
Wiring and splices shall conform to NEC practices. Wiring within cabinets, junction boxes,
etc., shall be neatly arranged and within cabinets shall be laced.
Splicing of cable will not be permitted in the conduit or outside of pull boxes, standards, or
pedestals at the handhole locations.
Powdered soapstone, talc, or other approved lubricant shall be used in placing conductors
in conduit.
When splices are made, soldered splices or approved solderless connectors shall be
individually taped with an approved polyvinyl chloride tape with a rubber -based pressure
sensitive adhesive. The outside sheath shall be replaced by a minimum of two layers of
this approved tape. Shellac compounds shall not be used.
All overhead splices shall be "T -tapped" and either soldered or connected by an approved
copper compression ring. If a compression ring connector is used, the ring shall be applied
by a ratchet tool, which will not release until the proper crimping force is applied to the
connector.
All splices in detector sensing circuits shall be soldered and taped to exclude moisture.
All splices done in cables containing solid wire shall be soldered. Splices in underground
systems shall be waterproofed. All underground splices shall be capable of satisfactory
operation under continuous submersion in water.
Conductors between detectors and the controller cabinet shall not be contained in the same
cable with any other signal control circuits but may be carried in the same duct or conduit
as other signal circuits with not more than one splice in each detector sensing circuit.
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At least 5 feet of slack shall be left for each conductor at each support pole and at least 3
feet of slack at each pull box containing cable connections.
A minimum of 6 inches of slack shall be left at each splice except within handholes where
12 inches shall be left.
When conductors and cables are pulled into the conduit, ends of all these conductors and
cables shall be taped to exclude moisture and shall be so kept until the splices are made
or terminal appliances attached. Ends of spare conductors shall be taped.
Multi -conductor cables shall be spliced and insulated to provide a watertight joint and to
prevent absorption of moisture by the cable.
Electrical disconnect boxes shall be provided at the connection point of each power source
or point of service. Boxes shall be weatherproof, NEMA type circuit breaker enclosures,
and lockable.
(c) Bonding and Grounding. Metallic cable sheaths, conduit, metal poles and pedestals shall
be made mechanically and electrically secure to form a continuous system and shall be
effectively grounded. Bonding and grounding jumpers shall be a #6 AWG bare copper wire
or copper strap of the same cross sectional area. Sheath for detectors shall be grounded
in control cabinet only. The other end of the sheath shall be taped and left ungrounded.
A ground electrode shall be installed at each pole, pedestal, and control box. Each ground
electrode shall be one-piece copper -weld rod of 5/8 inch diameter and 8 feet in length,
driven to a depth of at least 8 feet below the surface of the ground.
Bonding of poles and pedestals shall be by means of connecting to the ground rod a
bonding strap attached to an anchor bolt or a 3/16 -inch diameter or larger brass or bronze
bolt installed in the lower portion of the shaft.
(d) Excavation and Backfilling. Excavation and backfilling shall be performed per the
requirements of Section 206 and to the following:
All excavation and backfilling shall be made before other improvements are completed so
as to not require the repair or replacement of new sidewalks, pavement or landscaping.
Excavation for the installation of conduit, foundations and other appurtenances shall be
performed in such a manner as to cause the least possible damage to the streets,
sidewalks, landscaping and other improvements. The trenches shall not be excavated
wider than necessary for the proper installation of the electrical appurtenances and
foundations. Excavation shall not be performed until immediately before installation of
conduit and other appurtenances. The material from the excavation shall be placed in a
position that will not cause damage or obstruction to vehicular and pedestrian traffic or
interfere with surface drainage.
880
Excavations, after backfilling, shall be kept well filled and maintained in a smooth and well -
drained condition until permanent repairs are made.
Excavations in the street or highway shall be performed in such a manner that not more
than one lane of traffic in each direction is restricted at any time unless otherwise approved
by the Engineer or in the special provisions.
Improvements such as sidewalks, curbs, gutters, Portland cement concrete and asphalt
concrete pavement, underlying material, lawns and plants, and any other improvements
removed, broken or damaged by the Contractor's operations, shall be replaced or
reconstructed at the Contractor's expense with the same kind of material as found on the
work or with materials of equal quality.
(e) Foundations. All foundations shall be Portland cement concrete conforming to the
applicable requirements of Section 601. The cabinet foundation shall have a concrete
pad/walkway on all sides per Standard S-614-22.
The bottom of concrete foundations shall rest on firm ground. Foundations shall be poured
monolithically where practicable. For poles and pedestals, the top 2 inches shall be poured
after the pole or pedestal is in proper position. The exposed portions shall be formed to
present a neat appearance.
Forms shall be true to line and grade. Tops of foundations except as noted on the plans,
shall be finished to curb or sidewalk grade or as ordered. Forms shall be rigid and securely
braced in place. Conduit ends and anchor bolts shall be placed in proper position and to
proper height and shall be held in place by means of a template until the concrete sets.
Both forms and ground that will be in contact with the concrete shall be thoroughly
moistened before placing concrete.
Where obstructions prevent construction of a planned foundation, the Contractor shall
construct an effective foundation as directed.
Strain and mast arm poles shall be installed with the proper rake as recommended by the
manufacturer of the poles so as to assure a substantially vertical set when the specified
signal and lighting equipment is installed.
(f)
Loop Detector Installation. Loop detectors shall be installed in the configuration shown on
the plans. A complete installation consists of a conductor loop or group of loops installed in
a saw cut in the roadway, lead-in cable and a sensor unit with power supply installed in a
traffic signal controller cabinet.
The saw cut shall be made 3/8 inch wide and a minimum of 3 inches deep. The slot shall
be as straight as possible and shall not vary more than 1/2 inch when checked with a 10 -
foot straightedge.
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Saw cuts shall be hydro -blasted with a mixture of water and air and then blown free of water
and debris with compressed air only. The cuts shall be as dry as possible before placement
of wire. All corners shall be rounded to full depth as directed to prevent angle bends in the
loop wire.
After saw cut is cleaned of debris, the wire shall be placed for the loop by pushing it into
the slot with a blunt non-metallic object. A screwdriver or other sharp tool shall not be used.
Care shall be used to avoid abrading or damaging the insulation.
After the loops are properly seated and tested for continuity and proper loop inductance,
the slots shall be filled with an approved two-part self -curing, self -bonding weatherproof
epoxy, or an approved alternative material.
One continuous length of wire shall be used for each loop from the signal base or pull box
around the loop with the specified number of turns and back to the signal base or pull box.
Detector lead-in pairs shall be symmetrically twisted, five turns per 1 foot.
Two-inch conduit shall be placed under the curb and into a signal base or pull box to
accommodate detector loop wires. Conduit may be "pushed" or trench -laid, depending on
conditions at project site and upon approval from the Engineer.
Conductors of all loops to be operated by each sensor unit shall be run continuously to the
nearest signal base or pull box. The loops shall be joined in the signal base or pull box in
combination of series and parallel as shown on the plans so that optimum sensitivity is
obtained at the sensor unit. Final splices between loops and lead-in cable shall not be made
until the operation of the loops under actual traffic conditions is approved by the Engineer.
The loop detector wires shall be spliced to the shielded lead-in cable in the signal base or
pull box and then pulled into the controller cabinet via the shortest possible distance using
other existing conduit or messenger cable. A minimum of 3 feet of slack shall be provided
in the controller cabinet for attachment to the detector amplifier. Each detector cable shall
be clearly labeled in the control cabinet identifying phase relationship and approach leg.
(g)
Magnetic Detector Installation. Magnetic detector sensing elements shall be installed within
3 inch, UL approved, Schedule 40 PVC conduit, as directed.
Conduit shall extend across the traveled way as shown on the plans. Bottom of conduit
shall be placed 12 inches below top of pavement.
(h) Painting. All paint shall conform to Section 708. The painting of all electrical equipment
requiring paint shall be done per Section 509.
The painting of all electrical equipment specified to be painted may be required at any time
as directed. All metal parts of poles, pedestals, standards, and fittings shall be cleaned of
all rust, scale, grease, and dirt before applying paint.
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If an approved prime coat has been applied by the manufacturer and it is in good condition,
an application of primer by the Contractor, other than for repairs, will not be required.
All exterior surfaces shall be examined for damaged paint and all such damage shall be
given a spot coat of primer and the entire exterior surface repainted. Factory finish on new
equipment will be acceptable if of proper color and if equal in quality to the specified finish.
Paint shall not be applied to aluminum controller cabinets or to aluminum or galvanized
poles, pedestals, standards, hardware, conduit, etc. unless specified. All steel poles shall
be painted aluminum, unless otherwise shown on the plans. Controller cabinets (including
inside door surface) shall be wire brushed or sanded to reduce reflectivity.
All paint coats may be applied either by hand brushing or by approved spraying machine
in the hands of skilled operators. The work shall be done in a neat and skillful manner. The
Engineer reserves the right to require the use of brushes for the application of paint should
the work done by the paint -spraying machine prove unsatisfactory or objectionable as
determined by the Engineer.
Conduit and conduit fittings above ground shall be given one coat of primer and one coat
of enamel conforming to the color of the adjacent standard or pedestal.
Maintaining Existing and Temporary Electrical Systems. The existing traffic signals shall be
kept in effective operation for the benefit of the traveling public.
Where power to all signals must be turned off, the Contractor shall provide an off duty police
officer or other qualified person to direct traffic during the period the signals are off.
The local traffic enforcement agency shall be notified before any operational shutdown of
a traffic signal. The above does not apply to intersections that are completely closed to all
traffic due to construction.
The Contractor shall maintain at all times a minimum of two, three -section (red, yellow,
green) traffic signal heads for each approach. If temporary signals are necessary to
maintain the minimum signal display, the Contractor shall be responsible for furnishing all
materials, equipment, tools, and labor necessary to install and maintain the temporary
signals.
The State or local agency will continue operation and maintenance of existing electrical
facilities. The State or local agency will furnish electrical energy for operation and will repair
or replace facilities damaged by public traffic.
Where damage is caused by the Contractor's operations, the Contractor shall, at his
expense, repair or replace damaged facilities promptly per these specifications.
Signal faces that are installed before turning on shall be covered or directed away from
traffic to clearly indicate that the signal is not in operation.
883
0)
Field Tests and Turn On. Before completion of the work, the Contractor shall make the
following tests on all traffic signal circuits in the presence of the Engineer:
1. Each circuit shall be tested for continuity.
2. Each circuit shall be tested for grounds.
3. An insulation resistance test shall be made on each circuit between the circuit and a
ground. The insulation resistance shall not be less than the values specified in the
provisions of the NEC.
4. A functional test shall be made in which it is demonstrated that each part of the system
functions as specified or intended. The functional test for each traffic signal system
shall consist of at least five days of continuous satisfactory operation. If unsatisfactory
performance of the system develops, the condition shall be corrected, and the test
shall be repeated until the five days of continuous, satisfactory operation is obtained.
Functional tests shall start on any workday except Friday, or the day preceding a legal
holiday.
Turn on of new or modified signal systems shall be made only after all traffic signal
circuits have been thoroughly tested as specified.
The initial turn -on shall be made between 9:00 A.M. and 2:00 P.M. unless specified
otherwise. Before turn -on, all equipment as shown on the plans shall be installed and
operable. This includes pedestrian signals, pedestrian push buttons and vehicle
detectors.
All louvers, hoods and signal heads shall be directed to provide maximum visibility.
During the test period, the State or local agency will provide the electrical energy and
repair any damage caused by public traffic. All other maintenance will be the
responsibility of the Contractor.
All systems shall be complete and in operation to the satisfaction of the Engineer.
A field test of a single APS shall be performed in the presence of the Engineer. All
repairs or replacements required to ensure a fully operational system shall be at the
Contractor's expense.
The APS shall be installed per the manufacturer's recommendations.
The Contractor shall coordinate with the Engineer and any other required agencies (1 week
advance notice is required) to schedule a compliance inspection before flash operation.
Flash operation shall run for five (5) consecutive days including a weekend. Upon
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completion of the inspection, the field operation testing shall begin. The complete traffic
system shall be fully operational and fully tested at the completion of the project.
The flash operation shall not start on a Friday or the day preceding a legal holiday.
The Contractor shall have 1 hour to respond to traffic signal maintenance. The Contractor
shall provide an on -call contact name and phone number to the Engineer.
614.11 Barricades. Construction shall conform to the requirements of Section 508.
614.12 Rumble Strips. Rumble strips shall conform to the details and locations shown on the
plans.
Method of Measurement
614.13. Overhead sign structures (Sign Bridge Structures, Butterfly Structures, Sign Bridge
Cantilever Structures and Cantilever Structures) will be measured by the number of units of the
various types and sizes installed and shall include structural frame members, mounting brackets,
posts, excavation and backfill, and when called for on the plans, safety walkways and light
fixtures including all electrical equipment as required. Drilled caissons used for overhead sign
structure footings will be measured and paid for per Section 503.
Installing only of sign structures will be measured by the number of units installed and shall
include all hauling, concrete footings, removing existing sign panels, respacing and adding
walkway brackets, adding walkways, repainting, excavation and backfill and furnishing and
installing light fixtures including all electrical equipment as required.
Overpass mounted sign brackets will be measured by the number furnished and installed and
shall include all structural members required to install sign panels on overpass structures as
shown on the plans and all light fixtures including all electrical equipment as required. Sign
panels shall be furnished and installed under the appropriate item.
Ground signs will be measured as follows: Concrete footings by the number used, signposts by
the length in linear feet of the various types used, and sign panels by the square feet of facing.
For signs other than rectangular or triangular shape, the area in square feet will be computed
from dimensions of the smallest rectangular shape from which a panel can be fabricated. Sign
panels shall include all mounting and backing angles required.
Mask sign legend will be measured by the actual number of signs masked and shall include
panel, reflective sheeting, and fastening the panel to the sign.
Steel signpost extensions, if required, will be measured and paid for as "Steel Signpost" of the
type shown on the plans.
Sign panels shall include background, message, backing zees (Classes 2 and 3), date of
manufacture, and all necessary hardware.
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Multi -directional break -away assemblies will not be measured and paid for separate but will be
paid for under the appropriate item: e.g., all brackets, nuts, bolts, shims, hinge plates, and
couplings will be paid for as Steel Signpost of the appropriate size; anchors and concrete
footings will be paid for as Concrete Footing of the appropriate size.
Steel Sign Support (Post) will be measured by the actual number of linear feet of posts (not to
include length of T -brackets or U- brackets) that are installed and accepted. T -brackets, U -
brackets, wedges and mounting clamps that are required to complete the assembly as shown
on the plans will not be measured and paid for separately but shall be included in the work.
Steel Sign Support (Socket) will be measured by the actual number of sockets that are installed
and accepted. Concrete footing will not be measured and paid for separately but shall be
included in the work.
When called for on the plans, signposts, sockets and footings, wedges and mounting clamps will
be regarded as a single assembly and will be measured by the actual number of Steel Sign
Support (Post and Socket) that are installed and accepted.
Steel Sign Support (Slipbase) will be measured by the actual number that are installed and
accepted. Concrete footing will not be measured and paid for separately but shall be included in
the work.
When called for on the plans, signpost, slipbase and footing will be regarded as a single
assembly and will be measured by the actual number of Steel Sign Supports (Post and Slipbase)
that are installed and accepted.
Light fixtures shall include lamps, switch boxes, photoelectric controls, electrical conduit,
electrical conduit in foundations, and all necessary wiring in the structure only.
Illuminated signs will be measured by the actual number installed including switch box, footing,
electrical conduit in the footing, post, and shall also include the wiring from the light to the switch
box.
Barricades will be measured by the number used.
Flashing beacon will be measured as a unit complete in place (including sign panel) and shall
include all work necessary to complete the item. Solar power system for flashing beacons, poles,
and lockable container will not be measured and paid for separately but shall be included in the
work.
Traffic signal poles shall include mast arms and all necessary hardware required to complete
the item in place. Drilled caissons used as foundations for traffic signal poles will be measured
and paid for per Section 503.
Cabinets shall include pedestals and concrete foundations as required.
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Span wire poles shall include span wire cable, jaw deadends, cable rings, concrete footings and
all necessary hardware. Pole height shall be as indicated on the plans.
Traffic signal controllers (Type 170E) shall include the cabinet, pedestrian detectors, and all
auxiliary equipment required on the plans and shall include all work necessary to provide and
install a complete system.
Loop detector wire will be measured by the linear foot and shall include loop wire, pavement
sawing, slot sealant, and lead-in conduit as shown on the plans, excavation, backfill, and all
other work necessary to complete the item.
Preformed loop systems will be measured as the actual length in linear feet of the sealed
continuous loop system that is run to the first pull box, regardless of type, and accepted.
Traffic signal magnetic detectors shall include all shielded lead-in wire and non-metallic conduit
housing and all wiring necessary for the operation of the system.
Traffic signal loop detector amplifiers will be measured by the number of two channel units or
four channel units and shall include all incidental materials and wiring necessary for the operation
of the item.
Pedestrian push button post assembly will be measured by the actual number that are installed
and accepted and shall include all work and materials required to complete the item.
Accessible Pedestrian Signals will be measured by the actual number that are installed and
accepted.
All costs for making electrical service connections from the power source to the service switch
will be paid for per subsection 109.04.
Rumble strips will be measured by the actual number of linear feet that are placed and accepted
adjacent to or on the roadway surface, excluding gaps. Measurement of length for payment will
be parallel to the roadway centerline or shoulder stripe.
Pedestrian Push Button will be measured by the actual number that are installed and accepted.
Flashing Stop Sign Panels shall be measured and paid for by the actual number that are installed
and accepted.
Steel square tube type perforated sign posts will be measured by the length in linear feet of post
installed.
The slip base for the square steel signposts will not be measured separately and shall be
included in the cost of the post.
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The reflective tape for the signposts will not be measured separately and shall be included in
the cost of the post.
The J -bolts or corner bolts will not be measured separately and shall be included in the cost of
the post.
Equipment required to mount signs to bridges shall not be paid for separately but shall be
included in the cost of the work.
The pay item for Traffic Signal Face shall include all labor and materials required to install the
new signal head. LED signal lenses, visors, backplates, and mounting brackets (where required)
shall be included in the unit cost of the item for Traffic Signal Face and will not be measured and
paid separately.
Installation of traffic signal -light poles shall be measured and paid by the number of poles
physically installed. All labor and materials required to install the pole and arms at the required
mounting heights are considered included.
Bagging will not be measured and paid for separately but shall be included in the cost of the
work.
Costs incurred by the Contractor to pick-up poles, arms, mounting hardware, and transport the
items to the project site are included in the unit cost for this item and will not be measured and
paid for separately.
The cabinet foundation and concrete pad/walkway shall be included in the cost of the cabinet.
Foundations, traffic control devices and luminaire installation items are tabulated and paid
separately under the appropriate Sections.
Basis of Payment
614.14. The accepted quantities will be paid for at the contract price per unit of measurement
for each of the pay items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Flashing Stop Sign
Each
Steel Signpost (2-1/4 Inch x 2-1/4 Inch Square Post)
Linear Foot
Monotube Overhead Sign Cantilever (size)
Each
Monotube Overhead Sign Bridge (size)
Each
Monotube Overhead Sign Bridge with Cantilever (size)
Each
Sign Bridge Structure (Install Only)
Each
Overpass Mounted Sign Bracket
Each
Concrete Footing (_)
Each
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Pay Item
Pay Unit
Steel Signpost ( )
Linear Foot
Timber Signpost (_)
Linear Foot
Steel Sign Support (2 -Inch Round) (Post)
Linear Foot
Steel Sign Support (2 -Inch Round) (Socket)
Each
Steel Sign Support (2 -Inch Round) (Post and Socket)
Each
Steel Sign Support (2-1/2 Inch Round NP -40) (Post)
Linear Foot
Steel Sign Support (2-1/2 Inch Round NP -40) (Slipbase)
Each
Steel Sign Support (2-1/2 Inch Round NP-40)(Post and Slipbase)
Each
Steel Sign Support (2-1/2 Inch Round Sch 80) (Post)
Linear Foot
Steel Sign Support (2-1/2 Inch Round Sch 80) (Slipbase)
Each
Steel Sign Support (2-1/2 Inch Round Sch 80)(Post and Slipbase)
Each
Sign Panel (Class)
Square Foot
Mask Sign Legend
Each
Illuminated Sign
Each
Barricade (Type )
Each
Flashing Beacon
Each
Modification of Steel Signpost
Each
Modification of Timber Signpost
Each
Modification of Sign Legend
Each, Lump Sum
Pedestrian Signal Face (Type ) (Furnish Only) (Install Only)
Each
Traffic Signal Face (Type )(Furnish Only) (Install Only)
Each
Traffic Signal Controller Cabinet (Furnish Only) (Install Only)
Each
Traffic Signal Controller (Type )(Furnish Only) (Install Only)
Each
Loop Detector Wire (Furnish Only) (Install Only)
Linear Foot
Loop Detector Wire (Prefab) (Special)
Linear Foot
Traffic Signal Vehicle Detector Amplifier (Type_)(Furnish Only) (Install
Only)
Each
Traffic Signal Vehicle Detector (Type ) (Furnish Only) (Install
Each
Only)
Traffic Signal -Light Pole (Type )(Furnish Only)(Install Only)
Each
Traffic Signal Pole (Type ) (Furnish Only) (Install Only)
Each
Traffic Signal Pedestal Pole (Type ) (Furnish Only) (Install Only)
Each
Traffic Signal Span Wire Pole (Type ) (Furnish Only) (Install Only)
Each
Pedestrian Push Button Post Assembly
Each
Accessible Pedestrian Signal
Each
Rumble Strip
Linear Foot
Pedestrian Push Button
Each
Signal Head Backplates (Reflective)(Special)
Each
Traffic Signal Face (12-12-12)(Special)
Each
Traffic Signal Face (12-12-12) (Flashing Yellow Arrow)(Special)
Each
Traffic Signal Controller, Cabinet, & Foundation (Special)
Each
Fire Preemption Unit and Timer (Install Only)
Each
Flashing Beacon Assembly (Solar Powered)(Special)
Each
Intersection Detection System (Camera)(Special)
Each
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Pay Item
Pay Unit
Miscellaneous Traffic Signal Equipment(Special)
Each
Traffic Signal -Light Pole Steel (_ Foot Mast Arm)(Install Only)
Each
'Service Meter Cabinet
I Each
The traffic signal component item will be Furnish and Install unless the Summary of Approximate
Quantities indicates whether it is to be (Furnish Only) or (Install Only) as appropriate.
The LED optical units will not be paid for separately but shall be included in the cost of the Traffic
Signal Face. The pedestrian LED optical units will not be paid for separately but shall be included
in the cost of the Pedestrian Signal Face.
All costs associated with the manufacturer's representative and obtaining the required
documentation for tubular steel sign supports will not be measured and paid for separately but
shall be included in the work.
Payment for Loop Detector Wire (Prefab) (Special) will include all loop wire, preformed loop
conduit to the first pull box outside the roadway, excavation, backfill, and all other work and
materials necessary to complete the item.
Wire from the first pull box outside the roadway to the controller will be measured and paid for
per Section 613 under the pay item Wiring, Lump Sum. Conduit will be measured and paid for
per Section 613, under the pay item for the appropriate diameter of conduit.
Payment for Pedestrian Push Button Post Assembly will be full compensation for all work and
materials, including wiring, required to complete the item.
Payment will be full compensation for all work, materials and equipment required to install a
completely operational APS per these specifications.
The sample APS will not be measured and paid for separately but shall be included in the work.
Testing of APS will not be measured and paid for separately but shall be included in the work.
890
Section 614a — Blank Out Sign (LED)(Speed Radar)
Description
614.15. This work consists of furnishing and installing a Light Emitting Diode (LED) Blank Out
Sign (Speed Radar) equipped with a directional radar unit for changing the message on the sign
for oncoming traffic. The sign shall face one direction and shall display a primary and a
secondary message.
Materials
614.16. LED blank out signs shall meet the requirements shown on the plans and detailed in this
specification. The display shall be a character matrix configuration of two lines of 5 x 7 pixel
matrix characters that will allow the display of a pre -determined message defined in this
specification. All display elements and modules shall be solid state. No mechanical or
electromechanical elements or shutters shall be used.
All materials furnished, assembled, fabricated or installed under this item shall be new, corrosion
resistant and in strict accordance with the Contract. All details and functionality listed in this
specification will be thoroughly inspected and tested by the Department. Failure to meet all
details and functionality detailed in this specification shall be grounds for rejection of the
equipment.
The radar unit shall operate with the blank out Sign to turn on and then change the primary sign
message to a secondary message for the oncoming vehicles. The sign shall include a lockable
power shut off mounted to the sign structure within 6 feet of ground level. The sign shall be fully
compatible with the mounting hardware and support structure shown on the plans. The sign shall
have a minimum design life of 20 years.
(a) Materials shall conform to the applicable requirements of the National Electrical Code
(NEC) and shall be a type currently recommended and approved by Underwriters'
Laboratories, Inc.
(b) All Materials furnished, assembled, fabricated or installed shall be new, corrosion resistant,
and in strict accordance with the Contract, and the NEC.
The blank out signs shall be able to alternately display two fixed sign messages from a single
housing in one direction. The primary message shall be a static message illuminated when a
radar indication is triggered. When the radar indication is triggered, the primary message shall
turn on and once a speed threshold is reached a secondary message shall be illuminated
intermittently. The intermittent display of the secondary message shall illuminate the message
for a period of two seconds on, and then one second off, repeating for a period of 30 seconds
or once it does not detect a vehicle exceeding the trigger speed. Once the 30 second period has
been reached the display shall return to the static primary message being illuminated for an
additional 30 seconds before being turned off completely or back to the second message if
another vehicle approaches in excess of the selected speed. The entire message shall be able
891
to be switched on or off. The sign layouts provided in the plans list the details for the message.
The Contractor shall provide final message layouts to the Engineer for review and approval
before fabrication of the blank out sign. When turned on, the blank out sign shall show the
appropriate message and when turned off the sign shall be completely blank when not
energized. No phantom words or legends shall be seen under any ambient light conditions when
turned off.
The blank out signs shall be capable of dimming at night or during other low ambient light
conditions.
The blank out sign shall be fully functional while operating over an ambient temperature range
of —30 to +165 °F including a relative humidity of 0 - 100 percent, condensing; and it shall be
capable of withstanding wind speeds up to 120 mph per AASHTO Standard Specifications for
Structural Supports for Highway Signs Luminaires and Traffic Signals.
614.17 Certifications. Before start of the installation of the LED blank out Signs the Contractor
shall provide the following documentation to the Engineer:
(1) Shop drawings showing the sign housing and mounting brackets. Shop drawings shall be
submitted per subsection 105.02.
(2) Documentation and information on sign software and hardware.
614.18 Sign Housing. All component parts shall be easily and readily accessible by a single
person for inspection and maintenance. Access shall be from the front by lifting the face of the
sign. The housing shall be weather tight, and compliant to the NEMA 3R Standard. The sign
housing shall be capable of withstanding a wind loading of 120 mph without permanent
deformation or other damage. The performance of the sign, including the visibility and legibility
of the display, shall not be impaired due to continuous vibration caused by wind, traffic or other
factors. The housing shall be designed to accommodate mounting on the rear vertical plane and
shall be structurally sufficient to be mounted to the sign support structure. The sign housing and
structural components for the tilting system including bolts and welds, shall be structurally
sufficient to perform under all applicable loading conditions including gravity, wind, traffic,
weather, roadway deicers, maintenance, and other environmental factors. Certified shop
drawings supporting the design of the sign housing and mounting system shall be submitted per
subsection 105.02.
Except for the housing, all parts shall be made of corrosion resistant materials, such as plastic,
stainless steel, or aluminum. Painted steel is not acceptable. Self -tapping screws shall not be
used. The exterior front face surfaces shall be finish coated by a system that meets or exceeds
the American Architectural Manufacturers Association (AAMA) Specification No. 2605. The
finish shall be matte black.
The housing shall be constructed of aluminum (minimum thickness of 0.100 inches) with a
natural mill finish. All exterior seams shall be continuously welded by an inert gas process,
except for the coated fascia material. The glazing shall be constructed of 0.236 to 0.250 inch
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thick clear polycarbonate sheets with surfaces that resist hazing from UV light, abrasion, and
graffiti.
The glazing shall be protected by a coated aluminum mask with apertures punched directly in
front of each pixel. The coating shall meet or exceed the requirements of AAMA Specification
No. 2605.
The external front face panels shall be thermally insulated from the rest of the sign housing. The
glazing, aluminum mask, and the external front face panels shall be easily replaceable from
within the sign housing.
The bottom panel of the housing shall have a minimum of four drain holes, with snap -in, drain
filter plug inserts. The housing shall be rated for NEMA 3R with the door internally gasketed to
provide the necessary seal. All corners shall be welded for stability and watertightness. Silicone
or other sealant shall not be used to seal joints.
The sign housing shall come equipped with slotted aluminum extrusions mounted horizontally
across the back of the sign. Each extrusion shall accept manufacturer supplied 1/2 inch stainless
steel mounting hardware with bolts that slide within the extrusion for complete adjustability in the
horizontal direction. This configuration shall allow the sign to be mounted to one round vertical
steel post member.
The angular alignment of the sign housing shall be adjustable in the vertical direction to optimize
the viewing angle for approach vehicles.
The ventilation system shall be natural convection or forced air. The system shall be designed
to adequately cool the LED pixels along with the front and rear of the display module and all
other internal components.
614.19 Equipment. The equipment shall be modular in design such that major portions may be
readily replaced in the field. Modules of unlike functions shall be mechanically keyed to prevent
insertion into the wrong socket or connector.
All modules and assemblies shall be clearly identified with name, model number, serial number,
and any other pertinent information required to facilitate equipment maintenance and
replacement.
All external connections shall be made by means of connectors. The connectors shall be keyed
to preclude improper hookups. All wires to and from the connectors shall be color -coded or
appropriately marked.
614.20 Electronics. All electronic components, except printed circuit boards, shall be
commercially available, easily accessible, replaceable and individually removable using
conventional electronics repair methods.
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All Printed Circuit Boards (PCBs) shall be completely conformal coated with a silicone resin
conformal coat. The exception for this coating shall be the pixels on the front of the PCB of the
LED motherboards and any components in sockets.
All discrete components, such as resistors, capacitors, diodes, transistors, and integrated
circuits shall be individually replaceable. Components shall be arranged such that they are easily
accessible for testing and replacement. A transformer shall be installed inside the casing if
required to step down 110V service to 12V for the LED lighting and radar detection. All circuit
designs shall utilize high quality electronic components and shall provide a meantime before
failure of at least four years.
The color of the pixels shall be amber and shall be 40 candelas at 20 mA. The brightness and
color of each pixel shall be uniform over the entire face of the sign within the 15 -degree cone of
vision from 1,100 feet to 200 feet in all lighting conditions. Each pixel shall contain two strings of
LEDs. The pixel strings shall be powered from a regulated DC power source and the LED current
shall be maintained at 25 ± 3 mA per string to maximize life of the pixel. The failure of an LED in
one string within a pixel shall not affect the operation of any other string or pixel. The LEDs shall
be constructed of aluminum, indium, gallium, or phosphide.
Pixel power drawn from the DC supplies shall not exceed 1.5 watts per pixel, including the driving
circuitry.
A photocell shall be installed on the sign. This device shall permit automatic light intensity
measurement of light conditions at the sign location. The photocell shall be mounted in a manner
to measure ambient light conditions.
Provisions shall be made to prevent perceivable brightening of the sign due to stray light from
headlights shining upon the photo sensors at night.
The power supplies shall be paralleled in a diode OR configuration such that one supply may
completely fail, and the sign will still be supplied with enough power to run 40 percent of all
pixels.
All cables shall be securely clamped or tied in the sign housing. Adhesive attachments shall not
be used.
The Contractor shall locate the electrical power, as directed, and connect the source to the
appropriate termination within the blank out sign. A manufacturer's representative shall be on
site for the final inspection for up to three hours and to establish manufacturer's approval of the
installation.
614.21 Communication. The controller software shall be capable of displaying the following
types of messages:
Static messages capable of displaying one of two fixed messages:
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(a) Flashing messages with the following ranges of adjustable timing:
1. Message time on from 0.5 to 60 seconds in 0.5 second increments.
2. Message time off from 0.5 to 60 seconds in 0.5 second increments.
(b) Alternating messages capable with the following ranges of adjustable timing:
1. Primary message time on from 0.5 to 60 seconds in 0.5 second increments.
2. Primary message time off from 0 to 60 seconds in 0.5 second increments.
3. Alternate message time on from 0.5 to 60 seconds in 0.5 second increments.
4. Alternate message time off from 0 to 60 seconds in 0.5 second increments.
It shall be possible to flash the design message in an alternating message at the
adjustable frequencies listed above for flashing messages. The flashing period shall
be a sub -multiple of the associated alternating on time. It shall also be possible to
flash the design message in a static message. The sign shall also be capable of
showing no messages (fully blank) until a radar trigger is registered by the system.
(c) Radar. The blank out sign shall be equipped with a directional radar unit for sensing and
determining the speeds of oncoming traffic only. The radar unit shall be capable of detecting
approach speeds from 5 to 100 mph. The radar shall detect average size vehicles from a
distance of approximately 2,000 feet. The radar shall be compatible with the remote
programming requirements. The radar shall operate in a Radar Trip Mode.
In the Radar Trip Mode, the blank out sign shall remain blank until a trigger is received and
then display one of two messages under control of the radar: one when the radar indicates
a vehicle is traveling above a configurable speed (or "trigger speed") and a second
message when the radar indicates no vehicle traveling over the trigger speed. Note that
each of these messages shall allow from one to two pages. To prevent flickering of the
message if a vehicle is near the trigger speed, a message dwell time shall keep the
message displayed for a configurable number of seconds after the vehicle has dropped
below the trigger speed. The dwell time shall default to two seconds.
The radar unit shall be mounted outside of the sign. The radar gun shall be mounted on an
adjustable bracket, allowing for minor adjustment of both azimuth and elevation.
(d) Warranty. The Contractor shall ensure that the manufacturer will guarantee the product
for a minimum of one year from the date of shipment. During the warranty period, the
supplier or manufacturer shall repair with new or refurbished materials, or replace at no
charge, any product containing a warranty defect. Product repaired or replaced under
warranty by the manufacturer or supplier shall be returned with transportation prepaid.
895
During the warranty period, technical support shall be available from the manufacturer via
telephone within 8 hours of the time a call is made by the Department, and this support
shall be available from factory -certified personnel or a factory -certified installer at no
additional charge to the Department.
(e) Maintenance and Support. The supplier shall maintain an adequate inventory of parts to
support maintenance and repair of the blank out signs. These parts shall be available for
delivery within 30 days of placement of an acceptable order at the supplier's then current
pricing and terms of sale for said parts.
The supplier shall maintain an ongoing program of technical support for the blank out signs.
This technical support shall be available via telephone, or via personnel sent to the
installation site upon placement of an acceptable order at the supplier's then current pricing
and terms of sale for on -site technical support services.
Installation or training support up to three hours shall be provided by a factory -authorized
representative. All product documentation shall be written in the English language.
Four complete sets of operation and maintenance manuals shall be provided. The manuals
shall include the following:
Complete and accurate schematic diagrams, including a wiring diagram.
1. Complete installation procedures.
2. Complete performance specifications (functional, electrical, mechanical and
environmental) on the unit.
3. Complete parts list including names of vendors for parts not identified by universal
part numbers such as JEDEC, RETMA or EIA.
4. Pictorial of component layout on circuit board.
5. Pin -out and pin -in of connectors.
6. Complete maintenance and troubleshooting procedures.
7. Complete stage -by -stage explanation of circuit theory and operation.
In -cabinet wiring diagram of the blank out sign shall be provided in each sign enclosure.
Construction Requirements
614.22. The Contractor shall install the blank out sign as shown on the plans.
The Contractor shall conduct all tests described, which include the following operational tests.
896
The following blank out sign functions shall be demonstrated for each of the signs installed on
the project before acceptance:
1. Turning on and off in daytime mode.
2. Turning on and off in nighttime mode.
3. Demonstration of the radar trip to change from the primary message to the secondary
message.
4. Demonstration of the dwell and flashing adjustments.
5. Demonstration of the dimming features for the sign.
Method of Measurement
614.23. The Blank Out Sign (LED) (Speed Radar) will be measured by the actual number that
are furnished, installed and accepted.
Basis of Payment
Payment will be made under:
Pay Item
Pay Unit
Blank Out Sign (LED) (Speed Radar)
Each
Payment will be made per the following:
The Engineer will authorize payment for 90 percent of the unit price bid upon completion of the
installation and submittal of all certifications.
The Engineer will authorize payment for the remaining 10 percent of the unit price bid upon the
successful completion of the testing and according to terms of the Contract.
Payment will be full compensation for all labor, materials, and equipment necessary to complete
the work, including the directional radar gun, sign controller, controller interface box, sign
housing, electronics, communications, and standard warranty.
Having a manufacturer's representative on -site will not be measured and paid for separately but
shall be included in the work. Testing, training and providing manuals will not be measured and
paid for separately but shall be included in the work.
897
Section 615 — Water Control Devices
Description
615.01. This work consists of the construction of water and erosion control devices per these
specifications, details shown on the plans and to the lines and grades established.
Materials
615.02. Slide headgates and automatic drain gates shall be of the sizes designated and shall be
approved by the Engineer.
Parshall measuring flumes including wings shall be made of galvanized sheet steel material.
Galvanize coating shall be "light commercial" minimum. Thickness of material and fabrication
method shall be as approved. Measuring flumes shall have reinforced edges and an inlet throat
of the dimensions designated on the plans.
Embankment protectors shall be made from material conforming to the applicable sections of
these specifications.
Construction Requirements
615.03. Construction methods shall conform to the requirements of Section 603.
Method of Measurement
615.04. Automatic drain gates, Parshall measuring flumes and embankment protectors will be
measured by the number of units of the various sizes installed. Slide headgates will be measured
by the number of units of the various sizes and frame heights installed.
Basis of Payment
615.05. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Inch Slide Headgate ( Foot Frame)
Each
Inch Automatic Drain Gate
Each
Inch x Inch Parshall Measuring Flume
Each
Embankment Protector (Type )
Each
Pipe, concrete, or other material used with any of the above items will be bid under the
appropriate Section.
898
Section 616 — Siphons
Description
616.01. This work consists of the construction of invert siphons per these specifications and in
conformity with the lines, grades and details shown on the plans or established.
Materials
616.02 Concrete Pipe. Concrete pipe shall conform to the requirements of subsection 706.02
except that pipe and gaskets shall be of a type that will insure a watertight structure. Joints shall
be self -centering. Gaskets shall meet the requirements of subsection 705.03.
616.03 Trash Guards. Steel shall conform to the requirements of subsection 712.06 and to the
details shown on the plans. Trash guards shall be given one shop coat of primer and two field
coats of aluminum paint in conformity with Section 509.
616.04 Drain Valves and Valve Boxes. Drain valves shall be gate type with flanged iron body,
brass trim and brass fittings. Size will be as designated on the plans.
Valve boxes shall be the adjustable cast iron type with a 5 1/2 inch minimum inside diameter.
Drain valves and valve boxes shall be approved before use.
616.05 Drainpipe. Pipe for the drain shall conform to Section 605. Concrete shall conform to
Section 601 and reinforcing steel to Section 602.
The pipe attached to the siphon and leading to the drain valve may be non -perforated corrugated
steel pipe conforming to AASHTO M36 or of standard galvanized pipe conforming to the
requirements of ASTM A53 (Schedule 40). This pipe, when attached to steel siphon pipe, shall
be bituminous dipped along with the siphon pipe. Flanges for attaching the drain valve may be
galvanized or asphalt dipped.
Any damaged spelter shall be repaired per subsection 707.09 both inside and outside the pipe.
Construction Requirements
616.06. Siphon pipe including drains shall be installed per the requirements of Section 603.
Siphons shall show no leakage when filled with water and allowed to stand full for 24 hours. This
test shall be performed before backfilling.
Method of Measurement
616.07. Siphon pipe, of the designated type, will not be measured but will be the net length of
pipe called for on the plans, except when field changes are ordered or when there are errors on
the plans. In case of exceptions, the quantity to be measured shall be the actual net length of
conduit measured along the bottom centerline of the installed pipe.
899
Trash guards, drain valves and valve boxes will be measured by the number installed and
accepted
Drainpipe will be measured and paid for per Section 605.
Concrete will be measured and paid for per Section 601.
Reinforcing steel will be measured and paid for per Section 602.
Structure excavation and structure backfill will be measured and paid for per Section 206.
Drain valves shall include the pipe for connecting the valve to the siphon, together with all
necessary fittings and gaskets used therewith.
Basis of Payment
616.08. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Inch Concrete Siphon Pipe
Linear Foot
Inch Trash Guard
Each
Inch Valve and Valve Box
Each
900
Section 617 — Reserved
901
Section 618 — Prestressed Concrete
Description
618.01. This work consists of fabricating, furnishing, and installing prestressed concrete
members per the requirements of the Contract.
This work includes the furnishing and installation of all appurtenant items necessary for the
particular prestressing systems to be used, including but not limited to ducts, anchorage
assemblies, and grout used for pressure grouting ducts.
For cast -in -place prestressed concrete the term "member" as used shall be considered to mean
the concrete that is to be prestressed.
The term "tendon" as used shall be considered to mean the prestressing steel within a duct.
Both temporary and permanent post -tensioning shall comply with the requirements of this
section.
The term temporary post -tensioning refers to the post -tensioning required to control stresses
during handling and erection of precast elements.
Materials
618.02. Materials shall conform to the following:
Anchorage devices shall meet the requirements of subsection 714.02. Prestressing steel shall
meet the requirements of subsection 714.01.
Elastomeric bearing pads shall meet the requirements of subsection 512.
All reinforcing and embedment item supports, bolsters, chairs, and spacers shall be Weld County
approved. These items shall be plastic, rubber, or epoxy coated at all areas that will contact
external concrete surfaces, unless otherwise shown on the plans.
(a) Prepackaged Grout for Post -tensioned Ducts.
1. Water. The water used in the grout shall conform to subsection 712.01.
2. Grout. The grout shall meet the requirements of subsection 618.09(b).
(b) Steel and Metal for Prestress Members. All steel and metal products incorporated into the
work shall meet the requirements of Section 106. The Contractor/Fabricator shall keep
Certified Mill Test Reports (CMTRs) on file for all steel and metal products used and shall
furnish copies of CMTRs when requested.
902
Galvanizing and metallizing of steel products shall be done per the product applicable
ASTM method. The product shall be galvanized after welding and fabrication is complete.
Minor repair of galvanizing shall be brush coated with an approved zinc -rich compound that
is acceptable to the QA Representative.
Materials and fabrication procedures shall conform to ASTM or ANSI / AWS requirements.
The materials and work shall conform to the following requirements and specifications,
unless otherwise indicated in the Contract.
1. Reinforcing Bars. All reinforcing bar material shall be Grade 60 minimum and shall
conform to ASTM A615, or ASTM A706; epoxy coated bars shall also meet ASTM
D3963. Reinforcing bars that require welding shall conform to ASTM A706. Welding
of A706 bars shall be done per ANSI /AWS D.1.4.
2. Welded Wire Reinforcement. Steel welded wire reinforcement for concrete
reinforcement shall conform to ASTM A497.
3. Plate Steel. All plate steel shall conform to ASTM A709 Grade 36 specifications.
Fabrication and welding of plate steel products shall be done according to ANSI / AWS
D.1.1.
4. Steel and metal products shall be free of loose rust and foreign substances before
incorporation into the cast product.
The presence of rust on strand shall not necessarily be cause for rejection. Light rust and
rust that does not result in visible pitting of the prestressing steel with the unaided eye shall
be acceptable. Before evaluation rust shall be removed from representative lengths of
prestressing strand by heavy duty scouring pads or wire brush. After rust removal, visual
comparisons shall be made to picture sets in the article Evaluation of Degree of Rusting on
Prestressed Concrete Strand published in the 1992 May -June edition of the PCI Journal.
Surface conditions comparable to picture sets 1 through 3 shall be acceptable, while
conditions comparable to picture sets 4 and greater shall be cause for rejection of the
prestressing strand.
(c) Concrete for Pretensioned and Combination Tensioned Products. Materials for Concrete
class PS shall meet the requirements specified in the following subsections:
Hydraulic Cement
Fly Ash
Fine Aggregate
Coarse Aggregate
Curing Materials
Air -Entraining Admixtures
Chemical Admixtures
Water
701.01
701.02
703.01
703.02
711.01
711.02
711.03
712.01
903
(d) Concrete and Steel for Other Members. Concrete for other members shall conform to the
requirements of Section 601 and the plans. Reinforcing steel for other members shall
conform to the requirements of Section 602.
Construction Requirements
618.03 Prestressed Members. Members may be pretensioned, post -tensioned, or a
combination of pretensioned and post- tensioned. Members shall be fabricated and finished as
shown in the Contract.
Minimum cover for prestressing steel shall be 1 1/2 inches, unless otherwise shown in the
Contract. Minimum clearance for reinforcing steel shall be 1 inch unless otherwise shown in the
Contract.
If the plans show only pre -tensioning details, use of a post -tensioning system will be allowed
only if complete details of all necessary modifications are approved by the Engineer of Record.
Cast -in -place members shall be post -tensioned unless otherwise shown on the plans. All
falsework for cast -in -place members shall remain in place until all post -tensioning and grouting
has been completed and accepted by the Engineer.
618.04 Shop Drawings.
(a) General. The Contractor shall furnish shop drawings in conformity with subsection 105.02
for all prestressed components. When the Contractor's Engineer completes or revises
design details or engineering drawings, then those engineering drawings and details that
are submitted to the Engineer shall contain the electronic seal of a Professional Engineer
registered in the State of Colorado. The Department review of the shop drawings does not
relieve the Contractor of the responsibility for the adequacy of the prestressed members.
Minor changes to design details or engineering drawings that do not represent a significant
change to the original design will not require a Professional Engineer seal. The Contractor
shall submit supporting calculations for these changes along with the shop drawings.
(b) Pretensioned Members. The shop drawings shall include the following:
1. Superstructure Framing Plan.
2. All unit dimensions.
3. Location and arrangement of prestressing strands.
4. Initial and final jacking forces.
5. Location, description, and detail of structural reinforcing items, excluding minor items
used for field erection.
904
6. Location of all hold-down devices.
7. Location and description of all plates.
8. Provisions for diaphragm connections.
9. Blockout and keyway dimensions, if any.
10. Location and detail of debonded strands.
11. Strand de -tensioning sequence.
(c) Post -tensioned Members. The shop drawings for post -tensioned members shall show the
following:
1. Strand and bar properties, including material type, modulus of elasticity, ultimate
strength, diameter, and cross-sectional area assumed in the design.
2. Duct properties, including material type, and minimum inside and maximum outside
diameters, and friction coefficients of the duct -strand system if different from shown
on the plans.
3. The position and profile of the ducts and tendons along the length of the member.
Each duct position shall be defined at tenth points along the length of the member.
The minimum clearance from the edge of concrete to the edge of a duct shall be
shown.
4. Location of closure pours and associated duct splices and details of duct splice,
including the details and specifications of the shrink sleeve material.
5. The maximum offset between the center of the duct and the center of force in the duct
for each unique strand and bar and duct combination. The resultant force of all
permanent tendons in the member shall match the profile indicated on the plans.
6. The initial and final force at each anchorage. The initial force is defined as the largest
force at each anchorage before anchor set and after friction losses. The final force is
defined as the residual force remaining after anchor set and long- term losses.
7. Complete dimensions and properties necessary to fabricate and install each unique
anchorage device, including the type of materials, yield strengths, distribution plates,
wedges, trumpets, anchorage blocks, and other appurtenant items. Adjacent
reinforcement shall be detailed showing how it will coordinate with the anchorage
device and its reinforcement.
8. The dimensions and properties necessary to fabricate and install the bursting,
splitting, and other reinforcement required by the prestressing system, as shown on
905
the plans or as proposed by the Contractor. Included shall be cross-sectional areas,
yield strength, the location of the reinforcement, and the diameter and pitch of the
spirals. If no additional bursting steel is required, it shall be so stated on the shop
drawings.
9. The minimum length of strand or bar projection at the live ends and accessible dead
ends.
10. The preload force for each unique tendon. The preload force is defined as 20 percent
of the jacking force.
11. The required total jacking force for each unique tendon.
12. The total final elongation, after dead and live end anchor sets, and the measurable
elongation for each tendon. The measurable elongation is defined as the total
elongation at the live end after preload while the stressing equipment is tensioning the
tendon to the total jacking force. The tendon length used for calculations shall include
the full length of strand that is being stressed.
13. The sequence of stressing, including temporary and permanent post -tensioning.
14. Blockout or buildout concrete dimensions and reinforcement details.
15. If the Contractor elects to submit an alternative system, as defined in subsection
618.07(c)2, the Contractor shall also provide the following, as appropriate.
16. If the anchorage device will differ from what is shown on the plans, the Contractor
shall submit calculations or manufacturer test certification consistent with the Contract.
The calculations shall show the complete design of the anchorage device, including
splitting steel, bursting reinforcement, the distribution plate, and the bearing stresses
transmitted to the concrete by the anchorage device. The manufacturer's test
certification shall certify the adequacy of the anchorage device. The shop drawings
shall reflect the anchorage device design.
17. If the flare of the tendons is different from what is shown on the plans, the Contractor
shall submit design and details of appropriate reinforcement and concrete dimensions
to accommodate the flare.
18. Along with the shop drawing details, six copies of computations for friction losses,
calculated measurable elongations, the maximum offset between the center of force
and center of duct for each unique tendon, and the stressing sequence shall be
submitted for review. The friction losses shall be determined per the plans and as
provided for in the current "AASHTO LRFD Bridge Design Specifications."
(d) For Combination Tensioned Members refer to subsections 618.04(b) and (c).
906
618.05 Notification of Fabrication for Pretensioned and Combination Tensioned
Members.
(a) Start of Work. Before beginning the work, the Contractor shall provide notice to the
Engineer and the Quality Assurance (QA) Representative, as defined in subsection
618.06(a), so that QA services may be provided. The notice shall be at least seven days
before fabrication begins.
(b) The anticipated production schedule, including the start of work, phase work and shipment
dates shall be submitted to the QA Representative before work begins. Fabrication shall
not be started until the shop drawings have been returned with the Engineer's review
stamp, indicating Reviewed, no exception taken; or Reviewed, revise as noted per
subsection 105.02, and delivered to the Contractor's site of fabrication.
(c) Production Schedule Changes. Accelerated changes to the proposed production schedule,
including start of work, phase work, and shipment dates, shall require advance notification
be provided to the Engineer and the QA Representative. The Notice of change shall be
received at least 48 hours before fabrication begins, unless otherwise approved in writing
by the Engineer or the QA Representative.
(d) Notice of Shipment. The QA Representative shall be notified at least 72 hours before
shipment of prestressed members to the job site.
(e) Notification. Failure to notify the Engineer or the designated QA Representative as
described in this section may be cause for rejection.
618.06 Inspection of Pretensioned, Post -tensioned and Combination Tensioned
Members.
(a) Process Control and Quality Assurance. Process Control (PC) of prestressed concrete
fabrication is the responsibility of the Contractor. The fabrication plant shall possess and
maintain a current Precast/Prestressed Concrete Institute (PCI) certification for
Prestressed Concrete. The Contractor shall designate a PC Manager who shall be
responsible for product quality requirements as defined in the specifications and the
Contractor's approved PC plan (PCP). The PC Manager shall possess and maintain
certification at Level II minimum, from the Prestressed Concrete Institute (PCI), and shall
have one-year minimum of construction related experience. The PC Manager shall not be
supervised by the Contractor's production section. If grouting for post -tensioning ducts of
combination -tensioned members is done by the precast girder fabricator, the PC Manager
shall possess and maintain an American Segmental Bridge Institute (ASBI) Certified
Grouting Technician Certificate. If prestressing, duct and anchorage installation, duct and
anchorage inspection, stressing of tendons, air testing of ducts, or grouting of ducts of
bonded tendons of the post -tensioning system is done by the precast girder fabricator the
PC Manager shall possess a PTI Level I — Bonded Tendon Training Certificate. The PC
manager shall perform the inspection or directly supervise all phases.
907
Quality Assurance inspection shall be performed on all pretensioned, post -tensioned, and
combination tensioned members. The QA Representative acts for and on behalf of the
Engineer on all matters within the scope of the contract documents, as delegated by the
Engineer. QA administration will be performed to the extent necessary to assure contract
compliance. Fabrication inspection QA personnel shall have training, certification and work
experience as described in Section 3.0 of the CDOT Staff Bridge Fabrication Inspection
Manual.
Repeated out of tolerance work, including dimensional non-conformance, shall be
considered as recurring deficiencies. Recurring deficiencies shall be considered as
evidence that required PC is not being provided. When the QA Representative determines
that fabrication operations are producing recurring defects that do not conform to the
Contract and PCP requirements, the Contractor will be notified in writing that the present
work is unacceptable. Work shall not continue until the PC Manager has submitted a written
proposal addressing corrective procedures that the Contractor will take to prevent
recurrence of the non -conforming work. Fabrication shall not resume until the proposal has
been reviewed and accepted in writing by the QA Representative.
(b) Process Control Plan (PCP). The Contractor shall submit a written PCP to the QA
Representative before the beginning of fabrication. The PCP shall be reviewed and
approved in writing by the Contractor's PC Manager. The PCP shall list all methods utilized
by the Contractor to ensure that the work conforms to contract requirements. The PC
section is responsible for establishing the PCP, as well as conformance to the PCP.
Fabrication shall not begin until the PCP has been reviewed and accepted in writing by the
QA Representative.
If work methods for a specific project or product are not listed in the original PCP, the
Contractor shall submit written addenda addressing the proposed methods that are
necessary to meet contract requirements. Fabrication shall not begin until the addenda
have been reviewed and accepted in writing by the QA Representative.
The PCP shall address the following:
1. Names and qualifications of the PC Manager and personnel conducting inspection and
testing. This list shall be updated when changes in personnel occur.
2. List of material suppliers, post -tensioning system supplier, post -tensioning grout
supplier, and certified testing agencies used; the list shall be updated when vendors
change.
3. Materials sampling and testing schedule showing testing methods and frequencies.
4. PC inspection methods and procedures for all stages of fabrication operations.
5. Methods for curing products and test specimens.
908
6. Method and sequence for tensioning strands, including methods used for verifying
equal distribution of jacking forces.
7. Method and sequence of de -tensioning strands and procedure.
8. Post -tensioning system. Duct and anchorage inspection schedule, duct splices at
closure pour inspection schedule, and onsite duct air pressure testing schedule,
including names of the responsible representatives who will conduct inspections and
testing. The responsible representatives shall possess an "American Segmental Bridge
Institute (ASBI) Certified Grouting Technician" certificate and a PTI Level 1 — Bonded
Tendon Training certificate.
9. Written report format for materials sampling, testing, and inspection for all phases of
the work.
10. Copies of all concrete mix designs to be used, including mix design computations and
test data.
11. Provisions for fabrication operations during cold, windy, or hot weather conditions.
12. Procedures for patching small production holes and holes left by strand hold-down
devices.
13. Procedures for identifying, evaluating and reporting defects, including dimensional
non-conformance, discovered during PC/QA inspections and testing.
14. Procedures for notifying the QA Representative of structural defects, and submittal of
written proposal for repairs.
15. Provisions for contingency operation when concrete delivery is interrupted due to
malfunction of equipment during fabrication.
(c) Frequency. PC inspection and testing at all intervals of duct and anchorage placement,
duct splices at closure pours, onsite duct air pressure tests, forming, tensioning, steel and
concrete placement, curing, and storage operations shall be performed per the accepted
PCP. The PCP shall contain provisions for increased frequencies of inspection and testing
when operations or products do not conform to the Contract.
(d) Written Records and Reports. The PC Manager shall review and submit the following
completed records and reports to the QA Representative before the product receives
acceptance by the PC section:
1. Prestressing Steel - Tensioning reports for each setup, showing the jacking force
calculations; initial and final jacking force used; calculated and final net measured
elongation; applicable stressing corrections for seating, slippage, shortening, rotation
909
movement, and temperature; Certified Mill Test Reports for prestressing steel used;
jack identification number and calibration date; and date and time of stressing.
2. Concrete - A daily report of each mix design used, showing the fresh concrete slump,
temperature, unit weight, and air content (if specified). The daily report shall also
include the following data:
A. Date and time of casting.
B. Bed and setup location.
C. Ambient conditions.
D. Total cubic yards placed.
E. Girder mark and unique sub -mark identifications.
F. Actual product curing temperature charts or graphs.
G. Average release strength in psi.
H. Date and time of release strength.
I. Copies of individual batch tickets when requested by the QA Representative.
3. Pre -pour Inspection Records shall include the items to be checked as listed in the
PCP.
4. Post -pour Inspection Records shall include the items to be checked as listed in the
PCP. These records shall include all discovered variances from product dimensional
tolerances.
5. Report of minor repairs made to each individual product.
6. Product camber and length measurements shall be submitted to the QA
Representative a minimum of seven calendar days before shipping.
7. Steel and Metal. For reinforcing bars, welded wire reinforcement, plate steel, and
miscellaneous steel and metal products incorporated into the work, the PC Manager
shall review and maintain all certified mill test reports (CMTRs). The PC Manager shall
certify in writing that all steel and metal products comply with the Contract. When
requested, PC Manager shall furnish copies of CMTRs to the QA Representative.
8. Post -tensioning Ducts. The responsible representative meeting the requirements of
subsection 618.06(b)(8) shall submit to the QA Representative a letter certifying that
the ducts, duct splices, and anchorages are installed according to the Contract and
910
that they have been inspected by the responsible representative of the post -
tensioning system supplier and adequately held an air pressure after stressing and
before grouting.
After stressing and before grouting, the Contractor shall install all grout caps, inlets,
and outlets and test the duct with compressed air to determine if duct connections
require repair. In the presence of the QA Representative, the Contractor shall
pressurize the duct to 30 psi and lock -off the outside air source. Pressure loss shall
be recorded for one minute. A pressure loss of 15 psi is acceptable for ducts having
a length equal to or less than 150 feet and a pressure loss of 9 psi is acceptable for
ducts longer than 150 feet. If the pressure loss exceeds the allowable, the Contractor
shall repair leaking locations using methods approved by the Engineer and retest
pressure loss.
618.07 Fabrication.
(a) Pre -tensioning - General. Prestressing shall be done with calibrated jacking equipment that
conforms to the requirements of subsection 618.10. Strands shall be tensioned per the
approved sequence as indicated in the PCP. All indicating dials shall be at least 6 inches
in diameter; calibrated digital display equipment is also acceptable.
The stressing sheet shall show the measurements, factors and computations for tension
and elongation, including all stressing corrections; if these factors are not shown on the
stressing sheet, they must be submitted with the shop drawing and calculation index. The
applicable stressing corrections shall be applied at the time of final stressing. Before using
any stressing correction for friction, the need for corrections shall be proven by load cell or
dynamometer checks at both ends of the setup. Temporary overstressing shall not exceed
80 percent of the minimum ultimate tensile strength of the prestressing steel. Tensioned
strands shall not be seated during temporary overstressing.
Tensioned strands shall maintain vertical and horizontal position, within allowable
tolerances, as specified in subsection 618.14(b), throughout the entire length of the
member; intermediate strand supports shall be used if the tolerances cannot be maintained.
Tensioned strands shall not be entangled or intertwined with other strands, except for
draped strands in the bundled area between hold down devices.
A PC employee shall witness and verify final tensioning operations and record the jacking
forces and the net measured elongations. Jacking force shall be recorded to the nearest
100 -pound increment used. Net elongation shall be measured to the nearest 1/8 inch.
Tensioning operations shall also meet the following requirements:
1. Initial tensioning shall not exceed 20 percent of the jacking force.
2. Tension load readings shall be taken from pressure gages, dynamometers or load
cells. If pressure gages or dynamometers are used, the applied load shall register
between 20 and 80 percent of the total reading capacity of the system. If load cells
911
are used, the applied load shall register between 10 and 90 percent of the total load
cell capacity. If a master gage system is used, a current certified calibrated graph or
table correlating actual loads with the master gage readings shall be given to the QA
Representative.
3. The jacking force applied shall be within plus or minus 5 percent of the design jacking
force. The net measured elongation shall be within plus or minus 5 percent of the
calculated elongation; if net measured elongation is not within tolerance, the strand
shall be stressed from both ends. The algebraic comparison of the variation between
the jacking force and the net measured elongation shall agree within plus or minus 7
percent. If these three tolerances are not achieved, tensioning operations shall cease;
all stressing deficiencies shall be corrected before regular tensioning operations
resume.
4. If any wire or wires in a 7 -wire strand breaks, whether or not that strand shall be
removed and replaced shall be determined based on whether forces are within
tolerances as specified in subsection 618.07(a)(3) and by referring to PCI MNL 116
5.2.6.
5. Strand or spliced strand that exhibits unraveling after stressing shall be removed and
replaced with a sound strand. Strand splices shall not fall within the member to be
cast.
6. Strands that have received final tensioning shall be protected from temperature
fluctuations greater than 40 °F until the time of concrete placement. The Contractor
may apply stress corrections at the rate of 1 percent per 11 °F, for temperature
variation between final tensioning and concrete placement. This requirement does not
apply to self -stressing bed setups. The total stressing force applied shall not exceed
80 percent of the minimum ultimate tensile strength of the prestressing steel.
7. Tensioned prestressing steel shall be free from dirt, mud, ice, snow build-up, oil,
grease, paint, loose rust, and all other bond -inhibiting substances before concrete
placement. Visibly pitted strand shall not be used.
8. Draped Strand - Final stressing shall be accomplished by any of the methods
described below:
A. Jacking in Draped Position. Final stressing shall begin at one end of the bed.
Strands that do not meet the tension vs. elongation tolerances shall be jacked
from the other end so that all tolerances are achieved. If all draped strands
conform to tolerances after jacking at one end, the jacking force shall be verified
on at least two strands at the opposite end.
B. Partial Stressing and Subsequent Strain. Initial and partial stress may be induced
from either end of the bed. Final stress shall be attained by lifting or depressing
the strands to the design location. Final stress and strain shall be applied in such
912
a manner that uniform distribution of jacking force is attained throughout the bed
setup and all tension vs. elongation tolerances have been achieved. The
distribution of force shall be verified on at least two strands at the opposite end.
C. Stage Tensioning. Initial tensioning shall be done from one end. Partial
tensioning may then be performed from either end. When final stressing is
completed, the sum of the partial elongations shall be used to verify that all
tension vs. elongation tolerances have been achieved. This method may also be
used for tensioning of straight strands.
9. Hold-down devices shall be placed within +/- 20 -inch horizontal tolerance from the
locations shown on the plans. If minimum or maximum placement locations are shown
on the plans, the placement tolerances shall not encroach beyond those locations.
The hold-down device shall not encumber or displace adjacent straight strands out of
tolerance; and shall not produce nicking of any drape or bundled strands. The device
shall secure the draped or bundled strands in the positions shown on the shop
drawings within all tolerances required by subsection 618.14(b).
(b) Combination Tensioned Members. Pre -tensioning of combination members shall be
performed per subsection 618.07(a). All post -tensioning operations shall conform to
subsection 618.07(c).
(c) Post -tensioning Method.
1. Bonded Post -tensioning and Grouting Systems Review. Upon review of the shop
drawings, the Engineer will schedule a meeting with the Contractor to review the post -
tensioning and grouting procedures to be used on the project. The following
individuals shall attend this meeting:
A. The Engineer and QA Representative.
B. The Contractor's Superintendent.
C. The post -tensioning system supplier. This individual shall have the following
qualifications:
(1) Be a Professional Engineer registered in the State of Colorado
(2) Be knowledgeable in the analysis of post -tensioned structures, the design
required for shop drawing development, field calculations for revising
tendon elongations from the assumed parameters to the actual strand area
and modulus used on the project as determined by tests conducted on the
strand by the Department and stressing of tendons.
913
(3)
Be a holder of a current Certified Grout Technician Certificate from the
American Segmental Bridge Institute (ASBI).
(4) Be able to be present during all tendon stressing and grouting to keep
written records of these operations for submittal to the Engineer for review.
D. A grout manufacturer's field representative who is a full-time employee of the
grout manufacturer. This representative shall provide technical product
assistance to the grouting crew and shall be present during start-up of grouting
operations. This representative shall be able to be present at the request of the
Engineer should problems with the grout occur.
E. The Contractor's designee who will be in direct charge of the post -tensioning and
grouting crews. This individual shall have the following qualifications:
(1) Be skilled in the use of the post -tensioning and grouting equipment.
(2) Have at least three years' experience on previous projects supervising the
post -tensioning and grouting of structures of similar type and magnitude.
(3) Be present on the project during the installation of the post -tensioning
system, stressing operations, and grouting operations.
(4) Be a holder of a current Certified Grouting Technician Certificate from the
American Segmental Bridge Institute (ASBI).
F. Contractor's PC Manager.
G. Other individuals as deemed necessary by the Contractor or Engineer.
H. Ten days before the Post -Tensioning and Grouting System Review Meeting, the
Contractor shall submit a written plan for grouting the ducts. Grouting shall not
begin until the Engineer has provided written approval of the grouting plan. The
grouting plan shall provide at least the following information:
(1) The name, training, and experience record of the person supervising the
grouting operations.
(2) Other individuals as deemed necessary by the Contractor or Engineer.
(3) Name of the grout material and the required certifications and test results.
(4) Manufacturer and type of grout mixer and pump to be used, including
provisions for back-up equipment and spare parts.
(5) Grouting procedure and the role of each person on the crew.
914
(6) Theoretical grout volume calculations.
(7) Method for closing all duct orifices as grouting progresses.
(8) Air testing of ducts.
(9) Grout mixing and pumping procedures.
(10) Location of grout inlet and direction of pumping.
(11) Procedures for handling blockages, procedures and equipment required for
flushing ducts of grout if necessary, and how and when it will be decided
whether or not to flush ducts.
(12) Methods to inspect behind anchorages, grout inlets and outlets, and vents
for voids.
(13) List of production testing along with acceptable values according to Table
618-1.
(14) Acceptable specific gravities for mud balance test provided by the grout
manufacturer.
(15) Procedures for post grouting repair of all grout voids detected.
(16) Procedure for installing corrosion inhibitor inside tendons if necessary.
2. Alternative Post -tensioning Systems. The Contractor may choose to supply the design
and details of the prestressing system shown on the plans or submit an alternative for
approval. The following alternatives may be presented to the Engineer for his review
and approval:
A. The shop drawings shall show the alternative anchorage systems, including all
associated reinforcing steel required for the system. A Professional Engineer
registered in the State of Colorado shall electronically seal the shop drawings.
B. Alternative number or sizes of ducts. The duct pattern must conform to an
acceptable pattern as indicated on the plans.
C. Alternative jacking ends.
D. Alternative number of strands provided the minimum area of steel, and the center
of force matches that indicated on the plans.
E. Alternative duct type, friction coefficients, or anchor set.
915
The stressing sequence, details, or procedures shall not differ from what is called for
on the plans, such that it would cause a change in the jacking force times initial stress
ratios at the critical points identified on the plans, beyond an acceptable tolerance of
0 to +5 percent.
A. If the Contractor elects to submit alternative details, the alternative details shall
conform to the following:
B. The final center of force shall match that as indicated on the plans.
C. If the plans call for a tendon to be composed of a certain number of strands, the
Contractor's alternative shall have that same tendon composed of the same
number of strands.
D. If the plans call for a tendon to be composed of bars, the Contractor's alternative
shall have that same tendon composed of bars.
E. If the plans call for ducts and tendons internal to the member, the Contractor's
alternative shall also have internal ducts. Similarly, if the plans call for ducts and
tendons external to the member, then the Contractor's alternative shall also have
external ducts.
F. The alternative shall include details or calculations supporting the adequacy of
the Contractor's alternative as specified in the shop drawing and calculation
requirements of this specification.
G. Bridge cross-sectional geometries, dimensions, and clearances shall match
those indicated on the plans, with the exception of girder flares near anchorages.
3. Duct Fabrication and Placement. Duct enclosures for prestressing steel shall be either
rigid, corrugated plastic or galvanized, corrugated, rigid ferrous metal.
Metal ducts shall be fabricated with either welded or interlocked seams. Galvanizing
of the welded seams for metal ducts will not be required.
The ducts shall be mortar tight and accurately placed within 1/4 inch of the positions
shown on the approved shop drawings. Ducts shall be securely fastened to maintain
their correct alignment during placing of concrete. Joints between sections of duct
shall be positive rigid connections, which do not result in angle changes at the joints.
Waterproof tape shall be used at the connections. Ducts shall be bent without crimping
or flattening. Transition couplings connecting ducts to anchoring devices need not be
galvanized. Ducts shall be free of kinks. All changes of direction shall have a radius
of 20 feet, unless otherwise shown on the plans. Shrink sleeves at duct splices at
closure pours shall be used.
916
The duct area shall be at least twice the net area of the prestressing steel for tendons
composed of multiple wires, bars, or strands.
The duct diameter shall be at least 1/4 inch larger than the nominal diameter of the
wire, bar, or strand for tendons made up of a single wire, bar, or strand.
All ducts shall have grout openings at each end. Grout vents shall be provided at all
high points and low points of draped tendons. In addition, at draped tendon high
points, two additional high point gout vents shall be located three feet beyond all high
points in both directions.
Grout openings and vents shall be securely fastened to the ducts and forms or
reinforcing steel to prevent displacement while placing concrete. The vents shall be
mortar tight, taped as necessary and shall provide means for injection of grout. Ends
of grout vents shall be removed to 1 inch inside the face of concrete surface after the
grouting has been completed and the holes filled with an approved epoxy or nonshrink
grout and finished smooth.
Before installation of the prestressing steel, the Contractor shall show that the ducts
are free from debris and water. For ducts that are internal to the member, the
Contractor shall show that the ducts are free from any blockage or damage from the
concrete placing operations. The Contractor shall do this immediately after the
concrete encasing the duct has achieved initial set. The precast fabricator shall be
responsible for the condition of the ducts during fabrication if the member is precast.
The precast fabricator shall demonstrate to the QA Representative that the ducts are
free and clear of any obstructions or damage and are able to accept the intended post -
tensioning tendons by passing a torpedo through the ducts. A torpedo that has the
same cross-sectional shape as the duct and that is 1/8 inch smaller all around than
the clear, nominal inside dimension of the duct shall be used. No deductions shall be
made to the torpedo section dimensions allowed in the manufacture or fixing of the
ducts. For curved ducts, the length shall be determined so that when both ends of the
torpedo touch the outermost wall of the duct, the torpedo is 1/8 inch clear of the
innermost wall. Acceptance shall be based on the torpedo passing through the duct
easily. Nonconformance is when the torpedo does not pass through the ducts easily
and shall be addressed per 618.13.
Once installed, the ducts (including the ends of the ducts at the anchorages, grout
ports, and duct vents) shall be sealed immediately to prevent the entry of water or
other debris until the tendons are grouted.
The use of water soluble oil in the ducts and flushing the ducts with water will not be
allowed.
4. Post -tensioning Equipment and Procedure.
917
A. Installing Tendons. Excess water in ducts shall be removed by blowing oil -free
compressed air through the ducts.
Post -tensioning strands used to make up the tendon shall be pushed or pulled
through the ducts using methods that will not snag the strands on any lips or
joints in the ducts.
The ends of strands that are pushed through the duct shall be rounded off or
fitted with a smooth protective cap. Strand that is pushed shall not be intentionally
rotated by any mechanical device during the installation of the post -tensioning
into the duct.
The ends of strands that are pulled through the duct shall be assembled to form
the tendon and pulled using a special steel wire sock ("Chinese finger") or other
device attached to the end. The ends of the strands may be electric arc welded
together for this purpose as long as at least 1 to 5 feet of the strands from the
welded end, depending on size of tendon, is removed after installation. The ends
of strands of the pre -assembled tendon shall be rounded to facilitate smooth
passage through the duct.
Strands shall be cut using an abrasive saw or equal. Flame cutting or plasma
cutting of strands is allowed only with permission from the Engineer.
The responsible representative identified in item (8) under subsection 618.06(b)
shall be present at all times during stressing of bonded post -tensioned members.
B. Tensioning. Tensioning shall be done with approved jacking equipment.
Hydraulic jacks shall be equipped with accurate pressure gauges at least 6
inches in diameter. The combination of jack and gauge shall have been
calibrated within the last 12 months, per subsection 618.10(a). A certified
calibration chart, graph, or table showing this calibration of the jack and gauge
combination shall be furnished to the Engineer. The range of calibrations shall
encompass the range of required forces indicated on the shop plans. The jacking
equipment shall be capable of simultaneously stressing all wires, strands, or bars
for each individual tendon.
Tendons shall be stressed per the sequence as indicated on the approved shop
drawings. If the Contractor chooses to deviate from the sequence, the Contractor
shall resubmit the shop drawings for approval. The sequence shall not cause
stresses in excess of the maximum allowable stresses shown on the plans.
Tendons shall be preloaded to 20 percent of their total jacking force, before
measuring elongations.
Measured elongations shall be within plus or minus 7 percent of the calculated
values, unless otherwise approved by the Engineer.
918
A broken or damaged strand is cause for rejection of the tendon. If a strand is
rejected, the remaining strands in the tendon will be evaluated by the Engineer
for reuse.
Where dead end anchorages and tendons are accessible, the anchorage system
and length of projecting prestressing steel shall permit jacking with the same
jacking equipment that was used on the live end.
Tendon projections at the live end and accessible dead ends shall not be cut off
until all post -tensioning is completed and accepted.
The representative of the post -tensioning system supplier shall keep a record of
the following items for each tendon installed and provide a copy to the Engineer
the day stressing is completed:
(1) Project name and number.
(2) Contractor and subcontractor.
(3) Tendon location, strand diameter, and number of strands.
(4) Date strand was first installed in the ducts.
(5) Heat number of the strands.
(6) Assumed and actual strand cross-sectional area and modulus of elasticity.
(7) Date stressed.
(8) Date of calibration of the jack and pressure gauge combination with their
identification numbers.
(9) Required initial and final jacking force and the gauge pressure.
(10) Anticipated and actual elongations and anchor set.
(11) All deviations from the plans, specifications, and approved shop drawings
shall be brought to the attention of the Engineer for immediate resolution.
618.08 Post -Tensioning Anchorages and Distribution. Prestressing steel shall be secured at
the ends by means of approved permanent type anchoring devices.
Anchorages and couplers shall develop at least 95 percent of the minimum specified ultimate
strength of the prestressing steel. The coupling of tendons shall not reduce the elongation at
rupture below the requirements of the tendon itself. Couplers and coupler components shall be
919
enclosed in housings long enough to permit necessary movements. Couplers for tendons shall
be used only at locations specifically indicated or approved by the Engineer.
Couplers shall not be used at points of sharp tendon curvature.
Permanent anchorage grout caps are required and shall be installed before grouting begins.
Anchorage devices shall have a minimum clear concrete or grout coverage of 2 inches in every
direction. Alternative corrosion protection methods for anchorages shall be shown on the shop
drawings submitted by the Contractor.
The prestressing force shall be effectively distributed to the concrete by means of an approved
anchoring device. Such devices shall conform to the following requirements:
(1) The average concrete bearing stresses on the concrete -created anchorage distribution
plates shall not exceed the values allowed by the following equations:
During jacking:
fcp = 0.8 * rbi * (Sgrt (((A'b / Ab ) — 2)) ≤ 1.25f bi
After jacking:
fbp = 0.6 * Fbi * (Sgrt (((A b / Ab ) — 2)) ≤ 1.25f b
Where:
fop = permissible compressive concrete stress
Pc, = compressive strength of concrete at time of jacking
f'c = compressive strength of concrete
A b= maximum area of the portion of the concrete anchorage surface that is geometrically
similar to and concentric with the area of the anchorage
Ab = bearing of the anchorage
If bursting steel is not used, the peak bearing pressure on the concrete at the time of jacking
from the distribution plate shall not exceed 0.90f'ci. If the distribution plate or anchorage
device is within 4 inches of any concrete edge or corner or another distribution plate or
anchorage device, the pressure on the concrete shall not exceed 0.70f'ci Construction joints
shall not pass under distribution plates or anchors.
(2) Bending moments in the plates or assemblies induced by the pull of the prestressing steel
shall not exceed the plastic strength of the material or cause visible distortion of the
920
distribution plate when 100 percent of the ultimate prestress load is applied as determined
by the Engineer.
(3) Distribution plates may be omitted if the anchorage device distributes the stresses in the
concrete consistent with these specifications and provided that this anchorage device is
used in conjunction with embedded bursting and splitting reinforcement.
618.09 Bonding and Grouting.
(a) General. Post -tensioned prestressing steel shall be bonded by completely filling the void
space within a duct with grout. Prestressing steel to be bonded shall be free of dirt, loose
rust, or other deleterious substances. The ducts shall be kept free of water, dirt, or other
deleterious foreign materials that will inhibit bond until the tendons are grouted. Time from
installing the prestressing steel in the ducts in an unstressed condition to grouting after
stressing shall not exceed thirty days. If a corrosion inhibitor, as specified below, is used
on the strands in the ducts, the time limit shall not exceed sixty days. Grouting shall proceed
as soon as possible after stressing of the prestressing steel in the ducts. If a corrosion
inhibitor is used on the strands in the ducts, it shall be applied after post -tensioning is
completed and accepted and grouting accessories are installed so that tendons are sealed.
The post -tensioning system installer shall submit an installation log. A copy of the log that
documents the day the strands were installed within the duct and the corrosion inhibitor
applied to the strands in the duct, with the duct given an identification easily referenced to
the plans, shall be provided to the Engineer. All pertinent product numbers and the
corrosion inhibitor brand and type shall be documented in the log. Verification shall be made
weekly that the tendons remain sealed and grout vents, drains, and caps have not been
damaged.
(b) Grout. Grout shall be prepackaged in bags.
The following information shall be printed on the grout bags: product name, name of the
producer, date of packaging, lot number, and mixing instructions. Grout shall not contain
any lumps or other evidence of hydration.
The grout shall not contain aluminum powder or compounds that will produce hydrogen
gas, carbon dioxide, or oxygen. In addition, the grout shall not contain fluorides, sulfites,
nitrates, or acid -soluble chloride ions that exceed 0.08 percent by weight of the
cementitious materials. The Contractor shall provide the Engineer with written certification
from the grout manufacturer that the grout does not contain or produce these elements or
compounds with the grouting plan.
The grout shall conform to the following Standard and Modified ASTM Tests in Table 618-
1 when mixed per the manufacturer's instructions:
Grout used on the project shall have been sampled and tested within the last twelve months
per the above referenced test procedures. The Contractor shall provide certified test reports
for the grout used on the project from an independent AASHTO Accredited Laboratory and
921
a sample of the grout for evaluation by the Department with the plan for grouting the ducts.
The grout sample submitted to the Project shall be at least 2,000 grams in a sealed
container.
Grout that does not meet the requirements in Table 618-1 shall not be used.
(c) Mixing of Grout. All grout shall be mixed with a high-speed shear (colloidal) mixer.
(d) Grouting. All grouting operations shall be performed under the immediate control of a
person who has completed the American Segmental Bridge Institute (ASBI) Grouting
Certification Training Program.
The Contractor shall perform the following tests and report the results to the Engineer:
(1) One pressure bleed test per day per lot per the requirements of Appendix C of the
"Specification for Grouting of Post -Tensioned Structures" by the Post -Tensioning
Institute. The Gelman filtration funnel shall be pressurized to a minimum of 50 psi and
the maximum percent bleed shall be zero.
(2) Two mud balance tests per day or when there is a visual or apparent change in the
characteristics of the grout per the API Recommended Practice 13B-1 "Standard
Procedure for Field Testing Water -Based Drilling Fluids".
(3)
Minimum of one strength test per day per lot per ASTM C942 and the minimum 28 -
day compressive strength shall be 7,000 psi.
(4) Minimum of two fluidity tests (flow cone) — one at the mixer and one at the duct outlet
per ASTM C939, "Standard Tests Method for Flow of Grout for Preplaced-Aggregate
Concrete (Flow Cone Method)". The efflux time shall be within the values established
in Table 618-1.
Grout shall be injected from the lowest end of a tendon to the highest end in an uphill
direction. A continuous, one-way flow of grout shall be maintained for each duct.
All grout vent openings shall be open when grouting starts. Grout shall be allowed to flow
to the first vent from the inlet pipe until residual slugs of water or entrapped air have been
eliminated and the grout has the same consistency as that of the grout being injected. The
vent shall then be capped or otherwise closed. Remaining vents shall be capped or closed
in sequence in the same manner except that at draped tendon high points, the secondary
vents placed a short distance downstream from the high point vent shall be closed before
the highpoint vent.
922
Table 618-1 — Post -Tensioning Grout Requirements
Property
Test Value
Test Method
Total Chloride Ions
Max. 0.08% by weight of Cementitious
material
ASTM C1152
Fine Aggregate (If utilized)
Max. Size: 300 µm (No. 50 Sieve)
ASTM C33
Volume Change at 24 hours and
28 days
0.0% to + 0.2%
ASTM C10901
Expansion
0.0% (minimum) & 2% (maximum)
ASTM C940
Compressive Strength at 28
days (Average of 3 cubes)
7,000 psi minimum
ASTM C942
Initial set of the grout
3 hours minimum & 12 hours maximum
ASTM C953
Bleeding at 3 hours
Maximum 0.0 %
ASTM C9404
Permeability at 28 days
Maximum 2500 coulombs At 30 Volts
for 6 hours
ASTM C1202
Fluidity Test2
Efflux Time from Flow Cone
ASTM Method
(a) Immediately after mixing
11 Seconds Minimum & 30 Seconds
Maximum
ASTM C939
(a) Immediately after mixing
or 5 Seconds Minimum & 30 Seconds
Maximum
ASTM C9393
(b) 30 minutes after mixing with
remixing for 30 seconds
30 Seconds Maximum or
30 Seconds Maximum
ASTM C939
ASTM C9393
Table Notes:
1 ASTM C1090 shall be modified to include verification at both 24 hours and 28 days.
2 Adjustments to flow rates shall be achieved by strict compliance with the manufacturer's
recommendations.
3 Grout fluidity shall meet either the Standard ASTM C939 flow cone test or the Modified Test
described. Modify the ASTM C939 Test by filling the cone to the top instead of to the
standard level. The efflux time is the time to fill a one -liter container placed directly under
the flow cone.
4 ASTM C940 shall be modified to conform with the wick induced bleed test as follows:
(i) Use a wick made of a 20 -inch length of ASTM A416 seven -wire 0.5- inch diameter strand.
Wrap the strand with two -inch -wide duct or electrical tape at each end before cutting to
avoid splaying to the wires when it is cut. Degrease (with acetone or hexane solvent) and
wire brush to remove any surface rust on the strand before temperature conditioning.
(ii) Condition the dry ingredients, mixing water, prestressing strand and test apparatus
overnight to 65 to 75 °F.
(iii) Mix the conditioned dry ingredients with the conditioned mixing water and place 800 ml of
the resulting grout into the 1,000 ml cylinder. Measure and record the level of the top of the
grout.
(iv) Completely insert the strand into the graduated cylinder. Center and fasten the strand so it
remains essentially parallel to the vertical axis of the cylinder. Measure and record the level
of the top of the grout.
(v) Store the mixed grout at the temperature range listed in (ii).
(vi) Measure the level of the bleed water every 15 minutes for the first hour and hourly for two
successive readings thereafter.
923
(vii) Calculate the bleed water, if any, at the end of the three-hour test period and the resulting
expansion per the procedures outlined in ASTM C940, with the quantity of bleed water
expressed as a percent of the initial grout volume. Note if the bleed water remains above
or below the top of the original grout height. Note if any bleed water is absorbed into the
specimen during the test.
The Contractor shall inspect the interiors of box girders during grouting operations for
grout leakage. Leaks shall be sealed before grouting is continued.
Grout shall be pumped through the duct and continuously wasted at the outlet pipe
until all visible slugs of water or air are ejected. To ensure that the tendon remains
filled with grout, the outlet shall be closed, and the pumping pressure allowed to build
to a minimum of 75 psi before the inlet vent is closed.
For all vertical tendons that are 20 feet and taller, a standpipe shall be provided at the
upper end of the tendon to collect bleed water and allow it to be removed from the
grout. This device shall be designed with commercial steel plumbing fittings so that
the grout level will not drop below the elevation at the highest point in the upper
anchorage device due to bleeding. If the level of the grout drops below the highest
point in the upper anchorage device, additional grout shall immediately be added to
the standpipe. After the grout has hardened, the standpipe shall be replaced with a
cap.
For vertical internal tendons, if the grouting pressure exceeds the maximum
recommended pumping pressure, the grout shall be injected at increasingly higher
outlets (which become inlets) that have been or are ready to be closed as long as one-
way flow of grout is maintained. Grout shall be allowed to flow from each outlet until
all slugs of air and water have been purged before using that outlet for injection.
Plugs, caps, and valves thus required shall not be removed or opened until the grout
has set.
The Contractor shall monitor all anchorages, grout ports, and vents periodically until
the grout sets. The Engineer shall be notified if bleed water is dripping from these
locations. Bleed water may be an indication of voids and will require investigation by
the Contractor after the grout sets.
After the grout has set, the grout port and vent plugs shall be removed. The Contractor
shall inspect the tendon anchorages, grout ports and vents for voids or other evidence
of incomplete grouting. If evidence is found of voids in these areas, the Contractor
shall submit a plan for regrouting the voids to the Engineer for approval. All costs for
remedial grouting will not be measured and paid for separately but shall be included
in the work.
(e) Temperature Considerations.
924
The temperature of the concrete adjacent to the ducts shall be 40 °F or higher from the
time of grouting until site cured 2 -inch grout cubes, tested per AASHTO T106, reach a
minimum compressive strength of 800 psi.
Grout shall be between 40 and 90 °F during mixing and pumping. If necessary, the mixing
water shall be heated or cooled. Ice may be used to cool the water but shall not be added
directly to the mixed grout. Dry ice and liquefied carbon dioxide shall not be used for cooling
purposes.
618.10 Equipment. Equipment used for fabrication of pretensioned, and combination tensioned
members shall conform to the following requirements:
(a) Jacking Equipment and Load Cells. All equipment shall be calibrated as a system that
represents actual use. Jacks, gauge and pump systems, and load cells shall be calibrated
at intervals not longer than 12 months, or whenever the tensioning system yields erratic
results. Master gage systems shall be calibrated at intervals not longer than six months, or
whenever the tensioning system yields erratic results. If load, sensor, or indicator
components are replaced or repaired, the system shall be recalibrated before resuming
jacking operations. System error shall not exceed plus or minus 1 percent of the applied
loads.
Calibration shall be performed by an agency or service that uses equipment certified by the
National Institute for Standards and Technology (NIST). Accuracy of the calibration
equipment shall be traceable to the NIST records. The calibration procedures used shall
conform to ASTM Standard Practices E 4 and E 74. Each time that calibration verification
is performed, a copy of the certified test report shall be furnished to the QA Representative
or the Engineer.
(b) Concrete Batching Equipment. The weighing system shall be calibrated at intervals no
longer than 12 months. If disassembly, replacement, damage, or repair of scales or balance
indicators should occur, the weighing system shall be recalibrated before resumption of mix
operations. Scale calibrations shall be performed in conformance with the State of Colorado
- Department of Agriculture requirements. Current calibration labels shall be visibly
displayed on the equipment.
The batching system shall record the weights of all concrete mix ingredients for each batch.
Ingredient weights shall meet the requirements of ASTM C94, Section 8, Measuring
Materials.
The batching system shall be equipped with a flow meter which measures the weight or
volume of the added mixing water within plus or minus 1 percent of the total water added
to each batch.
(c) Concrete Load Testing Machine. The test machine shall meet the requirements of ASTM
C39.
925
(d) Concrete Cylinder Molds. Molds shall meet the requirements of ASTM C470.
(e) Forms. Forms shall be sufficiently mortar tight to minimize fresh mortar paste leakage, and
sufficiently rigid to prevent product distortion due to concrete pressure or consolidation
operations. Form joints shall be kept clean, smooth, and adjusted to minimize form finish
irregularities.
Forms shall be constructed and erected to produce units that conform to the product
dimensional tolerances required by subsection 618.14(b); the forms shall also meet
smoothness tolerances required by this subsection.
Forms shall be treated with a form release agent that does not adhere to or significantly
discolor the final concrete product.
Forms that have known deviations from the typical sections shown on the plans shall be
approved by the Engineer before use. The deviations shall be submitted on working or shop
drawings.
(f)
Miscellaneous Test Equipment. All miscellaneous test equipment used during fabrication
shall be kept in a condition such that accurate test results are obtained. Proper equipment
maintenance and calibration shall be the responsibility of the Contractor's PC section.
618.11 Concrete for Pretensioned and Combination Tensioned Products. The Contractor
shall furnish and place concrete according to this subsection.
(a) Classification. Concrete shall be Class PS. Class PS concrete is used for prestressed
concrete members. The required field compressive strength and air content shall be that
stated on the plans. Class PS shall be made with an AASHTO M43 size No. 8 or larger
coarse aggregate. Class PS Concrete may be self -consolidating.
(b) Concrete Mix Components. The Contractor shall develop a mix design for Class PS
concrete. The mix design shall conform to the requirements of Section 601 and CP-62.
Materials sources shall be listed on the Contractor's mix design. The PC manager must
notify the QA Representative in writing before changing the sources as listed in the PCP.
Changes in mix design material sources or proportions, except for admixtures, require a
new mix design to be submitted to the Engineer for approval at least five days before the
new mix being used in production.
(c) Equipment Calibration and Verification. The Contractor shall implement a plan for
equipment calibration and verification of testing apparatus in compliance with ASTM
C1077. The calibration records shall be made available to the QA Representative upon
request.
(d) Batching and Mixing. Concrete shall be batched and mixed according to ASTM C94.
926
(e) Placing Concrete. Forms shall be free of dirt, mortar, debris, and foreign substances before
depositing the fresh concrete. Rust areas shall be cleaned to prevent rust staining of the
finished products. The concrete shall be consolidated with suitable mechanical vibrating
equipment. Vibration time shall be of sufficient duration to accomplish adequate
consolidation throughout the entire product but shall not be prolonged to the point that
segregation of the fresh concrete occurs.
The Contractor shall use the procedures listed in the PCP, to protect the freshly deposited
concrete from rapid drying and surface moisture loss due to extreme ambient or climatic
conditions.
Temperature limitations are as follows:
1. The temperature of the plastic concrete during placement operations shall not be
lower than 50 °F.
2. Mid concrete that has a temperature in excess of 90 °F shall not be placed.
3. Unless a suitable retarder is used the concrete shall be deposited in place within 90
minutes after batching; any load or portion of a load shall not be placed after the 90 -
minute limit.
4. Inner form temperature shall be within 40 °F of the fresh concrete temperature at time
of concrete placement.
5. Minimum inner form temperature shall be 32 °F and free of ice at the time of concrete
placement.
6. Maximum inner form temperature shall be 130 °F at the time of concrete placement.
(f)
(9)
Finishing Fresh Concrete. Open surfaces of fresh concrete shall be worked as little as
possible to obtain the finish shown on the plans. Water shall not be added to the surfaces
to ease finishing. Excessive water or laitance brought to the surface through vibration shall
be removed before the surface is final finished. All hand finishing, required for precast
members that have surfaces that become part of the final bridge deck surface, shall be
performed in conformance with subsection 601.12(a).
Monomolecular film coatings or fogging systems, as approved by the QA Representative,
may be used to retard evaporation during extreme ambient conditions. Application methods
shall deposit a fine mist spray over the concrete surface. Streaming, puddling, or droplet
application of coatings shall not be permitted. The concrete surfaces shall not be reworked
after application of mist.
Concrete Testing. The Contractor's PC section shall make representative cylinder test
specimens for PC/QA testing. The Contractor's PC representative casting QA concrete
cylinders shall be ACI Concrete Field Testing Technician — Grade I certified. When self -
927
consolidating Class PS is used, the Contractor's PC representative casting QA concrete
cylinders shall also be ACI Self -Consolidating Concrete Testing Technician certified. The
Contractor shall forward test cylinders to the QA representative, for 28 -day strength tests,
and for shipping strength tests as required by subsection 618.15. Concrete tests shall be
performed per the following requirements:
1. Test cylinder specimens shall be prepared per ASTM C31. The use of ACI 318,
Building Code Requirements for Structural Concrete, is not acceptable as it pertains
mainly to structural concrete buildings.
2. Cylinders will be tested per ASTM C39 by the Engineer. The average strength of at
least two test cylinders shall be equal to or greater than the specified strength. When
evaluating a single test consisting of three 28 -day standard cured cylinders, if the
compressive strength of any one cylinder differs from the average by more than 10
percent, that cylinder will be discarded, and the average strength determined using
the strengths of the remaining two cylinders. If the compressive strength of more than
one cylinder differs from the average by more than 10 percent, all three cylinders will
be used to determine the compressive strength.
When the compressive strength of the concrete is less than that specified in the
contract, the structural adequacy of the element will be evaluated by the Engineer.
The Contractor may request to core the element represented by the low strength
results. If approved by the Engineer, the locations of the cores shall be as directed by
the Engineer. Coring shall be at the expense of the Contractor and witnessed by the
Project Engineer or designee. Coring shall take place no more than 45 days after
casting. A minimum of three cores shall be collected with a minimum diameter of 3
inches. The cores shall be obtained by the Contractor and immediately turned over to
the Engineer for compressive strength testing. Cores shall be obtained per AASHTO
T24 with the exception that immediately after removal from the structure, cores will be
cured at a temperature between 60 to 80 °F and at a relative humidity below 60
percent for 24 to 48 hours before testing. When evaluating a single test consisting of
three cores, if the compressive strength of any one core differs from the average by
more than 10 percent, that core shall be discarded, and the average strength
determined using the strengths of the remaining two cores. If the compressive strength
of more than one core differs from the average by more than 10 percent, all three
cores will be used to determine the compressive strength. If the average core
compressive strength is greater than the average of the cylinder compressive
strength, the core strength will be used in the Engineer's evaluation. If the core
compressive strength is less than the cylinder compressive strength, the cylinder
strength will be used in the Engineer's evaluation.
Final determination of acceptance or rejection of the element shall be at the sole
discretion of the Engineer based on evaluation of the cylinders and/or core strengths.
If the element is accepted, the core holes shall be filled with a nonshrink grout or
mortar approved by the Engineer. Patching of the core holes shall be at the expense
of the Contractor/Fabricator.
928
3. Cylinder test specimens shall be made to verify stress transfer strength and to verify
28 -day design strength. If the products will be shipped before 28 -day testing,
additional test specimens shall be available to verify product strength before shipment.
4. Representative cylinders shall be molded for each 50 cubic yards or portion thereof,
for each different concrete mix design used per day per product line.
5. Air Content, when specified, shall be determined per either ASTM C173 or ASTM
C231. Air entrained mixes shall be tested a minimum of once per day to assure
specified air entrainment. This test shall be conducted for each load of concrete in
which compressive strength specimens are cast per ASTM C39.
6. Slump of fresh concrete shall be determined per ASTM C143. The slump shall be
tested whenever test cylinder sets are made. This test shall be conducted for each
load of concrete in which compressive strength specimens are cast per ASTM C39.
Slump testing is not required when self -consolidating Class PS concrete is used.
7. Unit Weight of fresh concrete shall be determined per ASTM C138. Unit weight shall
be tested a minimum of once per day for each different concrete mix design used.
This test shall be conducted for each load of concrete in which compressive strength
specimens are cast per ASTM C39.
8. Temperature of fresh concrete shall be taken as needed, to assure compliance with
the temperature requirements. This test shall be conducted for each load of concrete
in which compressive strength specimens are cast per ASTM C39.
618.12 Curing.
(a) Pretensioned and Combination Tensioned Members. Members shall be uniformly cured
from the time of concrete placement until at least two representative product test
specimens achieve an average strength that meets or exceeds 0.7 f'c, or the specified
release strength, f", whichever is higher.
Where:
f'c = 28 -Day Compressive Strength of Concrete
flu = Required Concrete Strength at Release of Prestress Force
Additional curing requirements shall be maintained until the above strength requirements
are achieved, and are as follows:
1. Exposed concrete surfaces shall be kept moist from the time of concrete placement
until the freshly finished concrete is covered with an enclosure that retains heat and
929
moisture. After enclosure, moist curing shall be maintained at a minimum 70 percent
relative humidity.
The Contractor shall monitor the temperature and humidity conditions from the initial
curing period through the end of the accelerated curing stage.
2. Temperature of the concrete shall be maintained above 50 °F.
3. The internal and surface temperature of the concrete shall not exceed 160 °F. The
Contractor shall monitor the internal concrete temperature using thermocouples with
concrete temperature recorded at intervals not to exceed 15 minutes. A minimum of
two thermocouples shall be installed in the element at a maximum spacing of 75 feet
with a maximum distance from either end of 40 feet. Thermocouples shall be installed
at the center of mass of the element as uniformly as practical to provide accurate
temperature monitoring information. An element is defined as a single precast
prestressed concrete girder or beam or cast -in -place span. When multiple elements
are cast simultaneously in a single bed, the temperature monitoring thermocouples
shall be at a maximum spacing of 75 feet. Temperature logs shall be submitted to the
Engineer before transporting the element to the project site. When the internal
temperature of the element exceeds 160 °F, the Contractor shall submit a mitigation
plan to ensure future castings do not exceed the 160 °F maximum temperature
requirement. The mitigation plan shall also include procedures for sampling and
testing the element to identify the potential risk for Delayed Ettringite Formation,
and/or waterproofing applications to protect against moisture intrusion. The mitigation
plan shall be submitted to the Engineer for review and approval. Acceptance or
rejection of the element exceeding the temperature specification will be based on
review and assessment of the specific curing temperature logs and the submitted
documentation. The element shall not be shipped until the Contractor receives written
acceptance from the Engineer.
4. Concrete shall attain initial set before application of the accelerated curing cycle. If
initial set was not determined per ASTM C403, accelerated curing shall not be induced
for 4 hours, or 6 hours if retarding admixtures are used.
While waiting for the initial set period, low cycle heat may be applied to maintain the
curing chamber temperature; however, the temperature rise shall not exceed 10 °F
per hour during the waiting period.
5. The rise in temperature in the curing chamber during accelerated curing cycle shall
not exceed 40 °F per hour.
(b) Cast -in -Place Members. The curing of cast -in -place members shall conform to the
requirements of subsection 601.13. The concrete shall not be exposed to temperatures
below freezing for six days after casting, or until it has reached the strength required for
applying the prestressing force. The minimum strength of the concrete shall be at least,
930
3,500 psi for post -tensioned members, or as given on the plans whichever is greater, before
prestressing.
(c) Other Precast Members. Precast members that do not contain pretensioned steel shall
meet curing requirements as follows:
1. Exposed surfaces of freshly finished concrete shall be covered with moisture retaining
material or shall be treated with a concrete curing compound approved by the QA
Representative.
2. Temperature of the concrete shall be maintained above 50 °F from the time of
concrete placement until the curing is complete.
3. Uniform curing shall continue until at least two representative product test specimens
achieve an average strength that meets or exceeds 0.7 f'c or the specified release
strength flu, whichever is higher.
4. The internal and surface temperature of the concrete shall not exceed 160 °F.
618.13 Repairs of Pretensioned and Combination Tensioned Members. Repairable product
defects discovered during PC or QA inspection shall be corrected at the Contractor's expense
before shipping. Damage incurred during handling, storage, shipment and erection shall be
repaired or replaced at the Contractor's expense.
Defects shall be categorized as minor, structural, or rejectable. The PC section shall examine
and record all defects. The PC section shall submit a written proposal for minor repairs to the
QA Representative for review and acceptance before correcting the minor defects. The proposal
shall also address the measures the Contractor will take to prevent recurring defects in future
members. The QA Representative will accept, or reject, the finished repair work in writing.
Small production holes that are less than 1/2 inch in depth and less than 1 square inch in surface
area shall not be considered defects. Larger production holes shall be repaired according to the
procedures listed in the PCP.
Structural and rejectable defects shall be examined by the Contractor's Engineer. A written
proposal for repair of structural or rejectable defects shall be submitted to the QA Representative
for review and acceptance before correcting any defects. The proposal shall include a detailed
description of repair materials, and the methods the Contractor intends to use to evaluate the
finished repair work. The proposal shall also include the measures the Contractor will take to
prevent recurring defects in future members.
Completed repairs shall be cured as needed to ensure soundness of the reworked area.
The defect categories and repair requirements are defined as follows:
931
(a) Minor Defects. Minor defects are those that do not affect the ability of the product to
withstand service or construction loads. Minor defects include superficial discontinuities
such as cracks; small spalls, voids, and honeycombed areas; and defects that do not
extend beyond the centerline of any reinforcing steel or into any elements of the tensioning
system. Minor defects of other types may also be designated by the QA Representative.
Repair methods shall not affect the structural integrity of the product. The finished repair
work shall meet the approval of the QA Representative and the Engineer.
(b) Structural Defects. Structural defects, as determined by the QA Representative or the
Engineer, include defects that may impair the ability of the product to adequately withstand
construction or service loads. Defects that extend beyond the centerline of any reinforcing
steel or into any element of the tensioning system are classified as structural defects. Such
defects also include cracks, spalls, honeycombed areas, voided areas, significant concrete
breakage areas, cold joints, and segregated concrete areas. Structural defects of other
types may also be designated by the QA Representative or the Engineer.
The Contractor's Engineer shall electronically seal a letter that the repair work meets all
design serviceability criteria and include the evaluation and test data. Repair Methods shall
adequately restore the structural integrity of the product. The finished repair work, including
aesthetic acceptability, shall meet the approval of the Engineer.
(c) Rejectable Defects. Rejectable defects or damages, as determined by the QA
Representative or the Engineer, are those which impair the ability of the product to
adequately withstand construction or service loads, and which cannot be successfully
repaired to structural and architectural acceptability. Structurally defective or rejected
products shall not be incorporated into the work but shall be replaced with acceptable
products supplied at the Contractor's expense.
Damaged and defective products will also be rejected by the QA Representative for the
following reasons:
1. Failure by the Contractor's Engineer to approve and submit proposed repair
procedures in writing before repair work begins.
2. Failure by the Contractor to execute the repair work according to QA approved
procedures.
3. Failure by the Contractor to provide written certification of acceptable structural repair,
along with submittal of evaluation and test data, if applicable.
4. Failure by the Contractor to correct recurring defects.
5. Determination by the QA Representative that the work, or materials used in the work,
does not meet all contract requirements.
932
618.14 Other Fabrication Requirements for Pretensioned and Combination Tensioned
Members.
(a) Finishing Hardened Concrete Products. Finished and repaired areas shall reasonably
match the coloration and profile characteristics of the adjacent concrete. Loose concrete
laitance shall be removed from the product before storage.
(b) Product Dimensional Tolerances. Tolerances for prestressed concrete products shall meet
the unit tabulations listed in the PCI Manual MNL-116, unless otherwise stated in the
Contract. The PCI tolerance figures and tabulations shall be specification requirements.
Out -of -dimensional -tolerance variations shall be considered defects and shall be examined
and evaluated by the Contractor's Engineer. The evaluation shall be submitted to the QA
Representative in writing and shall contain written opinion of structural adequacy as
determined by the Contractor's Engineer. The submittal shall meet the approval of the
Engineer. Failure to submit the written evaluation and opinion will be cause for rejection.
The following work or products shall meet the specific PCI tolerance requirements
described as follows, unless otherwise specified in the plans:
1. Bulb -Tee Sections shall conform to Division VI, I -Beams.
2. G -Series Sections shall conform to Division VI, I -Beams.
3. Box Girders and U -Girders shall conform to Division VI, Box Beams.
4. Deck Panels shall conform to the dimensional tolerances as listed in the PCI Special
Report JR-343-88, Chapter 4, or the updated published edition thereof.
(c) Handling, Storage, Shipment and Erection. The Contractor shall handle the product in such
a manner as to prevent cracking or damage. Cracked or damaged products shall be
inspected by the PC section and repaired per subsection 618.13 or replaced at the
Contractor's expense.
Braces, trusses, chains, cables, or other metal devices used for handling, storing, shipping,
or erecting shall be adequately padded at points in contact with the concrete, to prevent
chipping of the finished product.
Beam sections shall be handled, stored, shipped, and erected with supports and devices
that maintain the product in an upright position. Deck panels shall be lifted as directed in
the Contract unless alternative lifting methods are allowed by the Engineer. Lifting of more
than one panel at a time shall not cause panel cracking. Methods for multiple lifting of
panels shall be shown on the working or shop drawings. Panel products shall be stacked
in such a manner that damage does not occur.
Pre -cast concrete members shall be erected to prevent damage to all elements of the
structure and in a safe manner. Pre -cast concrete members to which the erection
933
specification applies are those members that bear on the substructure of a bridge. The
primary members such as beams and girders shall be temporarily anchored and braced as
they are erected to preclude detrimental movement in any direction, and to prevent
overturning and buckling. Struts, bracing, tie cables, and other devices used for temporary
restraint shall be considered falsework and shall be designed to resist all loads imposed
during each stage of construction until the deck concrete has attained the Field
Compressive Strength shown in Table 601-1.
At least one week before the Pre -erection Conference, the Contractor shall submit an
Erection Plan to the Engineer. The Engineer will review the and return comments within
one week. The Contractor shall address the Engineer's comments in the final plan. The
Contractor's Engineer shall electronically seal and mark the Final Erection Plan "Approved
for Construction".
If falsework is required, falsework drawings shall conform to and be submitted per
subsection 601.11.
The Erection Plan and procedure shall provide complete details of the erection process
with dimension tolerances including:
1. Falsework, struts, bracing, tie cables and other devices, material properties and
specifications for temporary works, bolt torque requirements before releasing girders
from the cranes (if required), connection details and attachments to other structure
components or objects;
2. Procedure and sequence of operations, including a detailed schedule with completion
times for work items that complies with the working hour limitations;
3. Minimum load chart lift capacity, outrigger size, and reactions for each crane;
4. Assumed loads and girder weights, lift points, lifting devices, spreaders, and angle of
lifting cables;
5. Girder stresses at critical points along the girder length during progressive stages of
erection shall be investigated to assure that the structural integrity and stability of the
girders is maintained. Stresses at lift points induced as a result of lifting shall be
investigated and adequate bracing provided as indicated by the analysis;
6. Locations of cranes, trucks delivering girders, and the location of cranes and
outriggers relative to other structures, including retaining walls, wingwalls and utilities;
7. Drawings, notes, catalog data showing the manufacturer's recommendations or
performance tests, and calculations clearly showing the above listed details,
assumptions, and dimensions; and
934
8. Contingency plans detailing what measures the Contractor will take in case of
inclement weather (forecast or actual), equipment failure, delivery interruption, and
slower than planned production.
A Pre -erection Conference will be held at least one week before the beginning of
erection. The Engineer, Contractor, erection subcontractor, and the Contractor's
Engineer shall attend the meeting. The erection subcontractor shall review and verify
that the piece marks are properly located on the components to be erected, their
orientation in the erected structure, and the shop drawing piece mark convention used
by the girder fabricator at the Pre -Erection Conference. The girder fabricator shall
either attend the meeting or participate in the conference by way of speaker telephone.
Participation is required during that portion in which the piece marks are discussed.
The girder fabricator shall state whether the erection subcontractor has demonstrated
a correct understanding of the piece marks, and if not, correct any misunderstanding.
Additional Pre -erection Conferences may be required for subsequent phases of
construction, or for phases that differ from the original construction plan, as directed
by the Engineer. Additional conferences may also be requested by the Contractor, if
approved by the Engineer.
The Contractor shall submit a final Erection Plan to the Engineer before girder erection
for acceptance. The Contractor's Engineer shall electronically seal (1), (5) and (7)
listed above in the final Erection Plan. The final Erection Plan shall be stamped
"Approved for Construction" and signed by the Contractor. The Contractor shall not
proceed with the Erection Plan until the Engineer has provided written acceptance of
the plan.
When a bridge spans traffic of any kind, including those where vehicles, railroad,
watercraft, or pedestrians have access onto, underneath, or adjacent to the bridge,
the Contractor's Engineer shall inspect and provide electronically sealed written
approval of the stability of the erected girders before opening the area beneath the
girders to traffic. The Contractor shall perform daily inspections of the erected girders
and other permanent and temporary bridge elements until the deck concrete has
attained the full design compressive strength. The Contractor's Engineer shall provide
an inspection form to the Engineer that lists the items the Contractor will document
during the daily inspection of the erected girders. The inspection form shall include
inspection items specific to each bridge being constructed. The Contractor shall
provide the Engineer and the Contractor's Engineer with written documentation of
these inspections within 24 hours of each inspection.
All temporary struts, bracing, tie cables, other devices and extra material required shall
be removed upon completion of the structure.
Falsework shall conform to subsection 601.11.
935
618.15 Product Shipping Strength for Pretensioned and Combination Tensioned
Members. Products shall not be shipped before concrete strength meets or exceeds 0.95 fc.
The average of at least two representative test specimens shall meet or exceed 0.95fc. No
individual specimen strength shall be more than 7 percent below 0.95fc. The shipping strength
test specimens shall be cured in the same environment as the actual product until the time of
testing. The QC section shall test the specimens for actual shipping strength. The QA
Representative may independently verify any shipping strength tests.
The Contractor may elect to take concrete cores from the actual product in lieu of curing cylinder
test specimens with the product. If the Contractor chooses this test option, the QC Manager shall
submit written request to the QA Representative. Core extraction shall not begin until the request
has been accepted in writing by the QA Representative. The written request shall include the
proposed location and time schedule for core extraction and testing.
The cores shall be delivered in a wrapped and moist condition to the certified test laboratory as
listed in the PCP. The QA Representative may witness any or all stages of the core testing
operations. The test laboratory shall provide a copy of the formal test report to the QA
Representative.
The Contractor shall bear all expenses associated with the optional core testing requirements.
Sampling and testing of the concrete core specimens shall conform to ASTM C42 with the
following addenda:
(1) Samples may be removed at any age at the Contractor's sole risk of damage.
(2) Test cores shall not contain embedded reinforcement.
(3) A minimum of three core samples shall be taken from the product casting in question. Three
specimens shall be tested for compressive strength. The average compressive strength of
the three tests shall meet or exceed product f(c). If the compressive test result of any
specimen differs from the average strength by more than 15 percent, those results shall be
disregarded, and the compressive strength shall be determined from at least two remaining
valid test results.
(4) If end capping of test specimens is necessary, the capping shall be done with sulfur mortar
per ASTM C617. Specimens shall be kept moist until end -capping preparation begins.
Ends shall be trimmed or prepped as required, wiped with absorbent cloth and air-dried or
fan -dried to prepare for end capping. The drying period shall not exceed 20 minutes before
capping is completed.
Specimens shall be air-dried for 10 to 20 minutes after capping, and then wrapped with a
double layer of wet, thick cloth or burlap. Compressive testing shall not be started for at
least one hour after wet -wrapping. The wrapped specimens shall be kept moist until
compressive testing begins.
936
The Contractor shall submit a written repair proposal to the QA Representative for patching
the core holes. Repair work shall not begin until the proposal is accepted in writing by the
Engineer.
Method of Measurement
618.16. Prestressed units will be measured by one of the following methods as indicated in the
Contract.
(1) Prestressed girders will be measured by the linear foot from end to end or by the square
foot, based on the plan length multiplied by the plan width, whichever is specified on the
plans.
(2) Prestressed concrete box girders and prestressed concrete slabs will be measured by the
square foot based on the plan length multiplied by the plan width.
(3)
When measured by component materials, concrete and reinforcing steel will be measured
and paid for per Sections 601 and 602 respectively.
The quantities of prestressing steel will not be measured but shall be the quantities shown
on the plans, completed and accepted. MKFT equals the jacking force, in thousands of
KIPS, times the length in feet.
Precast panel deck forms that are required by the plans will be measured by the square
foot. The quantity will not be remeasured, but will be the quantity shown on the plans,
except when a plan change is ordered or when it is determined that there are discrepancies
in an amount of plus or minus two percent of the plan quantity.
Basis of Payment
618.17. The accepted quantities of prestressed units and prestressing steel will be paid for at
the contract unit price per unit of measurement for each of the pay items listed below that is
included in the bid schedule. Precast panel deck forms required by the plans will be paid for at
the contract unit price for the area shown on the plans.
Payment will be made under:
Pay Item
Pay Unit
Prestressing Steel Bar
Pound or MKFT
Prestressing Steel Strand
Pound or MKFT
Prestressed Concrete ( )
Linear Foot or Square Foot
Prestressed Concrete Box ( )
Square Foot
Prestressed Concrete Slab (Depth )
Square Foot
Payment will be full compensation for all work necessary to complete the designated pay item.
937
Prestressing steel bar and prestressing steel strand shall include but not be limited to all
anchorage devices, prestressing steel, ducts, grout, and miscellaneous hardware. Elastomeric
leveling pads, and galvanized steel diaphragms and connectors will not be paid for separately
but shall be included in the work. Concrete and reinforcing steel not shown on the plans but
required by the Contractor's alternative will not be paid for separately but shall be included in the
work. All required testing will not be paid separately but shall be included in the work.
Concrete quantities will not be reduced for the volume occupied by the ducts, prestressing steel,
anchorages, blockouts for tensioning, etc., and will not include web flares, projections, warts,
etc., required to accommodate the prestressing system used.
All costs associated with the preparation and implementation of the Erection Plan will not be paid
for separately but shall be included in the work.
Concrete, reinforcing steel, and prestressing steel for permanent steel bridge deck forms will not
be measured and paid for separately, but shall be included in the work.
938
Section 619 — Water Lines
Description
619.01. This work consists of the construction of a new water line and the removal of the existing
and potentially abandoned water lines within the project area. The work shall be done per these
specifications, City of Greeley Standard Drawings, latest revision, and in conformity with the
lines and grades shown on the plans.
This work includes furnishing welded steel pipe and installing it by jacking into place at the
location and in conformity with the lines and grades shown on the plans.
This work includes furnishing materials and installation procedures for polyvinyl chloride (PVC)
pressure pipes for potable water distribution. The pipe shall be furnished with all fittings, specials,
and other accessories.
This work includes furnishing and installation of corporation stops, service lines, meter setters,
and meter pits. Service lines are defined as the line from the water main to the meter box. All
services shall be metered with the exception of fire sprinkler lines.
This work includes furnishing and installation of water system valves, valve operators, valve
boxes, and other valve appurtenances.
This work includes the furnishing and installation of pressure reducing valves (PRV). The PRV
shall maintain a constant downstream pressure regardless of changing flow rates and/or inlet
pressures.
This work includes furnishing and installing dry -barrel fire hydrants.
Materials
619.02. Materials shall meet the requirements specified in the following subsections:
Cast Iron Pipe 716.01
Welded Steel Pipe 716.02
Galvanized Pipe 716.03
Copper Pipe 716.04
Plastic Pipe 716.05
Valves and Valve Boxes 716.07
Specific type of material, when required, will be shown on the plans or as designated.
The maximum working water pressure will be shown on the plans or in this specification section.
Welded steel pipe, when used as a casing and not as a carrier pipe, will not require full depth
welds or welds from both sides, and will not require coatings. Sections of the casing shall be
939
welded firmly together on the inside to prevent separation. Certification of the welder/operator
will not be required.
(a) Submittals. The Contractor shall submit all shop drawings, manufacturers' product data,
wiring diagrams, certifications, operation and maintenance manuals, and samples with a
transmittal cover sheet.
After approval of the submittals, the Contractor shall not deviate from the approved
submittal without prior written consent of the Engineer. Commencement of Work prior to
receiving the approved submittal shall be entirely at the Contractor's risk.
A. Method Statement. The Contractor shall submit a method statement describing how
the water line will be installed. The method statement shall follow the requirements
described in Subsection 108.03(j) of the Specifications.
B. Water Distribution System Testing. The Contractor shall be responsible for the
hydrostatic testing of the water lines.
Testing Plan. The Contractor shall submit a testing plan for review and
acceptance of the Engineer. The testing plan shall include:
i. Testing dates
ii. Piping systems and sections to be tested
iii. Test type
iv. Method of isolation
v. Calculation of maximum allowable leakage for pipe sections being tested
2. Certifications of Calibrations for testing equipment including pressure gauges,
that are no more than 6 months old from date of use.
3. Certified Test Report.
C. Products.
(1) Pressure gauges. The Contractor shall supply all pressure gauges used for
leakage testing. The pressure gauges shall meet the following requirements:
i. Dial Size. Nominal 2 -inch dial size.
ii. Accuracy. 2 percent of span.
940
iii. Scale Range. Such that normal operating pressures fall between 50 percent
and 80 percent of the scale range.
iv. The maximum allowable pressure gauge increment shall be five (5) psi.
PVC Pipe. The Contractor shall submit the manufacturer's product data for each
type of pipe to be utilized. The submittal shall include the manufacturer's name,
pipe class/pressure rating, color, and recommended minimum bending radius.
Materials in contact with potable water shall conform to NSF 61 acceptance.
The Contractor shall submit the pipe manufacturer's certifications showing the
source manufacturing facility has been producing PVC pipe of the specified
diameters, dimensions, and standards for a period of not less than 10 years.
Testing of pipe required by AWWA C900 shall be conducted in testing and
laboratory facilities located in the USA and operating under USA laws and
regulations.
Pipe shall be handled during manufacture and shipped without nesting of pipes
inside one another.
A. PVC Pipe — Slip Joint. This specification shall cover all slip joint PVC pipes
in 6" through 24" nominal diameters with cast iron equivalent outside
diameters.
All PVC pipe shall be manufactured per AWWA C900-16. Pipe shall be blue
in color.
Pipe joint shall be made using an integral bell with an elastomeric gasket
push -on type point or using machined couplings of a sleeve type with rubber
ring gaskets and machined pipe ents to form a push -on type joint.
All sizes of pipe under this specification shall be the pressure class shown
on the plans. Pressure Class 235 (DR -18) shall be the minimum pipe class
accepted.
Each length of pipe shall be a standard laying length of 20 feet. Random
lengths shall not be acceptable.
PVC pipe materials shall be made from Class 12454A of 1245B virgin
compounds as defined in ASTM D1784. All compounds shall qualify for a
rating of 4,000 psi at 73.4 °F (23 °C) per the requirements of Plastic Pipe
Institute (PPI) TR-3 and shall comply with the National Sanitation
Foundation Standard No. 61 for water service.
IElastomeric gaskets shall conform to ASTM F477.
B. PVC Pipe — Restrained Joint. This specification shall cover all slip joint PVC
pipes in 6" through 24" nominal diameters with cast iron equivalent outside
diameters.
All PVC pipe shall be manufactured per AWWA C900-16. Pipe shall be blue
in color.
Pipe joints shall be non-metallic restrained joint design by utilizing precision
machined grooves on the pipe and in the coupling. When aligned, a nylon
spline is inserted, resulting in a fully circumferential restrained joint that
locks the pipe and coupling together. A flexible elastomeric seal (O-ring) in
the coupling provides a hydraulic pressure seal.
All sizes of pipe under these specifications shall be pressure class as shown
on the plans. Pressure Class 235 (DR -18) shall be the minimum pipe class
accepted.
Each length of pipe shall be a standard laying length of twenty (20) feet.
Random lengths are not acceptable.
PVC pipe materials shall be made from Class 12454A of 12454B virgin
compounds as defined in ASTM D1784. All compounds shall quality for a
rating of 4000 psi for water at 73.4 °F (23 °C) per the requirements of Plastic
Pipe Institute (PPI), TR-3, and complies with the National Sanitation
Foundation Standard, No. 61, for water service.
Elastomeric gaskets shall conform to ASTM F477.
An example of a restrained joint PVC manufacturer is Certain Teed —
CERTA-LOK C900/RJ or approved equivalent.
An example of a high deflection restraint joint PVC manufacturer is Certain
Teed — HD(High Deflection) or an approved equivalent.
Ductile Iron Pipe (DIP). The Contractor shall submit the manufacturer's product
data for each type of pipe to be utilized. The submittal shall include the
manufacturer's name, pipe class/pressure rating, color, and recommended
minimum bending radius.
Materials in contact with potable water shall conform to NSF 61 acceptance.
The Contractor shall submit the pipe manufacturer's certifications showing the
source manufacturing facility has been producing ductile iron pipe of the
specified diameters, dimensions, and standards for a period of not less than 10
years.
Testing of pipe required by AWWA A21.51 shall be conducted in testing and
laboratory facilities located in the USA and operating under USA laws and
regulations.
Pipe shall be handled during manufacture and shipped without nesting of pipes
inside one another.
All buried DIP pipe and fittings shall be encased in V-Bio polyethylene per AWWA
C105, Method A. Polyethylene shall be a minimum of 8 mils thick.
A. DIP — Slip Joint. This specification shall cover all slip joint PVC pipes in 4"
through 24" nominal diameters.
All DIP shall be manufactured per AWWA C151.
If corrosion level is medium -high or high, all DIP shall be zinc coated per
ASTM A153/153M.
Pipe joint shall be "push -on single gasket" type conforming to the applicable
requirements of AWWA C111.
DIP shall have normal laying lengths of 18 or 20 feet. Random pipe lengths
shall not be acceptable.
Iron used in the manufacture of the DIP shall have a minimum tensile
strength 60,000 psi, minimum yield strength of 42,000 psi, and a minimum
elongation of 10%.
DIP shall have a standard thickness cement mortar lining per AWWA C104.
DIP shall have a bituminous coating a minimum of 1 mil thick on the pipe
exterior unless otherwise specified.
Per AWWA C151, DIP slip joints shall conform, at a minimum, to the
following pressure classes:
Table 619-1 — Pressure Class and Wall Thickness — DIP Slip Joints
Diameter (inch)
Pressure Class (psi)
Nominal Wall Thickness (inch)
4
350
0.25
6
350
0.25
8
350
0.25
12
350
0.28
16
350
0.34
20
300
0.36
24
300
0.40
Table Notes: Higher pressure class pipe shall be required when the Engineer determines
that excessive deadloads, pressures, or other conditions warrant increased wall
thickness.
Examples of manufacturers of slip joint restraint DIP are EBAA Iron Inc
MEGALUG Series 1700, Uni-Flange Corp Series 1450, or approved
equivalent.
B. DIP — Restrained Joint. This specification shall cover all mechanical joint
DIP in 4" through 24" nominal diameters.
All DIP shall be manufactured per AWWA C151.
If corrosion level is medium -high or high, all DIP shall be zinc coated per
ASTM A153/153M.
Pipe joint shall be "mechanical single gasket" type conforming to the
applicable requirements of AWWA C111.
DIP shall have normal laying lengths of 18 or 20 feet. Random pipe lengths
shall not be acceptable.
Iron used in the manufacture of the DIP shall have a minimum tensile
strength 60,000 psi, minimum yield strength of 42,000 psi, and a minimum
elongation of 10%.
DIP shall have a standard thickness cement mortar lining per AWWA C104.
DIP shall have a bituminous coating a minimum of 1 mil thick on the pipe
exterior unless otherwise specified.
Per AWWA C151, DIP slip joints shall conform, at a minimum, to the
following pressure classes:
944
Table 619-2 — Pressure Class and Wall Thickness — DIP Restrained Joint
Diameter (inch)
Pressure Class (psi)
Nominal Wall Thickness (inch)
4
350
0.25
6
350
0.25
8
350
0.25
12
350
0.28
16
250
0.30
20
250
0.33
24
300
0.33
Table Notes: Higher pressure class pipe shall be required when the Engineer determines
that excessive deadloads, pressures, or other conditions warrant increased wall
thickness.
Nuts and bolts for fittings, mechanical joints, and appurtenances shall be
corrosion resistant, high strength low -alloy steel (blue bolts) per ASTM A242
and ANSI/AWWA C111/A21.11 (latest version). Bolts shall meet or exceed
ASTM A588, Grade A. Nuts shall meet or exceed ASTM A563, Grade C3.
Coating shall be Xylan 1424 top coat color coded blue and sink plating base
coat. An example of bolt and nut manufacturers is ROMAC Industries Inc or
approved equivalent.
Mechanical joint restraints shall be used for restraining fittings, valves,
hydrants, and fire sprinkler lines. All mechanical joint pipe restraints shall
be incorporated in a follower gland and shall include a restraining
mechanism which, when actuated, imparts multiple wedging action against
the pipe, increasing its resistance as the pressure increases. Twist -off nuts
and the same sized tee -head bolts shall be used to ensure the proper
actuating of the restraining devices.
Glands shall be manufactured of ductile iron conforming to ASTM A536,
Grad 60-42-10. Restraining devices shall be of ductile iron headed to a
minimum hardness of 370 BHN. Dimensions of the gland shall be such that
it can be used with the standardized mechanical joint bell and tee -head bolts
conforming to AWWA C153.
Mechanical joint restraint devices shall have the following minimum working
pressures and shall not be less than the piping working pressure ratings:
1. 350 psi with a minimum safety factor of 2:1 for 4 inch through 24 inch
diameter pipe.
2. 250 psi with a minimum safety factor of 2:1 for pipes larger than 24"
diameter.
945
Examples of manufacturers of mechanical joint restraints are: EBBA Iron
Inc MEGALUG Series 1100, Uni-Flange Corp Series 1400, ROMAC
Industries Inc, or approved equivalent.
DIP — Flanged Joint. This specification shall cover all mechanical joint DIP
in 4" through 24" nominal diameters.
DIP shall be manufactured per AWWA C151.
Pipe joints shall be "flanged single gasket" type conforming to the applicable
requirements of AWWA C111.
Pipe flanges shall be sized and drilled per ASME B16.1, Class 125.
Iron used in the manufacture of the DIP shall have a minimum tensile
strength 60,000 psi, minimum yield strength of 42,000 psi, and a minimum
elongation of 10%.
DIP shall have a standard thickness cement mortar lining per AWWA C104.
DIP shall have a bituminous coating a minimum of 1 mil thick on the pipe
exterior unless otherwise specified.
Per AWWA C151, DIP flanged joints shall conform, at a minimum, to the
following pressure classes:
Table 619-3 — Pressure Class and Wall Thickness — DIP Flanaed Joint
Diameter (inch)
Pressure Class (psi)
Nominal Wall Thickness (inch)
4
250
0.32
6
250
0.34
8
250
0.36
12
250
0.40
16
250
0.43
20
250
0.45
24
250
0.47
Table Notes: Higher pressure class pipe shall be required when the Engineer determines
that excessive deadloads, pressures, or other conditions warrant increased wall
thickness.
Nuts and bolts for fittings and appurtenances used in buried applications
shall be corrosion resistant, high strength low -alloy steel (blue bolts) per
ASTM A242 and ANSI/AWWA C111/A21.11 (latest version). Bolts shall
meet or exceed ASTM A588, Grade A. Nuts shall meet or exceed ASTM
A563, Grade C3. Coating shall be Xylan 1424 top coat color coded blue and
sink plating base coat. An example of bolt and nut manufacturers is ROMAC
Industries Inc or approved equivalent.
946
Nuts and bolts for fittings and appurtenances used in all other applications
shall be manufactured to the dimensional specifications of ASME B18.2.1
and B18.2.2 and shall conform to ASTM F593 and F594 Type 316 stainless
steel with a minimum tensile strength of 75,000 psi per ANSI/AWWA
C111/A21.11 (latest version). An example of bolt and nut manufacturers is
ROMAC Industries Inc or approved equivalent.
D. DIP — Restrained Joint. This specification shall cover all mechanical joint
DIP in 4" through 24" nominal diameters.
All DIP shall be manufactured per AWWA C151.
Pipe joint shall be "restrained push -on single gasket" type conforming to the
applicable requirements of AWWA C111.
Iron used in the manufacture of the DIP shall have a minimum tensile
strength 60,000 psi, minimum yield strength of 42,000 psi, and a minimum
elongation of 10%.
DIP shall have a standard thickness cement mortar lining per AWWA C104.
DIP shall have a bituminous coating a minimum of 1 mil thick on the pipe
exterior unless otherwise specified.
Per AWWA C151, DIP restrained joints shall conform, at a minimum, to the
following pressure classes:
Table 619-4 — Pressure Class and Wall Thickness — DIP Mechanical Joint
Diameter (inch)
Pressure Class (psi)
Nominal Wall Thickness (inch)
4
350
0.25
6
350
0.25
8
350
0.25
12
350
0.28
16
250
0.34
20
300
0.36
24
300
0.40
Table Notes: Higher pressure class pipe shall be required when the Engineer
determines that excessive deadloads, pressures, or other conditions warrant increased
wall thickness.
Bell type restrained joint pipe shall incorporate a mechanical joint type
socket with a mechanical joint restraint.
Examples of manufacturers of boltless, restrained joint pipe are: U.S. Pipe
TR FLEX, Pacific States Pipe TYTON and FASTITE restrained joint,
947
American DIP. FLEX -RING or Loc-Ring, Clow Corp Super -Lock, or
approved equivalent.
Mechanical Thrust Restraints. The Contractor shall submit the manufacturer's
product data for each type of mechanical thrust restraint to be utilized to the
Engineer for review and approval.
Examples of manufacturers for PVC pipe mechanical joint restraints are EBBA
Iron, Inc — MEGALUG Series 2000 PV, Uni-Flange Corp — Series 1500 or an
approved equivalent.
Service Lines. The Contractor shall submit the manufacturer's product data for
each type of service line to be utilized to the Engineer for review and approval.
A.
2" and smaller service lines shall be cross -linked polyethylene (PEX)
pressure tubing that conforms to AWWA C904 or Type K Copper
conforming to AWWA C800.
• From the water main to the curb stop, the service line shall be cross -
linked PEX (service line shall be one size larger than the tap side or
matching ID) or Type K copper.
• From the curb stop to the meter -setter, the service line shall be Type
K copper.
• From the meter -setter to 3 feet past the meter pit, Type K copper shall
be installed with a copper setter. No PEX shall be allowed in the meter
pit.
• The service lines shall be the types of materials noted or they shall
require an appropriate insulator to be installed at the junction of
dissimilar materials.
I B. 4" and larger service lines shall be C900 PVC or ductile iron pipe. 3" service
lines shall use a 4" tap/tee and reduce to 3" immediately after the tap/tee.
C. Fire service lines shall be a minimum of 4" diameter and shall be restrained
C900 PVC pipe or ductile iron pipe.
D. Examples of service line manufactures include:
• Municipex® SDR 9 pipe only conforming to ASTM F2080. All
connections shall be Municipex® compression only.
Uponor AquaPEX® conforming to ASTM F876. All connections shall
be Uponor ProPEX® compression only.
I
• Type K standard copper tube produced per ASTM B88, NSF 61
approved, and UNS C12200.
• Or an approved equivalent.
(6) Curb Stops. The Contractor shall submit the manufacturer's product data for
each type of curb stop to be utilized to the Engineer for review and approval.
A. 1 inch by % inch inclusive to 2 inch curb stops shall conform to AWWA
C800.
All curb stops shall have compression connections at both ends.
Curb stops shall be plug type, full opening, Minneapolis pattern.
Examples of manufacturers for 1 inch curb stops include: Mueller Model H-
10228, Ford Model Z11-333, Mueller Model Z11-444, or an approved
equivalent.
Examples of manufacturers for 1.5 inch to 2 inch curb stops include: Mueller
Model H-10228 or an approved equivalent.
B. 3 inch and larger curb stops shall be gate valves and shall conform to the
gate valve specifications.
Curb Stop Boxes. The Contractor shall submit the manufacturer's product data
for the curb stop boxes to be utilized to the Engineer for review and approval.
Curb stop boxes are required with all curb stops.
Curb stop boxes at tracer wire stations shall be in a street valve box.
Curb stop boxes for 3 inch and larger shall be a street valve box and shall
conform to the valve box specification.
Examples of manufacturers for %" and 1" curb stop boxes include: Mueller Model
H-10300-99002 (6 ft), Ford Model EM2-50-47-42R, Ford Model EM2-55-46-48R
(6 ft), or an approved equivalent.
Examples of manufacturers for 1.5 inch and 2 inch curb stop boxes include:
Mueller Model H-10300-99002 (6 ft), Ford Model EM2-50-57 (6 ft), or an
approved equivalent.
Meters. All water meters, sizes % inch through 8 inch shall be of the type required
by the water district with no exceptions.
949
(9) Meter Setters. The Contractor shall submit the manufacturer's product data for
meter setters to be utilized to the Engineer for review and approval.
A. All % inch and 1 inch meter setters shall have a meter stop inlet valve with
a lockwing.
Examples of % inch and 1 inch meter setter manufacturers include:
Table 619-5 — % Inch and 1 Inch Meter Setter Manufacturers
Meter Size
Setter Manufacturer
Setter Model
Total Lay Length (in)
3/4" by 3/4"
Ford
VV-83W-22-33-NL
9 3/8"
3/4" by 3/4"
Mueller
H -1489N
9 3/8"
1"
Ford
V84-10W-22-44-NL
11 1/8"
1"
Mueller
H -1489N
11 1/8"
Table Notes:
Or an approved equivalent
The lay lengths do not account for gasket thickness.
B. All 1 '/2" inch and 2 inch meter setters shall have a meter stop inlet valve
with a lockwing, and a built-in locking bypass.
Examples of 1 '/2" inch and 2 inch meter setter manufacturers include:
Table 619-6 — 1 '/2 Inch and 2 Inch Meter Setter Manufactures
Meter Size
Setter Manufacturer
Setter Model
Total Lay Length (in)
1 '/2""
Ford
VBB76-12B-44-66-NL
13 3/8"
1 '/2""
Mueller
H -1423N
13'/4"
2"
Ford
VBB77-12B-44-77-NL
17 3/8"
2"
Mueller
H -1423N
17'/4"
Table Notes:
Or an approved equivalent
The lay lengths do not account for gasket thickness.
(10) Meter Pits and Vaults. The Contractor shall submit the manufacturer's product
data for meter pits and vaults to be utilized to the Engineer for review and
approval.
A. %" and 1" meters. Meter pits shall be 20" in diameters and shall be
constructed of High -Density Polyethylene (HDPE).
Meter pit covers shall be constructed of rigid HDPE with a cap type top lid
with a 3" deep plastic inner frost lid, or fiberglass lid with a 3" deep plastic
inner frost lid.
All lids shall be traffic rated.
950
The minimum allowable opening for meter pit covers shall be 11" in
diameter.
All meter pit covers shall have a 27/32 inch worm lock with a standard
waterworks pentagon head.
Meter pit covers shall be capable of withstanding -40 °F to 190 °F and shall
be resistant to ultraviolet light degradation.
Meter pit covers shall have a pre -installed, resect, 2" hole for the meter
endpoint radio transmitter (RT unit). Fiberglas lids do not need a hole.
B. 1 1/2" and 2" meters. Meter vaults shall be 48" in diameter.
Meter vaults shall be pre -cast concrete manholes. All vault openings shall
have modular sealing units and be grouted with non -shrink grout between
the modular sealing unit and the vault inside and outside wall.
Meter vault rings may be aluminum or fiberglass manhole rings, and cover
with a 24" diameter opening, unless otherwise approved, in writing, by the
Engineer.
C.
Aluminum lids shall have a 2" recessed hole endpoint for the RT unit.
Fiberglass lids don not need a hole.
Frost lids are not required.
All water line meter vault covers shall have the word "WATER" cast into the
lid.
3" and larger meters. Meter vaults shall be pre -cast concrete.
All vault openings shall be link -sealed.
All joints shall be watertight.
Meter vault covers shall be aluminum ring and lid or fiberglass ring and lid.
3" through 8" meter vault lids shall be 23" in diameter. 10" and larger meter
vault lids shall be 36" in diameter, unless otherwise approved, in writing by
the Engineer.
All water line meter vault covers shall have the word "WATER" cast into the
lid.
Aluminum lids shall have a 2" recessed hole endpoint for the RT unit.
Fiberglass lids don not need a hole.
Frost lids are not required.
A gravel sump shall be included on all meter vaults.
(11) Valves and Valve Boxes. The Contractor shall submit the manufacturer's product
data for each type of valve to be utilized to the Engineer for review and approval.
The product data includes the valve manufacturer, valve pressure rating, and
valve construction materials.
The Contractor shall submit certifications showing the materials are in
compliance with ANSI/AWWA C509 to the Engineer.
Any shop drawings for each valve size and type shall be submitted to the
Engineer for review and approval.
All water distribution valves shall open clockwise (right). (Valves on water
transmission lines open counter -clockwise (left)).
All valves shall be the same size as the main unless approved by the Engineer.
Valves shall either be mechanical or flanged joint as required. Exposed locations
sha use flanged joints. Buried locations shall use mechanical joints.
The interior and exterior of all buried valves shall be epoxy coated per AWWA
C550.
All buried valves shall have a 2 inch square operating nut. The manufacturer
shall paint all open right operating nuts red.
The operating nut on buried valves shall be between 4 feet and 6 feet below the
finished grade. It may be necessary to use a riser stem to achieve the operating
nut depth. If a riser is used, it shall be double pinned. The riser stem shall be a
solid stem coated to prevent corrosion.
All exposed valves that are not equipped with motorized or pneumatic actuators
shall be equipped with a handwheel.
A. Gate Valves (General). 4 inch through 12 inch diameter gate valves shall
be designed for a minimum working pressure of 200 psi and a test pressure
of 400 psi. 16 inch diameter gate valves shall be designed for a minimum
working pressure of 150 psi and a 300 psi test pressure.
16 inch bonnets shall be set vertically.
952
IWater distribution line gate valves shall be resilient seat gate valves.
Resilient Seat Gate Valves. Resilient seat gate valves shall be
manufactured per AWWA C509.
Valve stems shall be non -rising.
Stem seals shall be provided with 2 O-ring type stem seals per AWWA
C509.
Valves shall be facility tested in compliance with ANSI/AWWA C509.
Examples of resilient seat gate valve manufacturers are: Mueller, Kennedy,
American AVK Company, Clow, or an approved equivalent.
C. Valve Boxes. Valve boxes for potable water applications shall be cast-iron
or ductile iron, buffalo type, with 2 piece boxes with round bases.
Valve boxes shall have a five and 1A -inch (5-'/4") screw type shaft suitable
for depth of cover as required.
Valve boxes shall be capable of future adjustment to accommodate
overlays.
Valve boxes shall be Model 6850 series with drop lid.
The word "WATER" shall be cast into the box lid for potable water and
"WATER/TEST" into box lids for potable water valves with test stations.
Examples of valve box manufacturers are: Castings Inc., Tyler, or an
approved equivalent.
D. Air Release, Air/Vacuum, and Combination Air Valves. Air Release (AR)
valves, Air/Vacuum (A/V) valves, and combination air valves shall be
manufactured per with AWWA C512.
Air Release and Air/Vacuum Valves. All AR and A/V valves shall be rated a
minimum working pressure of 150 psi and a hydrostatic test pressure equal
to 150% of the actual rated working pressure of the valve.
The working parts and seat of the AR and A/V valves shall be brass,
stainless steel, or other non -corroding material unless otherwise approved
by the Engineer.
Combination air valves shall have features of both the AR and A/V valve.
The size of the AR valve, A/V valve, or combination air valve shall be as
noted on the approved Construction Drawings.
Examples of manufacturers for % inch, 1 inch, and 2 inch AR, AV, and
combination air valves are: A.R.I. D-040 or an approved equivalent.
Examples of manufacturers for 2 inch to 10 inch combination air vales are
and Combination Air Valves are: A.R.I. D -060-C HF or an approved
equivalent.
E. Swing Check Valves. All swing check valves shall be manufactured per with
AWWA C508.
Swing check valves shall have an epoxy coated interior per AWWA C550.
Swing check valves shall be ductile -iron, of the resilient -to -coated seat
construction, have a resilient hinge arm, and be of the clear waterway
design.
The closure assembly shall assume the closed position by gravity under no -
flow conditions.
Swing check valves shall be designed for a minimum working pressure of
200 psi and 400 psi test pressure for check valves with diameters of 4 inch
12 inch. Sixteen -inch (16") diameter check valves shall be designed for a
minimum working pressure of 150 psi and 300 psi test pressure.
Examples of manufacturers for swing check valves are Mueller, American
Flow Control, M & H, Clow, Kennedy, or an approved equivalent.
F.
Pressure Reducing Valves. The Contractor shall submit manufacturer
product data to the Engineer for review and approval. The manufacturer's
technical information shall include the valve manufacturer, valve pressure
rating, valve construction materials, pilot control and trim materials, a shop
drawings for each valve size and type. The Control Valve manufacturer's
Installation, Operation, and Maintenance manual shall be submitted.
Specific information on all optional features shall be provided. The valve
manufacturer shall supply a complete line of equipment from 1" through 16"
sizes and shall also provide a complete, complementary selection of
accessories and equipment.
The function of the Pressure Reducing Valve (PRV) is to reduce an existing
high pressure to a pre -adjusted lower downstream pressure for varying
rates of flow without causing shock of water hammer on the system
regardless of changing flow rate and/or inlet pressures. If downstream
pressures increase above the pilot spring setting, the valve shall close.
(1) Main Valve. The main valve shall be hydraulically
Material specifications for the Pressure Reducing Control Valve — Main
Valve are shown in the table below.
Table 619-7 — Pressure Reducing Control Valve — Main Valve Reauirements
Component
Material
Body and Cover
Ductile Iron — ASTM A536, Class B
Main Valve Trim
Stainless Steel
Seat
Stainless Steel
Stem, Nut, and Spring
Stainless Steel
Seal Disc
Buna-N® Rubber
Diaphragm
Nylon Reinforced Buna-N® Rubber
Internal Trim Parts
Stainless Steel
End Detail
Flanged (2" — 16")
Pressure Rating
Class 150 lb (250 psi Max)
Temperature Range
Water to 180 °F
Any other wetted metallic parts
Stainless Steel
Coating
Fusion Bonded Epoxy Coating (Interior and Exterior,
ANSI/NSF 61 Approved and AWWA Coating Specifications
C116-03
Additional Components
Valve Position Indicator, Limit Switch, E-Flowmeter,
Pressure Gauges, Restriction Fitting, Isolation Valve,
Opening and Closing Flow Controls, Check Valves
(Stainless Steel for all Components)
The primary PRV shall be sized to match the pipe size unless approved
in writing by the Engineer. The PRV shall be hydraulically operated with
a free-floating guided piston having a seat diameter equal to the size of
the valve.
Flanges and covers shall conform to ASTM A126, Class B.
The PRV shall be fully bronze -mounted with bronze castings or parts
conforming to ASTM B62.
All PRVs shall be furnished with flanged ends sized and drilled per
ANSI/ASME B16.1, Class 125 specifications. Flanges shall be
machined to a flat face with a finish of 250 micro -inches, or machined
to a flat surface with a serrated finish per AWWA C207.
The PRV shall be purchased from the manufacturer as an assembly
and shall include a main valve, electronic actuated pressure sustaining
955
pilot control system which controls operation of the main valve, and
other operational components. The pilot valve shall be a single seated,
diaphragm operated, spring loaded type. The pilot valve shall be
attached to the main valve with piping and isolation valves arranged for
easy access to make adjustments and for its removal from the main
valve while the main valve is under pressure.
All PRVs shall be rated a minimum working pressure of 150 psi and a
hydrostatic test pressure equal to 150% of the actual rated working
pressure of the valve.
Allowable PRV size combinations of primary and secondary valves are
shown in the table below or as approved by the Engineer.
Table 619-8 — PRV Size Combinations
High Flow PRV Size
Low Flow PRV Size
8"
2" or 4"
12"
6"
16"
8"
The Contractor shall allow sufficient room around the PRV for assembly
and to make adjustments and for servicing.
Examples of manufacturers for pressure reducing valves are: Cla-Val or an
approved equivalent.
(2) Fire Hydrants — The Contactor shall submit fire hydrant product
information to the Engineer for review and approval. The information
shall include an affidavit of compliance from the hydrant manufacturer
stating that all fire hydrant standard and supplemental specifications
have been met.
A.
Hydrants. Fire hydrants shall be of the dry -barrel type
manufactured per AWWA C502. The main opening size shall be
5 '/4 inches. The hydrant shall be of the three-way type with 1
pumper nozzle and 2 hose nozzles all located in the same
horizontal plane.
The fire hydrants shall have a minimum working pressure of 150
psi. The minimum factory test pressure for assembled hydrants
shall be 300 psi in both the open and closed positions.
Under testing conditions, leakage through the drain valve shall
not exceed 5 fluid ounces per minute. No leakage shall be
allowed through the castings, main valve, joints, or stem
packing.
The hydrant pumper nozzle shall be 4'/2 inches in diameter. The
threads shall be left handed with 6 National Standard threads
per inch.
The hydrant hose nozzles shall be 2 '/2 inches in diameter and
shall have lefthanded National Standard threads.
The hydrant nozzle caps shall contain a synthetic rubber gasket
in a retaining groove. The dimension and shape of the nozzle
cap nut shall be the same as the operating shaft nut. The nozzle
cap shall be attached to the hydrant with non -kinking type steel
chains.
The operating nut shall be bronze. The nut shape shall be
pentagon and tapered. The nut size shall be 1 5/16 inches from
the point to the flat base of the nut and shall be 11/4 inches at the
top. The nut height shall be not less than 1 inch. The nut shall
be in the clockwise (right hand) direction. An arrow on top of the
hydrant bonnet shall designate the direction of opening.
Hydrants shall contain an oil reservoir that provides permanent
lubrication to the operating nut threads. O -rings shall protect the
operating mechanism from the waterway.
The barrel shall have bolted flange type component connections.
The barrel shall be manufactured to allow the top section at
increments not greater than 15 degrees for the ground line
connection.
The hydrant base (shoe) shall be epoxy lined with a minimum
thickness of 4 mils, including the lower valve (plant) and retainer.
The inlet shall be provided with a mechanical joint to
accommodate 6 inch diameter DIP.
The hydrant shall have 1 or more drain valve openings provided.
The hydrant shall have a breakaway traffic flange.
The hydrant shall be orange in color.
Examples of fire hydrant manufacturers include: Kennedy Valve
Model Guardian K-81 D, American AVK Model 2780 Nostalgic,
or an approved equivalent.
B. Extensions. No more than 1 six inch or 1 twelve inch hydrant
extension section shall be used. Extension sections shall be
available to allow the fire hydrant to be raised to a new grade
without shutting off the water.
Manufacturers of extensions shall be the same as the fire
hydrant manufacturer. For extensions that are greater than 12
inches, a grade adjustment fitting shall be used. Examples of
manufacturers for the grade adjustment fitting include: Assured
Flow Sales Inc Model GradeLok® or an approved equivalent.
C. Fire Hydrant Lateral — Pipe and Main Connection. Fire hydrant
lateral piping shall be restrained DIP or PVC. The pipe shall be
restrained by either restrained joint pipe or mechanical joint
restraints. The hydrant tee on the potable water main shall be a
swivel tee. Tapping sleeves are acceptable when connecting to
an existing potable water distribution main.
D. Fire Hydrant Lateral — Main Valve. The main valve on the fire
hydrant shall be a 6 inch, resilient seat gate valve located at the
main. The valve shall be provided with a H-20 traffic rated valve
box.
E. Drain Gravel. The fire hydrant drain gravel shall be 1 '/2 inch
washed rock.
F. Tracer Wire and Test Stations. The hydrant test station section
shall be 4 inch inside diameter with an 18 inch long flared plastic
shaft to prevent removal. The test station lid shall be a lockable
two -terminal lid and shall include a ground switch.
The cover shall be lockable, cast iron with "Water/Test" cast into
the cover. The grounding rod shall be a 1.5 pound magnesium
anode grounding rod.
Examples of test station manufacturers are: Copperhead
Industries SnakePit® or an approved equivalent.
Couplings. The Contractor shall submit the manufacturer's product
data for each type of coupling that will be utilized to the Engineer for
review and approval.
All couplings shall be compression x compression only.
Example of coupling manufacturers include: Mueller Model H-15433,
Ford Model C44, or an approved equivalent.
(4) Mechanical Couplings. The Contractor shall submit the manufacturer's
product data for each type of mechanical coupling to be utilized to the
Engineer for review and approval.
All mechanical couplings shall be of a gasketed, sleeve -type fitting with
a diameter which properly fits the pipe. The tolerance on the pipe and
coupling, together with proper bolt and gasket arrangements shall be
sufficient to ensure permanent watertight joints under all conditions.
Materials used to manufacture the mechanical couplings shall be new
and shall conform to AWWA C219.
Mechanical couplings shall be sufficiently wide so each type of pipe
joined will have as much pipe inserted in the coupling as is provided
by standard push -on mechanical joint for the pipe size and type of
material involved.
Examples of mechanical coupling manufacturers include:
Table 619-9 — Mechanical Straight Coupling Manufacturers
Manufacturer
Model Number
Size
ROMAC
Style XR501
4" through 12"
ROMAC
Style ALPHA
4" through 16"
ROMAC
Style 400
16" and larger
Smith- Blair
Style 441
All Sizes
Or approved equivalents
Table 619-10 — Mechanical Insulating Coupling Manufacturers
Manufacturer
Model Number
Size
ROMAC
Style IC501
4" through 12"
ROMAC
Style IC400
16" and larger
Smith- Blair
Style 416
All Sizes
Or approved equivalents
Table 619-11 — Mechanical Reducing Couplina Manufacturers
Manufacturer
Model Number
Size
ROMAC
Style RC501
4" through 24"
ROMAC
Style RC400
16" through 60"
Smith- Blair
Style 415
All Sizes
Or approved equivalents
Table 619-12 — Mechanical Transition Couplina Manufacturers
Manufacturer
Model Number
Size
Dresser
Style 62
All Sizes
Or approved equivalents
959
Table 619-13 — Restrained Mechanical Transition Coupling Manufacturers
Manufacturer
Model Number
Size
Smith- Blair
Style 913
All Sizes
Smith- Blair
Style 923
All Sizes
ROMAC
Restrained Flanged Coupling Adapter (RFCA)
All Sizes
Or approved equivalents
(5)
Fittings. The Contractor shall submit the manufacturer's product data for each
type of fitting to be utilized. All fittings shall be manufactured in accordance with
AWWA C104, C110, and C111. All fittings shall have either mechanical joint or
flanged joint connections.
(6) Tapping Sleeves/Saddles. Tapping sleeves shall be rated at 200 psi minimum,
working pressure. Tapping sleeves shall provide a 100% leak tight seal.
Prior to ordering tapping sleeves, a manufacturer's shop drawings and
specifications shall be submitted to the Engineer for review and approval.
Examples of tapping sleeve manufactures include: ROMAC, Ford, Smith Blair,
JCM Industries, Inc., or approved equivalent.
A. Tapping saddles 1" inclusive through 2" shall be constructed with a bronze
body and nuts, bolts, and accessories shall meet the manufacturer's
specifications.
Examples of manufacturers who manufacture tapping saddles includes:
Mueller Model H-13000 CC for C900 PVC pipe, Ford Model Style S90 CC
Hinged for C900 PVC pipe, or an approved equivalent.
B. Tapping saddles 4" and larger shall not be used when tapping into new
construction. Taps on new construction shall be made using a tee.
C.
Tapping saddles 4" and larger may be used when tapping into existing water
pipes. Tapping saddles shall be a cast iron or ductile iron mechanical joint
tapping sleeve with totally confined end gaskets.
Examples of manufacturers who manufacture tapping saddles includes:
Mueller Model H-615 CC for centrifugal PVC pipe, or an approved
equivalent.
Corporation Stops. The Contractor shall submit the manufacturer's product data
for the corporation stops to the Engineer for review and approval.
All corporation stops shall conform to AWWA C800 and shall be capable of
operating at a working pressure of 150 psi.
960
All corporation stops shall be full opening plug type and constructed of no -lead
brass.
Corporation stop inlet threads for tapping saddles shall be "cc" type only.
All corporation stop outlets shall use a compression connection.
Corporation stops shall be used for all taps which are 2" or smaller.
Tap sizes shall match line sizes, i.e., 1" corporation tap with a 1" water line.
Examples of manufactures of corporation stops include: Mueller Model H-15013,
Ford Model F1000, or an approved equivalent.
Backflow Prevention Devices. Product information sheets for proposed backflow
prevention devices shall be submitted to the Engineer for review and approval.
Test reports shall be provided to the Engineer.
Tracer wire and testing stations. All system components, including tracer wire,
connectors, ground rods, and access points shall be compatible with one
another. The component parts shall have been designed and engineered for
compatibility to ensure end to end conductivity for the purpose of detecting and
protecting underground utilities. The Contractor shall include product information
sheets for all system components to the Engineer for review and approval.
All tracer wire shall be coated with a high density polyethylene (HDPE) insulation
for direct bury and color coded per the APWA standard for the utility.
The tracer wire shall conform to ASTM standards B1010/B1010M - Standard
Specification for Copper Clad Steel Electrical Conductor for Tracer Wire
Applications, B910/B910M - Standard Specification for Annealed Copper Clad
Steel Wire, B227 — Standard Specification for Hard Drawn Copper Clad Steel
Wire, B170 - Standard Specification for Oxygen Free Electrolytic Copper
Refinery Shapes, and D1248 — Standard Specification for Polyethylene Plastic
Extrusion Materials for Wire and Cable.
If tracer wire manufacturer has not completed a 5 -year corrosion test on the
tracer wire, the manufacturer shall provide a 5 -year warranty.
For tracer wire installed in open trenches, the wire shall be copper clad steel; 12-
AWG high strength, high carbon with a minimum 450 lb break load and a
minimum 30 mil HDPE insulation coating.
For tracer wire installed in directional drilling/boring situations, the wire shall be
copper clad steel; 12-AWG extra high strength with a minimum 1,150 lb break
load and a minimum 45 mil HDPE insulation coating.
Uninsulated tracer wire and stainless steel tracer wire shall not be acceptable.
Tracer wire with insulation other than HDPE will not be allowed.
Brass or copper ground rods shall not be acceptable.
Brass fittings with tracer wire connection lugs shall not be acceptable.
Wire connections utilizing taping or spray -on waterproofing shall not be
acceptable.
An example of tracer wire manufacturers is Copperhead Industries, Inc. or
approved equivalent.
I (10) Access Points.. Access point product information sheets shall be submitted to
the Engineer for review and approval.
Examples of single -terminal access points for above grade installations include:
Cobra TM Access Point (T1-*), SnakeSkinTm Access Point (SNSK-*-01) or
approved equivalent where * denotes the color.
Examples of single -terminal access points for at -grade installations include:
SnakePit® Lite Duty (LD14*TP0, Lite Duty Adjustable (LD14*TP-ADJ), Lite Duty
LX (LDXL36*TP), Concrete/Driveway (CD14*TP Access point, or approved
equivalent where * denotes the color.
Examples of two -terminal, externally switchable lid access points include:
Copperhead's SnakePit® Lite Duty (LD14*2T-SW), Lite Duty Adjustable
(LD14*2T-ADJ-SW), Lite Duty XL (LDXL36*2T-SW), Concrete/Driveway
(CD14*2TP-SW), or approved equivalent where * denotes the color.
Examples of two -terminal access points at above ground locations include:
Cobra TM Access Point (T2-*) or approved equivalent where * is the color.
Examples of hydrant access points include Cobra TM Access Point properly
affixed to the hydrant -grade flange (T2-*-FLPKG) or approved equivalent where
* is the color. It is also acceptable to use the two -terminal, externally switchable
lid access point as described above.
I (11) Connectors. Connector product information sheets shall be submitted to the
Engineer for review and approval.
962
All mainline tracer wires shall be interconnected at intersections, mainline tees,
and mainline crosses using 3 -way locking connectors. An example of a
manufacturer for a 3 -way locking connector is Copperhead SnakeBiteTm Locking
Connector (LSC1230C) or approved equivalent.
Direct bury wire connectors shall include three-way locking connectors and
service connectors specifically manufactured for use in underground tracer wire
installation. An example of a manufacturer for a direct bury wire connector is
Copperhead SnakeBiteTm Locking Connector (LSC1230C), Copperhead
Mainline to Service Connector (3WB-01) or approved equivalent.
The connectors shall be dielectric silicone filled to seal out moisture and
corrosion.
The connectors shall be installed in a manner as to prevent any uninsulated wire
exposure.
Non -locking, friction fit, or taped connectors shall be prohibited.
(12) Disinfection. The Contractor shall submit a procedure and plan for cleaning,
disinfection, and testing of the water line system. The disinfection plan shall
include:
i. Plan describing and illustrating conformance with the appropriate AWWA
standards and this specification.
ii. Proposed locations within the system where the samples will be taken.
iii. Type of disinfecting solution and method of preparation.
iv. Method of disposal for highly chlorinated disinfecting water.
The Contractor shall submit certifications showing the employees who will be
working with concentrated chlorine solutions have been properly trained for
handling those solutions.
The Contractor shall submit certifications showing the independent testing
agency is qualified to perform bacteriological testing in accordance with AWWA
standards, agency requirements, and this Specification.
i. The independent testing agency shall be certified in the State of Colorado
with a minimum of 10 years of experience in the field of water sampling
and testing.
963
ii. The independent testing agency shall use calibrated testing instruments
and equipment. Copies of those calibrations shall be included in the
submittal.
iii. The independent testing agency shall use documented standard
procedures for performing the specified testing. Copies of the standard
procedures shall be included in the submittal.
The Contractor shall submit copies of certified bacteriological test results
confirming the area tested is free from coliform bacteria contamination.
Per AWWA C651, the Contractor shall submit the chlorinating agent and method
of application to the Engineer for acceptance. The Engineer has the authority to
restrict the method of disinfection on a case by case basis.
(13) Bedding Material. The Contractor shall submit the gradation for the type of
bedding material to be utilized.
Construction Requirements
619.03.
(a) General. All water lines shall be located in the ROW (in locations determined by the
Engineer) or within a permanent easement.
Contractors shall be licensed and bonded with Weld County to install water service
connections.
All materials used in the construction of the water line shall be new.
Trenches shall be excavated to a width sufficient to allow for proper jointing of the waterline
and thorough compaction of the backfill material per Section 206.
The minimum depth of cover for water mains shall be indicated in the plans.
The minimum effective area of thrust blocks shall be as specified in the City of Greeley
Standard Drawings, latest revision.
During installation, the pipe and other appurtenances shall be protected against falling and
damage. Damaged pipe and other appurtenances shall be reject by the Engineer.
Damaged pipe and other appurtenances shall be removed from the site.
During installation, measures shall be taken to ensure the uplifting and floating of the
backfill. The pipe shall not be installed in trenches containing groundwater. Where ground
water occurs, the bottom of the trench shall be kept free of water during pipe laying and
until backfilled. The pipe shall not be used dewater the trench.
964
Backfilling shall consist of suitable materials uniformly distributed in layers of not more than
8 inches.
Each layer of backfill shall be thoroughly compacted as required. All joints, connections,
valves, and fittings shall be watertight.
(b) Pipe and Appurtenance Deliveries. All PVC pipe shall be supplied by one manufacturer.
Pipe shall be stored per the manufacturer's specifications. Pipe gaskets and all other
installation materials shall be stored per the manufacturer's specifications.
PVC pipe shall be stored on a surface that provides even support for the pipe barrel. Pipe
shall not be stored in such a way as to be supported by the bell.
PVC pipe appurtenances shall be handled, stored, and protected in such a manner as to
protect them from damage to the materials, coatings, and finishes. All appurtenances shall
be kept free from dirt, oil, and grease while being stored. All appurtenances shall be new.
No PVC pipe shall be stored outside and exposed to sunlight. Pipe exposed to sunlight
shall not exceed the manufacturer's recommended exposure time. This time shall begin
from the date of manufacture. If the exposure time will be greater than the manufacturer's
recommended time, the pipe shall be covered with an opaque material. Air circulation shall
be provided under the covering.
PVC pipe that exhibits excessive ultraviolet deterioration and cracking shall not be used.
PVC pipes delivered to the site for placement shall be placed so as to minimize the entrance
of foreign materials. All openings in the pipe shall be closed with watertight plugs when
installation is stopped at the end of the day's work and when pipe laying activities are not
occurring. Debris, tools, clothing, rags, or other materials shall not be allowed to enter the
pipe. Precautions shall be taken to protect the interiors of pipes, fittings, and valves from
contamination.
All ductile iron pipe shall be supplied by one manufacturer. Pipe shall be handled using
slings, pipe tongs, or skids. Pipe and fittings shall not be dropped including onto cushions.
Pipe shall not be skidded or rolled into pipe that is already on the ground. Pipe coatings
and linings shall not be damaged. Pipe shall not be moved with hooks. The Contractor shall
take care to prevent damage to the ductile iron pipe and fittings by impact, bending,
compression, or abrasion.
All ductile iron pipe shall be stored and pipe lubricants shall be used to avoid contamination.
All ductile iron pipe, fittings, gaskets, and other appurtenances shall be stored per the
manufacturer's specifications.
965
Ductile iron pipe shall be stored on a surfaces that provides even support for the pipe barrel.
Pipe shall not be stored in a way as to be supported by the bell.
Ductile iron pipe shall not be stacked to a height that exceeds AWWA C600, Table 6.
Pipe barrel and fittings shall be free from dirt or other foreign objects before to installation.
Pipe and fittings shall be inspected for cracks, dents, abrasions, or other flaws before
installation. Damaged or flawed pipe or fittings shall be rejected, marked, and removed
from the site by the Contractor.
Precautions shall be taken so as not to damage the valves during delivery or storage.
Valves shall be stored off of the ground and away from materials that could contaminate
water systems. Precautions shall be taken to keep joints and internal parts of the valves
clean.
Fire hydrants shall be handled, stored, and protected in such a manner as to prevent
damage to the materials, coatings, and finishes. All fittings and joints associated with the
fire hydrants shall be kept free from dirt, oil, and grease.
Inspections: No water pipe shall be covered or backfilled until an inspection of the pipe and
bedding has been made and the Project Engineer has given approval.
All pipes and fittings shall be verified for size, material joint types, elevation, horizontal
location, and pipe service of existing pipelines before the new pipes are connected to the
existing pipelines.
In addition to any deficiencies covered by AWWA M23, PVC pipe which has any of the
following defects shall be rejected:
• Pipe which is sufficiently out of round prohibiting proper joining or to be able to pass
a mandrel test.
• Pipe with improperly formed bell and spigot ends.
• Pipe, which is fractured, cracked, chipped, dented, abrasions, or otherwise damaged.
• Pipe that has been damaged during shipping and handling. Acceptance of pipe at the
point of delivery shall not relieve the Contractor of full responsibility for any defects in
material of the completed water line.
The Contractor shall ensure the curb stop, corporation stop, and any couplings remain
exposed until after inspection and the Engineer give the approval for backfill.
All tap and service inspections shall be scheduled with the Engineer and the water district
a minimum of 48 hours prior to the desired time of inspections.
966
If the stop box or meter pit is damaged, bend, or otherwise unacceptable, the Contractor
shall be responsible for replacing the stop box or meter pit at no additional cost to the
project.
All pipe and fittings shall be examined for cracks, flaws, broken or loose lining, dents,
abrasions, and other defects. Damaged or flawed pipe shall be marked, rejected, and
removed from the site.
Valves and valve boxes shall be inspected for cracks, dents, abrasions, and other flaws
prior to installation. Damaged or flawed valves and valve boxes shall be rejected, marked,
and removed from the site.
Fire hydrants and all appurtenances, including valves and piping, shall be inspected for
cracks, dents, abrasions, and other flaws. Damaged or defective pipe and fittings shall be
rejected, marked, and removed from the site.
At the completion of the water line, the Contractor shall, in the presence of the Engineer
and water district, operate all valves to ascertain the entire facility is in good working order,
all valve boxes are centered and valves are open, all hydrants operate and drain properly,
all curb boxes are plumb, centered, and water is available at all curb stops. Any valves or
hydrants that do not meet these requirements shall be repaired or removed and replaced
as directed by the Engineer at no additional cost to the project.
Pipe Installations. The Contractor shall excavate the trench bottom and sides to permit
visual inspection and testing of the entire flange, valve, or connection.
The Contractor shall exercise the appropriate level of care when lowering the pipe into the
trench to prevent twisting or damage to the pipe.
The Contractor shall maintain a minimum of 10 feet horizontally and 18" vertically
separation from all utilities measured from the outside pipe diameter, if feasible. Where
drainage and stormwater lines are to cross above the water line, the Contractor shall
encase the water line for a minimum of 10 feet on either side of the crossed water main,
measured from the outside diameter of the pipe. Where the water line is to cross under any
open irrigation ditch, the pipe have a minimum cover of 5 feet and shall be encased.
Right angle only utility crossings are permitted above and below the water line, unless
approved in writing by the Engineer.
Bored crossings shall be a minimum of 36 inches below or 24 inches above the water line
as measured from the outside diameter of the utility crossing to the outside diameter of the
water line.
The grade shall be measured at the top of the pipe.
967
Pipes and fittings shall be joined per the manufacturer's instructions unless otherwise
shown or specified.
The pipe shall be joined to the tolerances recommended by the manufacturer. Previously
completed joints shall not be disturbed during the jointing operation.
Push -on joints for buried pipe shall be used except where indicated otherwise on the plans.
All dirt, oil, grit, excess coating, and other foreign material shall be removed from the inside
of the bell and outside of the spigot. The gasket shall be inserted and a thin film of pipe
lubricant shall be used to either be applied to the inside surface of the gasket, the endo of
the pipe, or both. The joint shall not come into contact with the ground. The pipe shall be
marked with a depth mark before assembly to ensure the spigot is inserted to the depth per
the manufacturer's recommendations. The Contractor shall not stab the joints during the
installation process.
Mechanical joints shall be installed per the manufacturer recommendations. All dirt, oil, grit,
excess coating, and other foreign material shall be removed from the inside of the bell and
outside of the spigot. The gasket shall be inserted and a thin film of pipe lubricant shall be
used to either be applied to the inside surface of the gasket, the endo of the pipe, or both.
The joint shall not come into contact with the ground. The pipe shall be marked with a depth
mark before assembly to ensure the spigot is inserted to the depth per the manufacturer's
recommendations. The Contractor shall not stab the joints during the installation process.
Nuts shall be tightened alternately on opposite sides of the pipe to produce equal pressure
on all parts of the gland. The torque on the nuts shall be done using a torque limiting
wrench. The range of pipe diameters of 4 inches to 24 inches shall be 75-90 ft-Ibs. Bolts
shall have a diameter of 3/4" inches.
Flanged joints at unburied locations shall be used unless indicated otherwise on the plans.
Flanged joints shall have the pipe extended completely through the screwed -on flanges.
The pipe end and the flanges face shall be finished by machine in a single operations. Any
restraints on the pipe that would prevent uniform gasket compression or would cause
unnecessary stress in the flange shall be eliminated. Mechanical connections shall not be
assembled until all flanged joints have been tightened. Bolts shall be tightened alternately
on opposite sides of the pipe to ensure uniform gasket compression. Hole in the flanges
shall straddle the top (or side for vertical piping) centerline.
All joints shall be watertight and free from leaks.
Mega -Lugs or approved equivalents with retainer glans on all exposed mechanical joints
shall be used for restraint.
All mechanical couplings, push -on joints, or mechanical joints shall be blocked, anchored,
or harnessed.
Concrete blocking shall be installed against undisturbed earth in a manner to allow access
to the joints.
968
Repairs to rips, punctures, or other damage to the polyethylene encasement shall be done
with tape or a short length of polyethylene encasement wrapped around the pipe and
secured int place.
The sealed encasement on the pipe shall be maintained with the polyethene with tape to
the existing lines and the ends of each encasement section.
Loose polyethylene encasement shall be used at all buried locations including fittings with
flanged or mechanical joints.
When pipe to be installed on a curve, the Contractor shall deflect the pipe at the joints using
unsymmetrical closure of the spigot into bell. If the joint deflection of standard pipe lengths
will not accommodate horizontal or vertical curves in alignment, the Contractor shall supply
shorter pipe lengths, special mitered joints, standard fabricated bends, or special fabricated
bends.
PVC pressure pipe may be curved to change alignment or grade or to avoid obstructions.
The allowable joint offset for PVC pressure pipe is shown in Table 619-1. In making the
pipe conform to the curve, the pipe lengths shall first be assembled in a straight line and
then curved as they are lowered into the trench.
Table 619-14 — Maximum PVC Pipe Joint Deflection (or 75`)/0 of the Manufacturer's
Limits, Whichever is More Restrictive
Pipe Diameter (in)
Maximum Joint Deflection (E)
8"
1°
12"
1°
16"
1°
HD Couplings
5.0°
After the joint has been made, the Contractor shall check the pipe for alignment and grade.
If the pipe is out of alignment or grade, the Contractor shall correct the installation before
moving on to the next joint.
The Contractor shall place sufficient pipe bedding material in order to secure the pipe from
moving before the next joint is installed. The Contractor shall utilize effective measures to
prevent opening of the joints during bedding and backfilling operations.
The Contractor shall complete the joint per the applicable pipe material specification and
adjust the pipe to the correct line and grade as each length of pipe is placed in the trench.
The Contractor shall make adjustments in the line and grade by scraping away or filling the
pipe bedding material under the entire length of the pipe, except at the bells. The Contractor
shall not use wedges, blocking, or mounding up the pipe or bells.
969
The Contractor shall secure the pipe in place using the specified pipe bedding material that
has been tamped under and around the pipe except at the joints. The pipe shall not be
disturbed after the jointing has been completed.
The Contractor shall install the pipeline so a positive or negative grade, as indicated in the
plans, is maintained between the high and low points.
When constructability constraints are present, deeper or shallower installation may be
permitted with written approval from the Engineer and the water district. Additional design
and installation considerations may be required by the water district depending upon the
situation.
The Contractor shall install tracer wire on all pipes made of PVC or ductile iron pipe per
subsection 619.03(h) of this specification.
The Contractor shall install underground marking tape per the City of Greeley Standard
Drawings, latest revision. The tape installation shall be continuous along the pipe.
Tap Installations. The Contractor shall make all taps on new lines, with approved
equipment, and install the service line to the curb stop prior to disinfection and pressure
testing of the water main.
Prior to making the service taps, the Contractor shall bolt everything. The Contractor shall
not make any taps with authorization from the Engineer and the water district.
All taps shall be made with a tapping saddle per these specifications and the manufacturer's
recommendations.
Tapping equipment shall be of good quality, used for the purpose intended, and used in
accordance with the manufacturer's instructions.
Taps shall not be made within 2 feet of any joint, fitting, or valve.
Taps shall be separated by at least 2 feet, measured along the pipe length, even when taps
are made on opposite sides of the pipe.
Taps shall be made at the 2:00 or 10:00 location on the pipe circumference. Taps that are
made on the same side of the pipe and within 10 feet of each other, measured along the
pipe length shall be staggered by 15 degrees.
Meter Pit and Vault Installations. The Contractor shall adjust meter pits and vaults to the
horizontal location and to the final grade as determined by the grade stakes.
Grade stakes shall be placed a minimum of 5 feet from the location of the meter pit. The
grade shall be determined from the plans. Grade stakes shall not be disturbed prior to
inspection by the Engineer and water district.
970
Meter pits or vaults shall not be installed in any street, parking area, driveway, or sidewalk
unless prior written permission is obtained from the Engineer. If a meter pit or vault is
permitted to be located in any traffic area, the pit/vault shall be required to be designed to
withstand HS -20 traffic loading.
There shall be no major landscaping (trees, boulder, shrubs over 3 feet in mature height,
etc.) or structure (retaining wall, etc.) within 10 feet of the meter pit or vault. All shrubs less
than 3 feet in mature height shall be located no closer than 5 feet to a meter pit or vault.
The finished ground around the meter pit or vault shall slope away from the lid at a minimum
grade of two percent (23k).
There shall be no plumbing connections inside the meter pit/vault.
Driveways shall be minimum of 2 feet from the edge of the pit/vault to the edge of the
driveway so maintenance or repairs of the meter pit, meter, or service can be performed.
All tees, connections, and couplings shall be a minimum of 5 feet from the meter pit/vault
wall and be on the outlet side. There shall be no tees, connections, or couplings installed
between the curb stop and the meter setter or meter horn. All pipes coming into any meter
pit/vault 3 -inches or larger shall be flanged pipe only.
The meter pit or vault shall be adjusted to'/2-inch (1/2") above final grade if the surrounding
grade is changed.
Pipeline Appurtenance Installation. The Contractor shall install valves, hydrants, blow -offs,
and other pipeline appurtenances at the locations shown on the plans or as designated by
the Engineer. All materials used in the construction of the water line shall be new.
The Contractor shall record the horizontal and vertical record measurements of the actual
location of fittings, valves, and appurtenant equipment prior to backfill. These
measurements shall be records on the As -Constructed Plans.
All dead end water lines shall have a hydrant blow -off at the end of the line. Dead end water
lines that may be extended in the future shall have a valve which controls that section of
water line left in off position. The valve shall be positioned so no service will be left without
water when the line is extended in the future.
All water services 1.5" and 2" shall be fitted with an approved backflow prevention device.
Any case where a cross -connection potential (i.e., taps) exists shall be fitted with a backflow
prevention device. Backflow prevention devices shall be installed according to the Colorado
Department of Public Health and Environment Water Quality Control Division's (CDPHE-
WQCD) Cross -Connection Control Manual, latest edition, and tested upon installation and
every year thereafter by a certified cross -connection control technician.
971
Water and Fire Service Line Installations. All water service lines and fire sprinkler lines shall
be installed per the plans.
A.
Water Service. A maximum of 1 coupling per service may be installed between the
main and the curb stop. The coupling shall be used only for repair situations and not
for utilizing short pieces of tubing during construction. Couplings shall be compression
by compression for service lines 2" and smaller.
Service lines shall be uniform in size from the corporation stop to 5 feet past the meter
pit.
The expansion loop shall not be installed higher than the top of the main being tapped.
When backfilling the service trench, bedding shall be used under and 6 inches above
the expansion loop at the service connection to the main.
B. Fire Service. Fire sprinkler service lines shall be uniform in size from the main to the
structure being serviced.
Fire sprinkler lines shall be a minimum of 4 inches in diameter.
A resilient seat gate valve the same diameter as the fire sprinkler service line shall be
installed at the main and restrained back to the mainline tee by use of restrained joint
pipe or mechanical joint restraint.
Fire sprinkler lines are not metered.
A 2" by 4" exterior grade, pressure treated wooden post shall be placed at the end of the
future service line. All wooden posts shall extend from the end of the service to a point 2
feet minimum above the ground surface and shall be painted blue. Locator balls/rings or
adequate steel to be located by a ferrous metal detector shall be placed at the end of the
service line at an adequate depth so it will not be disturbed by grading and construction
operations.
Maintenance of the marker posts shall be the responsibility of the Contractor until the
project is accepted by the water district. After acceptance, the maintenance of the marker
posts shall become the responsibility of the property owner.
All service trenches shall be subject to compaction specifications.
Where a water service or fire service line crosses another utility or any underground
structure, the service shall pass above the other utility or structure whenever possible. In
no instance shall there be less than 18 inches of clearance between the water service or
fire service line and any other utility or structure. The space between the water or fire
service line and the other utility or structure shall be backfilled with compacted bedding
material or flow -fill.
972
Curb Stop Installation. The Contractor shall install curb stops at the locations shown in the
plans.
The Contractor shall adjust the curb stop box to '/2" above final grade prior to final
inspections.
Curb stop boxes shall not be placed in driveways or sidewalks.
Curb stop boxes shall be plumb.
Curb stop boxes at tracer wire test stations shall be installed a standard valve box.
The Contractor shall demonstrate to the Engineer that the curb stops are operable prior to
acceptance.
Valve and Valve Box Installations. The Contractor shall install valves and valve boxes at
the locations shown in the plans.
A. Valves (General). With the exception of tapping valves, flanged valves shall not be
buried. Valves shall be installed in such a manner that the operating nut is
perpendicular to the pipe. The operating nut shall be accessible between 4 feet and 6
feet below finished grade. Extensions may be required for any operating nut that is
deeper than 6 feet. Buried valves shall be supported on concrete as shown in the City
of Greeley Standard Drawings, latest revision.
B. Tapping Valves. Tapping valves shall be installed per the manufacturer's
recommendation. Tapping valves and sleeves are to be hydraulically pressure tested
to 150 psi for twenty (20) minutes, with no leakage, prior to proceeding with a wet tap.
Tapping valves and sleeves shall be equipped with a threaded test hole.
C. Valve Boxes. All buried valves shall be provided with a valve box, including fire hydrant
valves, unless indicated otherwise in the plans. The valve box shall be installed so
that no stress is transmitted to the valve. The valve box shall be set plumb and directly
over the valve's operating nut. Valve operators that are mounted to 1 side of the valve
shall be located to the south or west of the valve. The soil around the valve box shall
be carefully compacted around the barrel with hand equipment to minimize
misalignment and settling of the backfill.
D. Air Release, Air/Vacuum, and Combination Air Valves. AR, A/V, and combination air
valves shall be installed at the locations shown in the plans. Air relief and vacuum
relief valves shall be installed in accordance with City of Greeley Standard Drawings,
latest revision.
E. Swing Check Valves. Swing check valves shall only be used in four -inch (4") or larger
service meter settings and shall be installed downstream of the meter. Swing check
973
valves shall be installed in a horizontal, level setting. Swing check valves shall be
installed in accordance with City of Greeley Standard Drawings, latest revision.
F. Pressure Reducing Valves. PRVs shall be installed as shown in the plans, per the
manufacturer's recommendations, and per with City of Greeley Standard Drawings,
latest revision.
Fire Hydrant Installations. The Contractor shall install all fire hydrants at locations shown in
the plans. All fire hydrants shall stand plumb and shall be installed per the City of Greeley
Standard Drawings, latest revision.
The minimum depth of bury shall be 5 feet 6 inches and the maximum depth of bury shall
be 6 feet for restrained DIP fire hydrant laterals.
All fire hydrants shall be connected to the potable water distribution main by a 6 inch
restrained DIP lateral line. A 6 inch main valve shall be installed in the lateral line and be
restrained back to the main line tee by use of restrained joint pipe or mechanical joint
restraints.
All fire hydrants shall be supported on a minimum of 1 cubic yard of compacted drain gravel
with a concrete thrust block. The concrete thrust block shall have a minimum bearing area
of 4.5 square feet. The concrete thrust block shall be placed behind the hydrant base (shoe)
against undisturbed soil. A sheet of 8 mil polyethylene film shall be placed between the
hydrant base (shoe) and the concrete thrust block. The barrel shall be polywrapped up to
final ground line.
After the concrete thrust block is poured and has ample time to cure, drain gravel shall be
placed a minimum 6 inches above the lower buried flange per the City of Greeley Standard
Drawings, latest revision. The concrete thrust block shall cure enough so that the drain
gravel will not penetrate the concrete.
Cover the gravel drain pit with polyethylene film or an approved felt material. The hydrant
drain holes shall be kept free of obstructions.
Fire hydrants placed in pavement areas shall maintain 12 inches of horizontal clearance
between the concrete and the hydrant barrel. The 12 inch space between the concrete and
the barrel shall be filled with drain gravel.
After fire hydrant installation is complete, the oil reservoir shall be checked to ensure that it
is full. If it is necessary to fill the reservoir, it shall be filled with the oil that is specified by
the hydrant manufacturer.
Tracer wire and test station box shall be installed per City of Greeley Standard Drawings,
latest revision.
974
Tracer Wire Installation. The Contractor shall install a tracer wire locating system which
meets the requirements of Senate Bill 18-167 or any newer update.
The tracer wire installation shall be performed in a manner that allows proper access for
connection of line tracing equipment, proper locating wire with loss or deterioration of low
frequency (512 Hz) signal, and without distortion of signal caused by more than one wire
being installed in close proximity to one another.
The tracer wire installation shall be tested using low frequency line tracing equipment and
shall be witnessed by the Engineer before the water line installation is accepted. This
verification testing shall be performed upon completion of the rough grading and again
before the final project acceptance. Continuity testing in lieu of actual line tracing shall not
be accepted.
If the wire will not pass an electrical current, the Contractor shall locate the break in the
tracer wire, repair the tracer wire, and continue to test until the tracer wire system works in
accordance with its intended use.
The tracer wire system shall be installed as a single continuous wire, except where using
approved connectors. Looped wire or continuous wire installations that have more than one
wire laid side by side or in close proximity to one another shall not be allowed. All tracer
wire termination points shall provide a direct connection point to the tracer wire by a utility
locater transmitter. Wire terminations in the roadway in valve boxes, cleanouts, manholes,
etc. shall not be allowed.
Any damage occurring during installation of the trace wire or subsequent backfilling shall
be immediately repaired by removing the damaged wire and installing a new section of wire
using the approved connectors. Taping and/or spray coating as a repair method shall be
not allowed.
The tracer wire system shall not be connected to existing conductive points. The Contractor
shall treat the tracer wire system as a mainline dead-end ground using an existing
waterproof connector connected to a ground rod driven into virgin soil beneath and in line
with the water line.
Tracer wire and testing stations shall be installed on the water line.. The tracer wire shall
be taped or tied to the top centerline of the pipe every 3 to 4 feet. The tracer wire shall be
secured to the water line to ensure it remains in place during the backfilling process.
A mainline tracer wire shall be installed, with all service lateral wires properly connect to
the mainline tracer wire in order to promote tracing/locating capabilities from a single
connection point. The mainline tracer wire shall be placed continuously, bypassing around
the outside of valves and fittings either on the north or east side of the water line.
All service lateral tracer wire shall be a single wire, connected to the mainline tracer wire
using a three-way mainline to service connector, installed without cutting or splicing the
975
mainline tracer wire. Tracer wire on all service laterals/stubs shall terminate at an approved
tracer wire access point located directly above the water line. Two feet of slack wire shall
be required in all tracer wire access points after meeting the final elevation. All conductive
and nonconductive services lines shall include tracer wire.
All mainline tracer wires shall be interconnected at intersection, at mainline tees, and
mainline crosses. At tees, the three wires shall be joined using a single, three-way locking
connector. At crosses, the four wires shall be joined using two, three-way locking
connectors with a short jumper wire between them.
In occurrences where an existing trace wire is encountered on an existing utility that is
being extended or tied into, the new tracer wire shall be connected using approved
connectors.
The tracer wire shall be properly grounded at all dead ends and/or stubs. Grounding of the
tracer wire shall be achieved by using 1.5 -lb drive-in, magnesium ground rods with a
minimum of 20 ft, #12 red HDPE insulated copper -clad steel wire connected to the rod
specifically manufactured for this purpose. When grounding the tracer wire at dead
ends/stubs, the ground rod shall be driven directly into virgin soil beneath and in line with
the water line.
The ground rod wire shall be connected to the ground rod terminal on a two terminal access
point lid or to the bottom terminal on a two terminal access point.
Tracer wire test stations shall be installed on all tracer wire installations. The tracer wire
shall be brought to the surface in a 2 foot cathode loop at every curb stop. The upper half
of a standard valve box shall be placed over the curb stop and cathode loop per the City of
Greeley Standard Drawings, latest revision. Fire hydrant test stations access boxes shall
be installed per manufacturer specifications.
Service laterals in Public ROW shall have trace wire that terminates at an approved at -
grade access point located at the edge of the ROW and out of the roadway. Approved at -
grade access points shall be a 2 -foot linear cathode -wire loop within the specified grounding
interval or a grounded two -terminal externally switchable lid, where there is a direct connect
point for a locate transmitter and an external switch to turn "ground" on and off from the top
of the lid.
All at -grade access points shall be identified with "water" on the cap and shall be color
coded per APWA standards. All at -grade access points shall include an encapsulated
magnet molded into the top portion of the tube to allow for detection by a ferrous metal
detector. All at -grade access points shall be supplied with anti -corrosion was/gel to protect
the tracer wire.
All two -terminal tracer wire access points shall include a manually interruptible
conductive/connective link between the terminal for the tracer wire connection and the
terminal for the ground rod connection. All two -terminal tracer wire access points shall have
976
external direct connection points to both the tracer wire and the ground rod from the top of
the lid.
The tracer wire attached to hydrants shall terminate an above -grade access properly affixed
to the hydrant -grade flange. Affixing the wire to the flange using tape or plastic ties shall
not be allowed.
Runs more than 1,000 linear feet, without service laterals, hydrants, or any other access
points shall have tracer wire access provided using an approved at -grade access point. All
deadends shall be grounded using a 1.5 lb, drive-in, magnesium ground rod.
Thrust Restraint Installations. Concrete thrust blocks and anchors for preventing movement
shall be provided at all mechanical joint plugs, tees, crosses, reducers, valves, bends, and
changes in direction of 11.25 degrees or more.
The minimum size of thrust blocks and thrust anchors shall be determined from the table
provided in the City of Greeley Standard Drawings, latest revision.
The concrete thrust block bearing surface shall be excavated into undisturbed soil. All loose
soil shall be disposed of and the location where the thrust block is to be poured shall be
carefully shaped to provide a uniform bearing surface of the required size. The concrete
thrust block bottom shall be flat and the sides shall be vertical. If the soil is to be disturbed,
making a concrete thrust block or thrust anchor unusable, alternative mechanical
restraining systems may be allowed.
The concrete thrust block shall be formed to provide access to fittings, valves, and hydrants.
Care shall be taken not to block outlets or cover bolts, nuts, clamps, or other fittings to make
them inaccessible.
The concrete thrust block shall be extended from the fitting or valve to be blocked to
undisturbed earth. Concrete thrust blocks shall be constructed so the joints and drain holes
are clear and accessible.
Concrete shall be separated from fittings, valves, and hydrants by 8 mil polyethylene film.
The Contractor shall provide a minimum of 24 hours' notice to the Engineer before the
concrete is placed.
If concrete thrust blocks cannot be used for any reason, or if otherwise required, push -on
and mechanical joints may be restrained with mechanical restraint systems. Before using
a mechanical restraint system, the Contractor shall submit the system to the Engineer for
review and approval. The Contractor shall determine the length of pipe to be restrained for
each situation where mechanical restraint systems are to be installed. Mechanical restraint
systems shall not be installed without written approval from the Engineer.
977
(n)
Jacked Pipe Installations. The term "jacking" as used shall mean jacking, boring, or other
approved construction methods. Method of installing the pipe other than jacking may be
used only with written approval from the Engineer. Trenching, jetting, or any other method
that may cause damage to the embankment or highway area or be hazardous to the
traveling public will not be permitted. When jacking is specified, the pipe must be jacked
without disrupting roadway traffic.
The sides of the jacking pit shall be supported in such a manner as to prevent any
movement or slippage of the earth during the jacking operation.
A jacking frame shall be constructed of guide timbers or rails to the exact line and grade of
the casing and shall be capable of maintaining the desired alignment and gradient
throughout the jacking operation.
Depending upon the soil conditions, the excavation operations inside the pipe shall proceed
approximately 1 foot ahead of the lead pipe. The excavation around the pipe shall be cut
accurately to line and grad and as reasonably close to the outside diameter of the pipe as
possible.
Each section of pipe in its final position shall be straight and true in alignment and grade.
Deviation in alignment and grad from beginning to end of the jacked pipe shall not exceed
plus or minus 0.3 foot per 100 feet of length.
(o) Connections to Existing System. When connecting to the existing system only water district
personnel shall operate existing system valves. The Contractor shall provide at least forty-
eight (48) hours notification before needing any valve operated, except in the case of
emergencies.
Main connections to the existing water system shall be made by wet tap or cut -in tee. All
wet taps and cut -in tees on mains smaller than 16" in diameter shall be made by the
Contractor under the supervision of the Engineer and the water district. It is the Contractor's
responsibility to provide all approved tapping materials (tapping sleeves, tapping valves,
insulator kit, etc.) Taps for new 8" and 12" main connections to existing 16" or larger mains
shall be performed by the water district unless approved in writing by the Engineer and the
water district.
Tapping sleeves and valves are required for connections to the existing water system.
Tapping sleeves for PVC and ductile iron pipe shall have a cast iron or ductile iron body.
Tapping sleeves for steel pipe hall be a weld -on type or fabricated steel.
Connections to the existing transmission or distribution mains larger than 16" shall be
limited and shall be approved by the water district.
Wet taps on existing transmission or 16" or larger distribution mains shall be submitted to
the Engineer and water district for review and approval. The submittal shall include the
manufacturer's shop drawing and specifications for the proposed tapping sleeve. Tapping
978
of connections 4" or larger shall be completed by the water district unless approved in
writing by the Engineer.
Taps on existing transmission mains or 16" or larger distribution mains shall require the
installation of an insulator kit between the tapping sleeve and the tapping valve.
Connection to cast iron mains constructed prior to 1950 may require replacement or non-
standard fittings. These connections shall be reviewed and approved by the water district.
At locations where connections to existing system are to be made, the Contractor shall
locate the existing system both horizontally and vertically. The Contractor shall verify the
exact size and material in advance of the time scheduled for making the connection.
Prior to connecting to the existing system, the Contractor shall have all labor, materials,
and equipment ready to connect the fitting to the existing system, so as to keep the shutoff
time to a minimum.
The Contractor shall notify the Engineer and the water district a minimum of 48 hours in
advance to examine the existing pipe or appurtenance and specify any necessary
adjustments in line, grade, or connection requirements to accomplish the connection. The
Contractor shall make the correction as directed by the water district.
The County and water district shall not be responsible for valve water tightness on the
existing facilities. If existing valves leak, the Contractor shall use methods at their disposal
to dewater the trench and complete any required testing and disinfection of the water line.
All new connections shall have valves installed to separate new construction from the
existing construction. The new system shall not be connected to the existing system until
the new system has been tested, disinfected, and accepted by the water district.
Water Line Testing. The Contractor shall ensure that at least seven (7) days have elapsed
since the last concrete thrust restraint was cast or a minimum of seventy-two (72) hours
have elapsed if high -early strength concrete is used.
The new piping shall be isolated with groove -end pipe caps, spectacle blinds, or blind
flanges. Test the joint between the new piping and existing piping by methods that do not
place the entire existing system under test load.
The Engineer and water district shall be notified a minimum of 48 hours prior to the test.
The Engineer and the water district shall witness the tests, record times, leakage readings,
and pressure over the length of the test.
A hydrostatic pressure test shall be performed against all new valves at the point of
connection to the existing system. This test shall be performed before connecting the new
system to the existing system.
979
Before the pipe is placed under concrete or asphalt, all testing shall be successfully
completed.
Before the test begins, all appurtenant instruments or devices that could be damaged by
the pressure testing shall be removed or suitable isolated.
After the new system has passed the required testing, the line shall be filled with potable
water. Alternative water sources shall be approved by the Engineer and the water district.
When filling the pipeline, it shall be filled at a rate which will not cause surges nor will it
exceed the rate at which the air can be released. Where permanent air release vents are
not available, the Contractor shall install corporation stops at high points in the water line
in order to evacuate trapped air. All corporation stops, which were installed to facilitate the
evacuation of the air from the water main shall be removed and plugged with a "cc" threaded
brass plug after the water main is filled and prior to testing.
The new pipe shall remain filled with water a minimum of twenty-four (24) hours before the
hydrostatic pressure test.
Before the tests, the Contractor shall inspect valves within the test section to make sure
they are fully operational. The valves shall be operated in the presence of the Engineer and
the water district.
When the existing water main is used to supply the test water, they shall be pressurized
from backflow pressures by temporarily installing a double check -valve assembly between
the test section and the supply main.
Test equipment provided by the Contractor shall be able to maintain a continuous pipe
pressure required for the test psi and accurately measure leakage from the pipe over a two
(2) hour minimum test period and a water meter shall be used to measure the amount of
water used in pressurizing the system. Leakage is defined as the quantity of water that
must be added to the pipeline to maintain a pressure within five (5) psi of the specified test
pressure after the air has been expelled and the pipe has been filled with water.
The test pressure shall be 150 psi or 150% of the operating pressure, whichever is greater,
at the highest elevation of the test section. A residual pressure, within five (5) psi of the
pressure test, shall be maintained for a minimum of 2 hours. The maximum allowable
leakage for each test section shall be determined using the following formula:
SDI
L=
148,000
Where: L = maximum allowable leakage, in gallons per hour
S = length of pipe tested, in feet
D = nominal pipe diameter, in inches
980
P = average test pressure during the leakage test, in psi (gauge)
There will be no additional leakage allowance for valves.
If the pipeline under test conditions contains sections of various diameters, the allowable
leakage will be the sum of the computed leakage for each size.
Testing shall be conducted when the backfill and compaction has been completed but
before the road improvements are constructed and the main has been flushed. Disinfection
may occur after leak testing has been completed and accepted or concurrently with the
leak testing. Disinfection shall follow the requirements listed in subsection 619.03(k) of this
specification.
Testing against the existing valves shall not be allowed. The Contractor shall provide
temporary watertight plugs and temporary thrust restraint until the test passes. After the
system passes testing, the plugs and thrust restraints shall be removed and the test section
connected to the existing valve with a cut -in sleeve or solid sleeve.
If the tests disclose leakage greater than the specified leakage rate, the defective materials
and joints shall be located and repaired. The tests shall be repeated until the leakage is
less than the maximum allowed.
With the exception of obvious leaks, passing of the pressure test shall be on the basis of
maximum allowable leakage per section tested. No leakage is allowed through the bonnet
of any valve or appurtenance. Any valve or appurtenance that is tested and leaks shall be
removed and replaced. Al visible leaks shall be repaired regardless of the maximum
allowable leakage.
Disinfection of the Water Pipe. The Contractor shall be responsible for the disinfection of
the water line.
The Contractor shall perform disinfection after completion of leakage testing and
acceptance of results. If written preapproval is provided by the Engineer, the leakage test
and disinfection can be completed at the same time.
The Contractor shall disinfect all pipe and fittings which will be installed between the new
main and the existing mains, which will not be subjected to the standard chlorination
procedure. The Contractor shall notify Engineer and the water district a minimum of 48
hours before the disinfection so they can be onsite to observe.
The Contractor shall flush and satisfactorily disinfect new water lines prior to acceptance of
the lines by the Engineer and the water district and placing them in service. The Contractor
shall not connect the new water lines shall to the existing lines until the new lines have
been flushed, tested, disinfected, and accepted by the Engineer and the water district.
981
The Contractor under NO circumstances shall connect the non -disinfected water line to an
existing disinfected potable water main without prior written approval by the Engineer and
water district.
The Contractor shall flush the connection as soon as possible after making the connections,
so as to prevent contamination of the existing facilities. The Contractor shall take every
precaution necessary to prevent dirt or debris from entering the main.
The Contractor shall complete flushing and disinfection in accordance with AWWA C651,
except as modified by these Specifications.
The Contractor shall furnish chemicals and equipment, such as pumps and hoses, to
accomplish the disinfection.
Upon approval from the water district, water used to fill the water line may be supplied using
a temporary connection to existing distribution system. If written approval from the water
district is not provided, the Contractor shall identify where the water used to fill the water
line is coming from. The Contractor shall provide protection against cross -connections and
appropriate backflow preventer assembly as required by AWWA C651.
The Contractor shall disinfect items installed or modified under this Project, intended to
hold, transport, or otherwise come into contact with potable water.
The Contractor shall exercise extreme care in handling hypochlorites as they are known to
be dangerous to worker's health.
The Contractor shall keep the pipe and fittings dry during installation. If it is not possible to
keep the pipe and fittings dry during installation, the Contractor shall make every effort to
assure that any water entering the pipe joint spaces contains an available chlorine
concentration of approximately 25 mg/L. This may be accomplished by adding calcium
hypochlorite granules to each length of pipe before it is lowered into the wet trench.
If the water line is flooded during construction, the Contractor shall clear the flood water by
draining and flushing the water line with potable water until clean. The section of water line
exposed to the flood water shall be then filled with chlorinated potable water which at the
end of a 24 hour holding period shall have a free chlorine residual of not less than 25 mg/L.
The chlorinated water may be drained or flushed from the water line. After construction is
completed, the Contractor shall disinfect the water line using the continuous feed or slug
method.
If dirt and debris manages to enter the water line and in the opinion of the Engineer, will not
be removed by the flushing operation, the interior of the water line pipe shall be cleaned by
mechanical means and then shall be swabbed with a 1`)/0 hypochlorite disinfection solution.
Cleaning with the use of a pig, swab, or "go -devil" shall be undertaken only when such
operations will not force mud or debris into pipe joint spaces.
982
When filling the water line, only the water district shall operate district owned valves to
prevent the disinfecting solution from flowing back into the line supplying the water.
Where permanent air release valves are not available, the Contractor shall install
corporation stops at high points in the water line in order to evacuate trapped air. All
corporation stops shall be installed using an approved tapping saddle. No direct taps into
the water line will be allowed. All corporation stops, which were installed to facilitate
evacuation of air from the water line, shall be removed and plugged with a "cc" threaded
plug after the water line is filled and prior to pressure testing. All tap locations shall be
shown on the As -Constructed drawings.
Water supplied from a temporary, backflow protected connection to the existing water line
system or other approved supply source, shall flow at a constant measured rate into the
new water line system.
Prior to the application of disinfectants, the Contractor shall clean all water lines of loose
and suspended material. If the continuous feed method or the slug method of disinfection,
as described in AWWA C651, are used to flush the water lines with potable water, the
Contractor shall flush until the water is clear of suspended solids and color. The Contractor
shall supply hoses, temporary pipes, ditches, and other conduits as needed to dispose of
flushing water without damage to adjacent properties.
The Contractor shall flush distribution lines prior to flushing hydrants and service
connections. During the flushing operation, the Contractor shall operate valves at least
twice during the flushing operation.
The Contractor shall allow freshwater and disinfectant solution to flow into the water line or
vessel at a measured rate so the chlorine -water solution is at a specified strength. The
Contractor shall not place concentrated liquid commercial disinfectant into the water line or
other facilities before it is filled with water.
A. General Methods for Disinfection of Water Lines. The Contractor shall sample and
test water from the water line system extremities until clear, potable water is obtained.
The Contractor shall properly and legally dispose of flushing and heavily chlorinated
water. The Contractor shall not allow the flushing and heavily chlorinated water to flow
into a waterway without neutralizing the disinfectant residual. See the appendix of
AWWA C651 for acceptable neutralization methods.
B. Tablet Method for Disinfection of Water Lines. The tablet method consists of placing
calcium hypochlorite tables in the water line as it is being installed and then filling the
water line with potable water when the installation is complete. This method may be
used only if the pipes and appurtenances are kept clean and dry during construction.
During the construction, 5 gram calcium hypochlorite tablets shall be placed in each
section of pipe. Additionally, one table shall be placed in each hydrant, hydrant branch,
983
or other appurtenance. The number of 5 gram tables required for each pipe section
shall be determined using the following equation:
Number of tablets = 0.0012d2* L
Where d = the inside diameter of the pipe, in inches and
L = the length of the pipe section, in feet.
The result shall be rounded to the next higher integer. Reference Table 2,
AWWA C651 for commonly used sizes of pipes.
Tablets shall be attached to the top of the pipe by a food grade adhesive. The adhesive
shall be only on the broadside of the tablet attached to the surface of the pipe. If the
tablets are attached before the pipe section is placed in the trench, their position shall
be marked on the section to indicate that the pipe has been installed with the tablets
at the top of the pipe.
The Contractor shall introduce water into the water line at a velocity of no greater than
1 foot per second (fps). The chlorinated water shall be retained in the water lines for
a minimum of 24 hours. If the water temperature is less than 41 °F, the water shall
remain in the pipe for at least 48 hours. Detectable chlorine residual of not less than
10 mg/L shall be found at each sampling point after the 24 or 48 hour periods.
C. Continuous Feed Method for Disinfection of Water Lines. The continuous feed method
of disinfecting water lines consists of completely filling the water line to remove all air
pockets, flushing the completed water line to remove particulates, and filling the water
line with potable water.
Chlorinated water shall be introduced into the water lines at a point of not more than
10 feet downstream from the beginning of the new water line. Water entering the new
water line shall receive a dose of chlorine fed at a constant rate such that the water
will not have less than 25 mg/L of free chlorine. The entire water line shall be filled
with the chlorine solution. Refer to Table 4, AWWA C651 for the required chlorine
amounts. Prior to and during the disinfection process, the valves shall be positioned
so the chlorine solution in the newly constructed water line will not flow into existing
water lines or into water lines that are in active service.
The chlorinated water shall be retained in the new water lines for a minimum of 24
hours, at which time the treated water in all portions of the water line shall have a free
chlorine residual of not less than 10 mg/L.
D. Slug Method for Disinfection of Water Lines. The slug method consists of placing
calcium hypochlorite granules in the water line during construction, completely filling
the water line to eliminate air pocket, flushing the water line to remove particulates,
and slowly flowing a slug of water dosed with chlorine with a concentration of 100
mg/L through the water pipes.
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The calcium hypochlorite granules may only be used with prior written approval from
the Engineer. During construction, the calcium hypochlorite granules shall be placed
at the upstream end each pipe section and at the upstream end of each branch water
line. The quantity of granules to be used shall be as referenced in Table 1, AWWA
C651.
At a point not more than 10 feet downstream from the beginning of the new waterline,
water entering the system shall receive a dose of chlorine fed at a constant rate so
the water will not have less than 100 mg/L of free chlorine.
The chlorine shall be applied continuously and for a sufficient period of time to develop
a solid column, or "slug" of chlorinated water that will, as it moves through the water
line, expose all interior surfaces to a concentration of approximately 100 mg/L.
The free chlorine residual shall be measured in the slug as it moves through the water
line. If the free chlorine drops below 50 mg/L, the flow shall be stopped, the
chlorination equipment moved to the head of the slug, and as flow resumes, chlorine
shall be applied to restore the free chlorine in the slug to not less than 100 mg/L.
The flow rate shall be set so all interior surfaces are exposed to a chlorine
concentration of approximately 100 mg/L for a minimum of 3 hours.
All pipes and fittings which will be installed after the pipe has been chlorinated or installed
at connections to the existing water line, which will not be subject to chlorination, shall be
disinfected. The ends of the existing pipe shall be thoroughly cleaned both inside and
outside before any new parts are installed. The ends of the existing pipe shall be sprayed
with a concentrated chlorine solution (minimum of 100 parts per million chlorine), both
inside and outside of the pipe. The inside of the pipe shall be sprayed as far back into the
water line as possible. All inside surfaces of any new material that will have contact with
potable water shall be cleaned and sprayed with a concentrated chlorine solution (minimum
of 100 parts per million chlorine). This includes middle rings, gaskets for mechanical
couplings, punch joints, mechanical joints, and split sleeves.
After the applicable retention period, the heavily chlorinated water shall be flushed from the
water lines until chlorine measurement show the concentration in the water leaving the
water line is no higher than the generally prevailing in the system, or less than 1 mg/L.
The Contractor shall be responsible for all necessary permits. Copies of the permits shall
be submitted to the Engineer. The Contractor shall also ensure that no environmental
damage occurs from the flushed water line. Refer to Appendix B of AWWA C651 for a list
of neutralizing chemicals.
The testing agency retained by the Contractor shall collect water samples to test for
bacteriological quality to show the absence of coliform and heterotrophic organisms in the
water lines. Testing shall be done after final flushing and disinfection procedures. Under no
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circumstances shall the water line be put into service before the bacteriological testing is
completed and the results have been provided to the Engineer.
The Contractor shall schedule with the testing agency for sample collection and
bacteriological testing. The Contractor shall notify the Engineer and the water district a
minimum of 48 hours prior to the testing so they can be present to observe the sampling.
The testing agency, based upon AWWA C651, shall determine the number and frequency
of the samples. All test results shall be sent to the Engineer for review and approval. Water
lines shall not be placed into service until written acceptance is obtained from the Engineer.
If the initial disinfection, or subsequent disinfections, fail to produce satisfactory samples,
the water line shall be re -flushed and resampled. If the samples are still not satisfactory,
the continuous -feed or slug method of chlorination shall be used to re -chlorinate the water
line until satisfactory results are obtained.
Method of Measurement
619.04. Water lines of the various types will be measured by the linear foot in place and shall
include all fittings, joint restraints, tracer wire and testing locations, polyethylene wrap, and other
appurtenances.
Valves, including valve boxes, will be measured by the actual number of the specified type and
size used in the completed water lines and accepted.
Fire hydrants and all fittings, joint restraints, trace wire and testing locations, polyethylene wrap,
and other appurtenances will be measured by the actual number of type and size of fire hydrants
installed and accepted.
Curb stops, including all appurtenances, will be measured by the actual number installed and
accepted.
Water taps, including all appurtenances, will be measured by the actual number of the specified
size installed and accepted.
Water and fire service lines will be measured by the linear foot in place and accepted. All fittings,
couplings, tracer wire and test stations, and other appurtenances will not be measured and paid
for separately but shall be included in the work.
Meter pits, including all appurtenances, will be measured by the actual number installed and
accepted.
The quantity of jacked pipe will be measured by the linear foot completed in place and accepted.
Basis of Payment
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619.05. The accepted quantities of water line will be paid for at the contract unit price for each
of the pay items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Inch Ductile Iron Pipe
Linear Foot
Inch PVC Pipe
Linear Foot
Inch Water Service Line
Linear Foot
Inch Fire Service Line
Linear Foot
Inch Welded Steel Pipe (Jacked)
Linear Foot
Inch (Type) Valve and Valve Box
Each
Inch Fire Hydrant
Each
Inch Curb Stop
Each
Inch Water Tap
Each
Inch Water Meter
Each
Structure excavation and structure backfill for lines with a diameter of 12 inches and smaller will
not be measured and paid for separately but shall be included in the work.
Structure excavation and structure backfill for lines larger than 12 inches shall be measured and
paid for per Section 206.
Disinfection and water line testing shall not be measured and paid for separately but shall be
included in the work.
Connections from the new water lines to the existing water lines shall not be measured and paid
for separately but shall be included in the work.
Thrust restraints and or blocks shall not be measured and paid for separately but shall be
included in the work.
All work incidental to installing jacked pipe will not be measured and paid for separately but shall
be included in the work.
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Section 620 — Field Facilities
Description
620.01. The Contractor shall furnish field offices, sanitary facilities and field laboratories when
called for on the plans or as directed. These units are to be maintained by the Contractor and
shall be removed when the project is completed unless released earlier by the Engineer.
Per Section 107.02, the Contractor shall apply for and obtain a zoning permit for a manufactured
home (ZPMH) from the Weld County Department of Planning and Zoning for field offices, field
laboratories, and commercial plant laboratories (as required).
The Contractor shall apply for and obtain a building permit from the Weld County Building
Department for any electrical connections. A building permit shall be required for any field office,
field laboratory, or commercial plant laboratory (as required) that is connected to a generator or
an electrical meter.
The Contractor shall be responsible for coordinating all required inspections.
The ZPMH and building permits shall be obtained before the start of any work activities on the
project.
Failure to obtain the ZPMH and building permits shall result in the assessment of liquidated
damages as outlined in Subsection 620.06.
Materials
620.02 Field Offices. Field offices, either Class 1 or Class 2 as designated on the plans, shall
substantially conform to the details shown on the plans and to the requirements of this section.
The specifications and plans shall identify if the Contractor is required to furnish the field office
or if the County will furnish the field office.
(a) When the field office is supplied by Weld County, the Contractor shall be responsible for
transporting it to the project site using a sub -contractor which has specialized equipment to
move the field office. The sub -contractor shall be capable of setting, leveling, and tying the
field office down per the applicable building codes. Weld County in its sole discretion shall
approve the sub -contractor authorized to move the field office before it being moved. The
use of a pickup truck will not be allowed to move the field office.
Weld County will provide a location from which the field office is to be moved from.
Following completion of the project, the field office shall be returned to 1755 Holly Ave,
Greeley, CO. The Contractor is responsible for returning the field office in the same or
better condition than when picked up.
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(b) When the field office is to be supplied by the Contractor, the Contractor shall be responsible
for transporting it to and from the project site. The Contractor shall set, level, and tie the
field office down per the applicable building codes.
The field office shall be equipped with reliable, high speed internet access (minimum
download speed of 5 Mbps) for the sole use of Weld County employees or agents (assume
4 users). The Contractor shall be responsible for providing separate internet access for
their employees. Required internet services include SSL, VPN, VOIP, and other internet
services. The order of preference for internet connections is provided below. If reliable data
services are not available, data signal boosters may be required to meet the bandwidth and
throughput requirements.
(1) Hard wired broadband or DSL (i.e., Xfinity, CenturyLink, Comcast, etc.)
(2) Radio broadband (i.e., Rise Broadband, etc.)
(3) Satellite broadband (i.e., HughesNet, Viasat, etc.)
(4) Cellular Radio — if speed and signal strength requirements are met.
(5) Wireless hotspots — only if there is no other option. One hotspot shall be provided per
County employee assigned to the project. Wireless hotspot configurations must
include WPA2 and AES encryption for SSID authentication.
(c) The field office shall be equipped by the Contractor with the following:
(1) Electricity: If commercial power is available, the service shall be a minimum of 3,000 -
watt, 115-125 AC facility for the field office. If commercial power is not available,
independent generators shall be provided. Generators shall be a minimum of 25kW.
(2) Office Lighting: All overhead lighting shall meet OSHA and code requirements for
office spaces.
(3) Ventilation: The field office shall be equipped with heating, ventilation, and air
conditioning systems adequate for office use.
(4) Parking: The Contractor shall provide an all-weather parking area with one parking
space per County employee assigned to the project plus 6 visitor parking spaces.
(5) Janitorial: The Contractor shall provide weekly janitorial services. The janitorial
services shall include trash bags in all trash cans, sweeping and mopping of the floors,
and general cleanup of the offices and meeting spaces. Trash cans both inside and
outside of the trailer shall be emptied weekly.
(6) Sanitary: Sanitary facilities shall be provided as part of the field office. Although these
facilities are not required to be `dedicated' to the field office, the facilities shall be
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located within 50 feet of the field office and shall be serviced and maintained in a
sanitary condition. The sanitary facility shall be located downwind of the field office.
Access: The Contractor shall install and remove a staircase/landing at each field office
entrance. The Contractor shall also provide maintenance of the exterior of the office
trailer including but not limited to access to the parking area and snow removal.
Office Supplies:
1. One office type color photocopier/laser printer/scanner machine (a multi -purpose
desktop printer will not suffice) with separate trays for 8.5" x 11", 8.5" x 14" and 11"
x 17" paper.
The copier shall be capable of automatically stapling a minimum of 30 sheets
(8.5" x 11");
The copier shall be equipped with a standard 50 sheet document feeder;
The copier shall have a minimum resolution of 600 x 600 dpi;
The copier shall have a minimum of 256 levels of greyscale and shall have
both manual and automatic exposure adjustments;
The copier shall have reducing and enlarging ratios between 25% and 400%
in 1`)/0 increments;
F. The copier shall have the following features as a minimum: auto
magnification, auto paper selection, auto tray switch, booklet/magazine copy,
center/border erase, document server, rotate sorting, handle up to 10
separate print jobs, and touch screen control panel;
G. The copier shall be capable of copying a minimum of 35 pages per minute;
H. The scanner shall utilize an embedded scanner capable of 52 ipm at 200 dpi;
I. The scanner shall be capable of a minimum scanning resolution of 600 dpi;
J. The scanner shall be capable of scanning pages of up to 11" x 17" to TIFF,
JPEG, and PDF formats;
K. The printer shall be capable of printing a minimum of 35 pages per minute;
L. The printer shall be capable of printing at a resolution of up to 600 dpi;
The office copier/scanner/printer shall be capable of transmitting the scanned file
to multiple email addresses;
990
3. Toner, parts, service and repairs shall be provided by the Contractor. Repair and
maintenance services shall be provided within 5 business days of notification;
4. In the event, of theft, the Contractor shall provide a replacement device with 3
business days;
(9)
5. The device shall be capable of wireless networking with all offices in the field
office;
6. Paper (Letter and Tabloid sizes) shall be provided by the Contractor;
7. The copy machine shall be wheel mounted and shall be capable of rolling to
different locations within the office.
Office Furniture: Shall be per CDOT Standard Plan M-620-12. Additionally, the
following items shall be provided by the Contractor:
1. Each office shall be provided with a minimum of 2 five -gallon trash cans. The
common area shall be provided with a minimum 35 -gallon trash can. The
Contractor shall provide appropriately sized trash bags for all trash cans.
2. The common area shall have a minimum of 15 metal folding chairs that can be
used for meetings. A folding conference table that is a minimum of 8 feet long
and 3 feet wide shall be provided in the common area.
3. A 5 -gallon drinking water cooler capable of providing hot and cold water.
4. 1,000 Watt minimum microwave oven.
5. Mini -refrigerator, 3.3 cubic foot minimum.
6. Landline telephone and fax service is only required in the event that there is no
cell phone reception at the office location.
All office equipment/supplies and office furniture to be provided for this project shall
be free of blemishes and in proper working order. The Engineer or Inspector shall
approve the office equipment/supplies and office furniture before placement in the
office trailer.
620.03 Field Laboratories.
Field laboratories, as designated on the plans, shall substantially conform to the details shown
on the plans, on the CDOT M&S Standard (M-620-2), and to the requirements of this section.
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All Concrete Flexural strength specimens used in determining acceptance and verification
shall be sampled, cast, cured, and tested onsite in the laboratory by qualified personnel. The
field laboratory shall include enough storage capacity to store all project concrete specimens.
Separate storage facilities may be required at no additional cost to the project. A concrete break
machine shall be included in the laboratory inventory. Additional on -site cure -storage shall be
the responsibility of the Contractor.
The laboratory and the Contractor's personnel performing acceptance testing of the flexural
strength specimens, as required in Section 106.06(a)(6), shall meet requirements of CP-10 when
required by the Contract. It is the Contractor's responsibility to ensure conformance of the
laboratory, equipment and process control (PC) personnel. It is the Owner's responsibility to
ensure conformance to CP-10 of owner acceptance (OA) Personnel.
In addition to the PCCP flexural strength acceptance and verification testing, the onsite
laboratory shall also be used for intermittent soil testing (One -point, Proctors, Classifications,
Atterberg Limits, etc.) by both the Contractor's PC and the Owner's OA personnel.
Each laboratory shall be qualified per CP 10.
620.04 Commercial Plant Laboratory. The plant laboratory at the site of the commercial hot
mix plant shall consist of weatherproof, insulated, mobile house -type trailer or other approved
structure having equipment meeting the following minimum requirements.
Each laboratory shall be qualified per CP 10.
(1) Outside Dimensions: 28 feet long x 12 feet wide if a separate facility is provided, or inside
area of 175 square feet with a minimum width of 7 feet when not a separate facility
(2) Drinking Water Supply: Dispensed from an acceptable water cooling device
(3) Testing Water Supply: 100 gallons, insulated and pressurized by pump, minimum 30 psi
delivery pressure
(4) Shelving: 24 linear feet
(5) Sink: One, with faucet
(6) Fire Extinguisher: One, non-toxic, dry chemical, meeting Underwriters Laboratories, Inc.
approval for 10 -pound class ABC with 20 BC rating
Work Bench: 19 feet x 30 inches x 36 inches high
Lighting: Adequate fluorescent lighting directly over all work bench and desk areas
Range: One, 30 -inch free standing, oven with reinforced racks, and four surface burners
(7)
(8)
(9)
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(10) Forced Air Convection Oven: Rated at least 1,500 watts
(11) Sieve Shaker: One, motor -driven, standard portable, capable of handling a set of 8 inch or
12 inch US standard sieves, mounted 24 inches above floor in a soundproof, insulated
enclosure having hinged openings
(12) Heating: Furnace, 200 BTU per square foot, minimum, forced air type
(13) Telephone: Minimum flat rate service from nearest exchange
(14) Air Conditioner: Adequate for laboratory size
(15) Furniture: Desk with at least one drawer. One desk chair with rollers. One stool with height
compatible with work bench
(16) Electronic Balance: Balance complying with AASHTO M231 capable of weighing at least
35 pounds to an accuracy of 0.2 gram
(17) Recording Thermometer: Electrical or mechanical thermometer for curing tanks
(18) Microwave Oven: One, 1.5 cubic foot, with at least five power levels, and revolving floor or
rotating power source
620.05 Sanitary Facilities. Sanitary facilities shall consist of a portable chemical toilet fabricated
from steel, fiberglass or wood, meeting the following minimum requirements:
Each facility shall be well ventilated, conform to State law, have a vented chemical tank, and a
separate urinal.
Construction Requirements
620.06. The Contractor shall furnish a suitable site for field facilities. The site may be located
within the right of way with approval of the Engineer. If located within the right of way, the
Contractor shall be responsible for restoring the area.
The Contractor shall be responsible for locating and installing the field office trailer in a location
that is acceptable to Weld County. The Contractor shall obtain the necessary permits for the
installation of the field office trailer.
The field office trailer and field laboratory trailer shall be set up including all utilities before the
start of construction. Start of construction shall be anything other than mobilization and
surveying. Both parties shall participate in a facility condition inspection before and at the
completion of occupancy.
993
Set up locations shall be as close as possible to the construction site but in no case shall it
exceed more than '/2 miles from the project site. Field office shall stay on site and operational
until final acceptance is given by the Engineer.
If the field trailers are not set up at the start of construction, liquidated damages in the amount
of 5% of the bid amount for the field office and or field laboratory will be deducted daily until it is
placed and fully functional. If the bid amount for the field office is less than $10,000 or if the
deductions reduce the bid amount below $10,000, then deductions will continue at 5% of the
overall project bid price until the office is placed and fully functional. The amount to be deducted
will occur daily until the field office is placed and fully functional.
In the event the office trailer, laboratory trailer, or appurtenant facilities are stolen, destroyed, or
damaged during the work, except by fault of Weld County, the Contractor shall, at its expense,
repair or replace those items to their original condition within five calendar days. If loss or
damage is caused by Weld County personnel, the Contractor shall replace the facilities within
five calendar days, except Weld County shall be responsible for the costs incurred.
Facilities shall be on the project, leveled and ready for use before the start of any operations.
Facilities shall be for the exclusive use of Department personnel.
Sanitary facilities shall be placed at least 50 feet from the nearest State Water, in locations
accessible for servicing, and not in low-lying areas subject to ponding. They shall be anchored
to prevent movement or overturning.
The Contractor shall provide replacement equipment due to breakdown, damage, or theft within
five workdays.
620.07 Maintenance, Service and Utilities. The Contractor shall furnish the following:
Table 620-1 — Maintenance, Service, and Utilities Furnished by Contractor
Fuel:
Adequate supply for heating and testing operations.
Electricity:
A 3,000 watt, 115 -125 -volt AC facility for each field office and field laboratory.
Independent generators shall be provided where commercial power is not
available
Telephone:
Minimum flat rate service from nearest exchange for each field office laboratory
as directed. (Only if cell phone coverage is not available.)
Sanitary:
Sanitary facilities shall be serviced and maintained in a sanitary condition.
Trash:
The Contractor shall provide and maintain suitable containers and shall haul
away as necessary.
Method of Measurement and Basis of Payment
620.08. The various facilities complete with utilities, will be measured and paid for at the contract
unit price for each of the pay items listed below that appear in the bid schedule.
Payment will be made under:
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Pay Item
Pay Unit
Field Office (Class_)
Each
Sanitary Facility
Each
Field Laboratory (Class )
Each
Field Office (Class 2)(County Provided)
Each
Field Office (Class 2)(Contractor Provided)
Each
Payment will be full compensation for Field Laboratory (Class1) or (Class 2), including all
appurtenant items specified in the Contract.
Restoration of the field facility areas will not be paid for separately but shall be included in the
cost of the item.
The cost of the concrete break machine and additional concrete specimen storage facilities shall
not be paid for separately but shall be included in the Work.
The cost of obtaining the ZPMH and building permits shall not be paid for separately but shall
be included in the Work.
995
Section 621 — Detour Pavement
Description
621.01. This work consists of constructing, maintaining, and removing detour pavement as
shown on the plans.
Materials
621.02. The Contractor shall be responsible for quality control required to assure adequate
quality of hot mix asphalt and aggregate base course used in the pavement.
The Contractor shall provide a method statement describing how the detour pavement will be
constructed maintained, and removed.
Construction Requirements
621.03. The minimum thickness of detour pavement shall be 6" Aggregate Base Course (Class
6) plus 3" Hot Mix Asphalt (Grading S)(100)(PG 64-22). If the materials used require that the
Contractor provide thicknesses greater than minimum to serve for the life of the detour
pavement, these shall be provided at no additional costs. The detour pavement construction
shall include grading, sawing existing pavement and pavement appurtenances, embankment
material, planning, and other items of work necessary for the construction of detour pavement.
The Contractor shall remove the detour pavement when it is no longer needed to maintain traffic.
The removal of the detour will not be paid for separately but shall be considered subsidiary to
this item.
The Contractor shall construct temporary ditches, temporary culvert pipe, and maintain existing
storm drains necessary for the control of storm drainage.
The Contractor shall be responsible for ensuring all embankment construction for Detour
Pavement is constructed per applicable portions of Section 203 of the Standard Specification for
Road and Bridge Construction.
The Contractor shall provide smooth pavement transitions between new and existing roadways.
Transverse joints between new and existing pavement shall be constructed with Hot Mix Asphalt.
Grade differences shall not exceed 4 percent break -over. Transverse joint tapers shall be 20'
horizontal to 1" vertical or flatter. Longitudinal joints which have a vertical drop-off shall be
tapered with Hot Mix Asphalt. Tapers shall be 8 horizontal to 1 vertical or flatter.
621.04. The Contractor shall maintain the detour for the entire period that is required to the
satisfaction of the Engineer. The cost for maintenance of the detour paving shall be included in
the cost of the work unless specifically identified in the Contract. If the maintenance of the detour
paving is included in the Contract, it will be paid according to the Contract unit prices. The
Engineer shall determine when maintenance is required on the detour paving.
996
I
Method of Measurement
621.05. Hot Mix Asphalt used for the Detour Pavement shall be measured by the square yard
per the dimensions shown on the plans. Embankment material, Unclassified Excavation, and
Aggregate Base Course required to build the Detour Pavement and the removal of Detour
Pavement at the end of the project will not be measured and paid for separately but included in
the cost of Detour Pavement.
Basis of Payment
621.06. The accepted quantities will be paid for at the contract unit price per unit of measurement
for each of the pay items listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Detour Pavement
Square Yard
997
Section 622 — Rest Areas and Buildings
Description
622.01. This work consists of the construction of various facilities in rest areas and other areas
per these specifications and in conformity to the lines, grades, dimensions and details shown on
the plans or established.
When information shown on the plans are of general arrangements only, the Engineer will
establish exact locations, measurements, levels, etc., at the site to adapt the work to suit actual
conditions.
This work consists of the installation of concrete filled bollards as shown in the plans. The work
shall include all materials required to install the bollards, labor, equipment, and services
necessary for the proper installation of the bollards.
Materials
622.02. All materials used in the construction shall conform to the requirements of Section 717
and to the details shown on the plans or established.
All materials used in the construction of the bollards shall conform to the details shown in the
plans.
Bollards shall be fabricated using 6 inch diameter, schedule 40 steel pipes. The bollard pipe
shall extend 3 feet above the adjacent finished grade. The bollard pipe shall extend a minimum
of 2 feet 6 inches below the adjacent finished grade and shall be encased in Class D Concrete
as shown in the plans. The bollard pipe shall be painted safety yellow.
The pipes shall be filled with Class D concrete. The concrete shall be domed above the top of
the pipe.
622.03 Shop Drawings and Descriptive Brochures. At the Pre -construction Conference, the
Contractor shall submit to the Department five copies of shop drawings or descriptive brochures
for all materials and equipment to be incorporated in the work for review by the Engineer.
All work for which shop drawings or descriptive brochures are required must be performed per
such drawings, and work on the item shall not be started until review of said drawings.
All shop drawings or descriptive brochures must be complete in every respect, numbered
consecutively, have the name of the project printed thereon, and each transmittal must be
accompanied by a letter directing the Engineer's attention to any changes from the plans.
After shop drawings and descriptive brochures have been reviewed, any portion of the work
covered by the shop drawings that modify the plans shall be rejected as soon as such
998
modification is discovered unless said modification has been specifically pointed out to the
Engineer review.
The review of such shop drawings and descriptive brochures will be general in character and
shall not relieve the Contractor from responsibility for their accuracy or for proper fitting and
construction of the work, or from the necessity of furnishing any materials and workmanship
required by the Contract, which may not be indicated on shop drawings when reviewed.
Construction Requirements
622.04 Construction Material. Structure excavation and structure backfill shall conform to the
requirements of Section 206. Treated timber shall conform to the requirements of Section 508.
Concrete shall be Class "B" and conform to the requirements of Section 601. Reinforcing steel
and fabric shall conform to the requirements of Section 602.
The Contractor submit the type of steel and paint to be used for the bollards to the Engineer for
review and approval. The Contractor shall excavate the holes, set the bollards, and encase the
base of the bollards in concrete.
(a) Paint application. The Contractor shall prepare the painting surfaces for primer and paint.
The Contractor shall prepare and paint the bollards in accordance with the paint
manufacturer's recommendations.
(b) Paint Coating Schedule. Apply one coat of primer. Apply two coats of paint.
622.05 Services of Factory Representative. It is important that the Department be protected
as far as possible against the discontinuance of the make of equipment to be purchased, and
that repair parts and the services of expert factory representatives be available if desired. Under
these conditions the Contractor shall not furnish equipment made by firms in the hands of
receivers.
622.06 Maintenance Manuals. The Contractor shall furnish to the Engineer five copies of
instructions for the operation, lubrication and maintenance for all major items of equipment. The
Contractor shall assemble all literature into five coordinated manuals with additional information
describing the combined operation of field -assembled units, including as -constructed wiring
diagrams. Manuals shall also contain the names, addresses of the manufacturer, and the local
representative who stocks or furnishes repair parts for all items of equipment. All five manuals
shall be turned over to the Engineer for review and distribution to the Department. Manuals shall
include but not be limited to the above information for the following equipment: Furnace, water
heater, well pump, exhaust fan, incinerators, timer, septic tank, emergency battery charger, and
area luminaires.
622.07 Temporary Heat. All heating and electrical service required during construction for the
satisfactory prosecution of the work shall be furnished by the Contractor. Heating units must be
of approved types, and equipment and surroundings shall be kept in a clean and safe condition.
Open fires will not be permitted.
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622.08 Temporary Utilities.
(a) Water for Construction Purposes. The Contractor may use water pumped by the permanent
well pump and equipment, if approved by the Engineer. The Contractor shall provide
potable water for construction purposes at his expense. If temporary pumps are approved,
all sanitary precautions necessary to prevent contamination of the well shall be taken.
(b) Electrical. The Contractor shall furnish at his expense, all electrical power required for
construction.
622.09 Barricades. When required, the Contractor shall barricade the entrance ramp to the rest
area during construction with standard barricades. The barricades will not be paid for separately
but shall be included in the work.
622.10 Masonry Work.
(a) Installation of Masonry. Concrete masonry units shall be placed in face shell mortar bedding
with complete coverage of face shells. Extruded mortar shall be struck. After the mortar has
stiffened somewhat, all joints shall be tooled with a rounded tool having a diameter slightly
larger than the thickness of the joint. Mortar joints shall average 3/8 inch in thickness.
Blocks shall be placed per local standard masonry practice. Reinforcement and wall ties
shall be installed as indicated on the plans.
Standard shapes of concrete masonry units such as radius, corner, jamb blocks, control
joint blocks, bond course units and square end blocks, shall be furnished as required by
the Contract.
Structural glazed tile in toilets shall be placed with white mortar. Mortar joints shall not
exceed 1/4 inch in thickness. All joints shall be tooled.
The Contractor shall furnish cap courses, base courses, covings, bull -nosed corners and
any special units necessary to complete a first class job. Special shapes of tile required are
shown on the plans.
When cutting of tile is necessary, it shall be done with a special saw as recommended by
the manufacturer. Chipped, warped or defective tiles will be rejected.
All face brick shall be placed with joints about 3/8 inch thick. Joints shall be concave tooled
joints.
Brick will be rejected if the edges and corners of finished faces have chippage exceeding
the following maximum sizes: Edges 5/16 inch (measured in from edge) and corners, 1/2
inch (measured in from edge), or for any other structural or color defect.
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Each brick shall be placed in a full bed of mortar and shall be shoved in place. The Engineer
may remove brick already placed to assure himself that all joints are full. If he finds joints
that are not completely filled, he can order brick removed until he is assured that the joints
of all remaining brick are completely filled.
All face surfaces of the face brickwork shall be kept clean. After joints are struck, the surface
shall be carefully cleaned.
The faces and angles of all walls shall be carefully plumbed, and all work carried up true
and even, laying all walls to lines.
(b) Precautions and Protection. All work and materials shall be protected from the weather.
Stored masonry units shall be stockpiled on planks to prevent contact with the ground.
(c) Masonry Work in Cold Weather. Masonry shall not be placed when the surrounding air
temperature is 40 °F or less, except when the masonry work is housed in a temporary
manner, suitable to the Engineer, and the inside air temperature is kept within 40 °F to 80
°F for a period of 24 hours after the masonry is placed. Mortar for masonry work during cold
weather shall have a minimum temperature of 50 °F and a maximum temperature of 100
°F at the time it is applied to the masonry. This temperature shall be provided by heating
the mixing water or the aggregate or both if necessary. Masonry materials shall also be
heated, if necessary, to provide at least a minimum temperature of 40 °F at the time they
are placed.
(d) Cleaning. After completion, all masonry units shall be thoroughly cleaned according to the
masonry manufacturer's recommendations. The Contractor shall protect adjacent work
from damage during the cleaning operations.
Cleaning shall start at the top and be continued down until such work is completed. All
pointing will be inspected, and the Contractor shall completely point up all voids.
622.11 Metal Specialties. Metal stalls or compartments for toilet rooms and mirrors shall be of
the type and style specified and shall be installed as shown on the plans.
622.12 Sanitary Napkin Disposal. Sanitary napkin dispenser and disposal for Women's Rest
Rooms shall be installed as shown on the plans and per the manufacturer's recommendations.
622.13 Comfort Station and Sanitary Station Signs. Comfort Station and Sanitary Station
Signs shall be installed in the size and location shown on the plans.
622.14 Doors, Frames and Windows. Doors, frames, windows and door hardware shall be
installed as shown on plans.
All doorframes shall have floor anchors installed to set flush with the finished floors. Two rubber
door silencers shall be installed for strike jambs of each door. At least three masonry "T" anchors
shall be installed at each jamb that is adjacent to masonry work.
1001
622.15 Ceramic Tile.
(a) General. The work required under this heading shall include all labor, material, equipment
and services necessary for the furnishing and setting of all tile as shown on the plans and
as specified. The floor slab shall be clean and free of oily or waxy films.
(b) Installation of Ceramic Floor Tile.
1. Mortar Setting Bed. A mortar setting bed shall be applied over the floor slab to give a
true and even setting bed. This mortar shall be composed of one part Portland cement,
six parts sand.
2. Setting Floor Tile. Floor tile shall be set by troweling a skim coat of neat Portland
cement mortar on the setting bed and immediately floating the tile into place. Joint
width shall not exceed 1/16 inch.
3. Grouting. All joints in ceramic floor tile shall be grouted full with a grout mixture and
application as recommended by the tile manufacturer immediately after a suitable area
of tile has been set. A 1/8 inch bronze edging strip shall be provided under the metal
thresholds where the ceramic floor tile terminates at the door.
4. Defective Tiles. All tiles chipped, broken, stained or otherwise imperfect, shall be
considered defective, and shall not be set; any such defective tiles set shall be
removed and replaced with approved tiles at the Contractor's expense.
5. Cleaning. Upon completion of the work, all tile shall be thoroughly cleaned and left
free from stains, scum, discoloration, and in an acceptable condition.
622.16 Roofing, Flashing and Roof Insulation. The work required under this heading shall
include all labor, material, equipment and services necessary for the proper furnishing and
installing of all roofing, flashing and insulation materials as shown on the plans.
(a) Flashing at Flues, Breather Vents, Vents, Roof Drains and Emergency Light Conduit.
Flashings at sewer vent and roof drain shall be at least 2 feet square lead flanges soldered
to lead sleeves of sufficient diameter to fit the pipe involved, placed over the last layer of
felt and sealed in place with two plies of felt, hot mopped in place. The specified roofing
shall be applied over this. At the vent, the lead sleeve shall be folded over the top of the fl-
inch soil pipe. At the roof drain, the lead sleeve or flange shall be securely clamped in place
to make a watertight joint. Other means of flashing may be used if approved. Flashing at
emergency light and breather vents shall be as detailed on the plans or directed.
All flashing shall be installed before roofing operations begin.
(b) Roofing Construction (Shingle Roofing). Shingles as shown on the plans shall be applied
over two layers of 15 -pound asphalt felt in straight courses. Shingles shall be doubled at all
1002
eaves, and butts of first -course shingles shall project 1 1/2 inch beyond the first sheathing
board. Spacing between adjacent shingles (joints) shall be 1/4 inch. Joints in any one
course shall be separated at least 1 1/2 inches from joints in adjacent courses and joints in
alternate courses shall not be in direct alignment. Exposure of shingles shall be 4 1/2 inches
for 16 -inch shingle, 5 inches for 18 -inch shingle and 7 inches for 24- inch shingle.
(c) Roofing Construction (Membrane Roofing). Membrane roofing shall be installed as follows:
Starting at one side of the roof install one layer of 30 -pound Per 100 square feet base sheet
side lapped 2 inches and end lapped 4 inches. Nail and tin cap the base sheet to the deck
with large -headed roofing nails through 1 1/2 inch diameter tin disks, 18 inch on centers.
Over the base sheet in the same direction, install three layers of 15 pound per 100 square
feet asphalt felt, solid mopped to the base sheet with 25 pound per 100 square feet of
specification asphalt. Felt sheets shall be lapped 24 inch over preceding sheet and solid -
mopped full with 25 pound per 100 square feet of specification asphalt. All starter courses
shall be enveloped in order to prevent drippage if low -melting -point material is being used.
After flashing has been installed at all vertical projections, the entire surface shall be given
a 60 pound per 100 square feet pour coat of specification asphalt into which, while asphalt
is hot, the Contractor shall embed 400 pound per 100 square feet of clean gravel. Damp
gravel is permissible. In cold weather, instead of applying roof three-ply solid, the 15 pound
per 100 square feet asphalt felts may be installed on a two and one application provided
the entire roof is mopped at the end of each day's work. Where roofs pond water, the
asphalt felt shall be coated at the end of the day's work.
The bitumen used shall not be heated above 425 °F. In order to get 25 -pound Per 100
square feet between plies, a 40 -ounce cotton mop when full and out of the mop bucket
should not cover more area than a 3 -foot -wide swath 9 feet long.
(d) Caulking. This work shall include all labor, materials, equipment and tools necessary for
the proper gun or knife applied caulking wherever indicated and in all following locations:
1. Exterior joints between all metal and masonry.
2. Joints between roof and aluminum flashing.
3. Interior joints between hollow metal frames and wall tile.
Mixing of the caulking shall be in strict accordance with the manufacturer's instructions.
Working times listed by the manufacturer shall not be exceeded.
Sealant application shall be as directed by the manufacturer, taking particular care to
prepare the joints as directed. Metal surfaces to be sealed shall be bright metal clean
before sealing. Window and door frames shall be cleaned before sealing. It is imperative
that paint shall not remain on the surfaces to be sealed. Any joint showing sealant
applied over paint will be cause for rejection of that complete joint.
1003
622.17 Carpentry. The work under this heading shall include all labor, materials, equipment and
services necessary for the proper completion of all rough and finish carpentry.
(a) Ceiling Panel Installation. Ceiling panels shall be fastened to gypsum board back up by use
of adhesive and per the manufacturer's instructions. Each joint shall be concealed with
colored aluminum moldings. Adhesive shall be applied over the entire back surface of each
panel.
(b) Preservation Treatment. All wood blocking under gravel stops and wood nailers shall be
treated timber.
622.18 Interior Insulation. This work shall include all labor, materials, equipment and Services
necessary for and reasonably incidental to the proper completion of all insulating work.
Insulation for cavity walls shall be installed in the cavity after all excess mortar is cleaned from
the face of the interior wall. Ties and insulation shall be pressed firmly together so that ties hold
the insulation in place and insure that the adjacent boards are butted tightly together. Cut ends
shall be squared so that all joints will be tight. Asphalt emulsion shall be used, if necessary, to
hold insulation against inner wall.
Insulation to be applied to underside of roof shall be secured by using suitable fasteners common
to the industry and recommended by the insulation manufacturer.
622.19 Glass and Glazing. This work shall include the furnishing of all labor, materials,
equipment and services necessary for and reasonably incidental to the proper completion of all
glass and glazing work.
(a) Installation. All glass shall be set in the best possible manner with polished side out and in
such a way that there will be an equal bearing the entire width of each pane.
All putty shall be left smooth and free from marks and other defects and shall be painted.
Putty shall be an approved type suitable for glazing.
(b) Cleaning and Replacing. Glass broken or damaged before completion of the building
operations shall be replaced with glass of like kind and quality without cost to the
Department. Upon completion of all construction work and approval of glazing, labels shall
be removed, and glass shall be cleaned.
622.20 Trash Receptacles. This work shall include furnishing of all labor, materials, equipment
and services necessary for the proper installation of trash receptacles.
Receptacles with anchor shall be installed at locations shown on the plans.
622.21 Painting and Special Coating Application. This work shall include the furnishing of all
labor, materials, equipment, and services necessary for the proper completion of painting and
finishing of all unfinished metal throughout the interior and exterior of the building and the
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information center. It also includes the application of special coatings on concrete tables,
benches and underside and edges of roof.
Colors and finishes shall be as specified on the plans. Sample panels to show proposed finish
and color shall be prepared by the Contractor and approved by the Engineer before the painting
work or special coating work is begun.
(a) Paint Application. Paint shall not be applied to wet surfaces. Exterior surfaces shall not be
painted during rain or snow, or when temperature is below 40 °F, or when conditions are
not conducive to acceptable painting.
All joints in plywood shall be sealed before paint is applied. Paint shall be spread evenly
and smoothly without runs and sags.
All metal surfaces shall be thoroughly cleaned of rust and shall be thoroughly washed with
non-flammable solvent to remove any dirt or grease before applying paint.
Before painting or application of special coatings, all hardware, accessories, plates, lighting
fixtures and similar items shall be removed, and protection of such items shall be provided.
Only skilled mechanics shall be used for removing and connecting the above items.
(b) Paint and Special Coating Schedule.
1. Interior Metal. This metal is defined as, but not limited to, all hollow metal frames,
doors and grills. Ductwork, electrical devices and conduit, stainless steel items and
plumbing fixtures and devices shall not be painted.
A. One field coat primer (omit this coat on previously primed surfaces).
B. Two coats enamel, flat finish, color to match interior walls.
2. Exterior Non -Galvanized Metal. This metal is defined as, but not limited to, all exterior
metal including structural steel, but not including finish hardware, vent stacks, and
metal soffits.
A. One field coat primer (omit this coat on previously primed surfaces).
B. Two coats house paint, flat finish, color to match stain used on Redwood.
3. Concrete Benches, Tables, Table Supports and Table Slabs. Two coats of sealant.
Application shall be per the manufacturer's directions.
4. Exterior Wood.
A. Facing and fascia on buildings and information center shall be stained as
scheduled on the plans.
1005
B. Plywood soffit on buildings and information center shall have one coat white
prime and two coats semi -gloss white enamel.
C. Information display board posts shall be stained the same as facing and fascia
and the bulletin board shall have one coat white prime and two coats white paint,
flat finish.
622.22 Plumbing and Drainage. This work shall include the furnishing, installation, and testing
of a system of plumbing and drainage as described, and as shown on the plans, including such
minor details not specifically mentioned or shown as may be necessary to complete the system
for successful operation.
Also included in this work is the construction of the sewer line, which shall connect the building
to the septic tank or treatment facility.
Fixtures specified shall be of one make or type throughout the work.
All work, materials and manner of placing materials shall be in strict accordance with the latest
requirements of the Colorado Technical Plumbing Code.
(a) Data and Measurements. Data contained in these specifications and shown on the plans
are of general arrangement only. The Engineer shall determine exact locations,
measurements, levels, etc., at the site and adapt the work to suit actual conditions.
(b) Well Pump. The well pump shall be as shown on plans.
The wells shall be equipped with a well seal and a liquid level control relay to stop the pump
if the well water falls below a safe level. All related fittings, piping and electrical work for
proper operation of the well is also included in this item.
(c) Drinking Fountains. Drinking fountains shall be the style and type called for on the plans.
(d) Plumbing Installation. All fixtures and plumbing items shall be installed according to the
manufacturer's recommendations complete with all necessary accessories and trimmings.
All water supply connections shall have stops or shut off valves to facilitate maintenance.
All waste connections shall be trapped and vented. Stops or shut off valves shall be so
installed as to be readily accessible in the utility room.
Immediately after fixtures are set, they shall be covered, and this cover shall not be
removed until the building is prepared for occupancy. In addition, the Contractor shall
furnish and install such guards and boxing as may be required to protect fixtures against
damage by any other craft.
The Contractor shall clean all fixtures with acceptable cleaning compounds before final
acceptance of the work.
1006
The Contractor shall install all piping in such a manner as to allow complete drainage of the
piping system. This requirement shall be met by pitching all lines to low points where valves
or capped nipples in threaded tees shall be installed to drain the lines. These fittings, which
are required specifically for draining the various lines, are not shown on the plans, since
the number required, and their locations must be determined by the field conditions
encountered and are considered subsidiary to the work.
(e) Testing Interior Drainage and Vent System. The waste drainage and vent system inside
the building shall be tested and proved gastight and watertight before covering or
concealment. The rough work shall be tested as a whole unit (as a whole stack or riser).
Testing shall be conducted using water as the media under a hydrostatic head of at least
10 feet above the highest joint being tested. If the vertical distance is less than 50 feet to
the top of the highest vent above the roof, the entire stack -riser shall be tested by filling to
the top of the highest vent. Other media may be used in lieu of water with the approval of
the Engineer.
Testing shall be continuous for at least 30 minutes' duration for each separate test. At end
of this time interval, there shall not be more than 3/4 inch drop in water level or not more
than 1/16 inch drop in mercury level.
If lines prove tight, concealment of rough work may begin. If repairs are required, retesting
shall be conducted as often as necessary until lines are proved gastight and watertight to
the satisfaction of the Engineer.
(f)
(g)
Testing Water Piping System. Upon completion of a section or of the entire hot and cold
water piping systems, they shall be tested hydrostatically to a pressure of at least 50
percent in excess of the maximum pressure to which the pipe will ordinarily be subjected,
but not less than 100 pounds per square inch. Test shall not be less than two hours. Any
leaks or defective pipe disclosed by the tests shall be repaired or replaced and the tests
repeated until all piping shows tight.
All water for tests shall be furnished and disposed of by the Contractor at his expense.
Piping shall not be insulated or concealed until it has been tested to the satisfaction of the
Engineer.
Fixtures Substitution. When substitutions for specified fixtures are requested, the
Contractor shall submit a portfolio containing illustrations and complete descriptions of the
fixtures, for approval. Portfolios shall state the make and weight of the proposed fixtures,
shall clearly indicate the materials of which the fixtures are made, and shall otherwise
clearly describe in detail the fixtures proposed to be substituted.
(h) Air Chambers. Each water supply riser and fixture connection at all flush valves and
lavatories shall terminate with an air chamber of diameter equal to the supply pipe and so
1007
located as to prevent water hammer. Approved shock absorbers may be substituted for air
chambers.
(i)
(J )
Trenching and Backfilling for Water Lines and Sewer Lines. The Contractor shall perform
all excavation and backfilling per Section 206.
Trenches shall be only of sufficient width to provide a free working space and shall not be
more than the outside diameter of the pipe bells plus 24 inches. They shall be dewatered
and kept free from standing water until all joints are complete, the pipe tested, and the
trench backfilled.
Backfilling around tanks may be puddled-in provided the tanks are first filled with water.
Sterilization of Water Systems. The completed piping system including the piping from the
well shall be sterilized per the regulations of the Department of Public Health and
Environment, State of Colorado and as follows: Before final acceptance, the entire water
system shall be thoroughly flushed. After flushing, chlorine or chlorine compound shall be
introduced into the system. The dosage shall be sufficient to give an initial residual chlorine
mass fraction of 50 ppm. Samples shall be collected from various taps and fixtures
throughout the systems during the introduction of the chlorine to assure uniform distribution.
After a 24 -hour contact period, all traces of the heavily chlorinated water shall be flushed
from the systems. After flushing is complete, the Contractor shall, at his expense, provide
evidence of the effectiveness of the disinfection by filing with the Engineer, laboratory
reports of bacteriological tests on samples taken from the system. The number and the
locations for taking samples shall be as specified by the Engineer. Should other than
satisfactory results be obtained, the above disinfection process shall be repeated until
satisfactory tests are obtained.
(k) Cleaning and Adjusting. At the completion of the work and before final acceptance, all parts
of the work installed under this specification, all equipment, fixtures, pipe, valves and fittings
shall be thoroughly cleaned of grease, oils, metal cuttings, sludge, etc., which may have
accumulated by operation of installing these systems, of testing, or from other causes.
Stoppage or discoloration or other damage to parts of the building, its finish or furnishing,
due to failure of the Contractor performing the plumbing work to properly clean the piping
system, shall be repaired at the Contractor's expense.
622.23 Heating and Ventilation. This work shall include furnishing and installing all units and
duct work as set forth in the heating plans and installing the minor items necessary to complete
the work outlined below:
The Contractor shall provide and install all other items, such as wiring, thermostats, sheet metal
work, etc., that are necessary for a complete and operating system.
(a) General. All exhaust fans, duct work, outlets, inlets, thermostats, grills, vents, electrical
wiring, plumbing, etc., shall be new. Standard products of manufacturers regularly engaged
in production of such equipment shall be as shown in the manufacturer's latest catalogue.
1008
(b) Wall Heater, Exhaust Fans, Furnace and Duct Installation. Wall heaters, exhaust fans,
furnace and duct work shall be installed as shown on the mechanical plans. The fresh air
duct shall be provided with a close fitting damper to vary the volume, or completely shut off
the fresh air supply. For normal operation, the fresh air damper should be adjusted to take
in a maximum of 20 percent fresh air with the remainder being re -circulated to the furnace
through the return air grills. The fresh air duct shall run between the joists from the intake
grill to above the furnace, and down to the return air plenum. A return air grill shall be
installed in the return air plenum to pass re -circulated air to blower. Both fresh air duct and
return air grill shall be installed so that all return air will pass through the furnace filters. The
fresh air damper shall be manually operated.
622.24 Electrical Work. All electrical wiring shall be installed in conformance with the National
Electrical Code and the National Electrical Safety Code.
These specifications and plans cover the furnishing and installation of a system of electric wiring
and conduit and box work as described and as indicated on the plans of the building, and outdoor
lighting including such minor details not specifically mentioned or shown as may be necessary
to complete the system for a complete turnkey operation.
The Contractor shall, at the Pre -construction Conference or within 14 days after award of
Contract, submit to the Engineer a complete list of electrical materials he proposes to furnish
and install on the Contract. Five copies of the list, including manufacturer and catalogue numbers
of devices and fixtures, shall be furnished per subsection 622.03.
(a) Symbols. Items of equipment and materials are indicated on the plans per the legend of
symbols shown on the plans.
(b) Conduit. All conduit shall be installed in conformance with the National Electrical Code. All
conduit runs shown are diagrammatic. Exact locations will be determined in the field.
(c) Position of Outlets. Outlets shall be located as shown on the plans or as directed.
(d) Conductors. Conductors shall conform to the requirements of the National Electrical Code.
(e) Thermostat. A separate thermostat shall control the furnace so that the furnace or wall
heaters will operate when the temperature drops to the thermostat setting.
A separate thermostat shall operate the emergency light to signal when the temperature in
the building drops to a set temperature. Line voltage wiring complete in conduit shall be
provided for this system.
Emergency Light. Low voltage wiring, not in conduit, shall be provided for this circuit to the
emergency battery charger.
1009
(h) Emergency Battery Charger. The emergency light shall signal power failure and/or
temperature drop in the building to below a pre-set temperature. Power failure or
temperature drop below set temperature shall cause emergency battery charger to
energize the emergency light. Upon correction of the emergency condition, the battery
charger shall turn off emergency light and keep the batteries charged automatically by use
of line current.
(i)
(U)
Photoelectric Control. Photoelectric cells shall be located and mounted as indicated on the
plans.
Disconnect Switches. The Contractor shall furnish and install disconnect switches for
means of disconnecting appliances at the location shown on the plans.
(k) Circuit Breakers. All electrical devices shall be protected by circuit breakers located in the
main breaker panel. The circuit breakers shall be per the National Electrical Code.
(I) Grounding. All equipment and conduit shall be grounded per the National Electrical Code
requirements. Code color shall be adhered to for all ground conductors and ground
continuity shall be positive throughout the entire project.
(m)
Incoming Service. The Contractor shall furnish, install and connect the incoming service
cable from the local utility company service pole to the building. This cable shall be as
specified under conductors and shall be buried at the location shown on the plans. Details
of the connections to the local utility company poles are not shown on the plans. The
Contractor shall furnish and install all material and equipment required to make these
connections in conformance with utility company recommendations. Materials required to
make these connections shall be considered subsidiary to the electrical systems.
(n) Installation. Where sizes are not indicated or shown on the plans for junction boxes, a fl-
inch square galvanized junction box with blank cover shall be used.
Mounting heights above finished floor shall be as indicated below, unless otherwise shown
on the plans or indicated in these specifications. All mounting heights shall be verified by
the Engineer.
Table 622-1 — Electrical Work — Mounting Heights above Finished Floor (A.F.F.
Switches
48 inches
Convenience outlets
48 inches
Panel to center
54 inches
Lighting fixtures
as shown on the plans
622.25 Sanitary Sewer, Septic Tank, Leaching Field, Sewage Lift Station and Sanitary
Station. This work shall include all labor, materials, equipment and services necessary for the
installation of a sewer system including septic tank, leaching field and associated sewage piping
as required for the comfort station, trailer pad and the trailer sanitary station, as shown on the
plans and described as follows:
1010
A sewage system shall be constructed, as shown on the plans or as directed, for each building.
A precast septic tank shall be installed for each trailer sanitary station and trailer pad as shown
on the plans. Each septic tank shall be vented.
The septic tank required for the building may be cast -in -place or may be a precast unit or precast
units in tandem of the capacity indicated on the plans.
Treatment plant and polishing tank or pond required for the building shall be installed as shown
on the plans, or as directed. Sewage lift station and wet well shall be installed as shown on the
plans.
Leaching fields shall be constructed to the dimensions and details shown on the plans or as
directed.
622.26 Flagpole. Flagpole shall be of the type and style specified and shall be installed as
shown on the plans.
Method of Measurement
622.27. The quantities to be measured under this Section will be the actual number of pay units,
completed and accepted, of the various pay items that appear in the bid schedule, comprising
the rest area, or other buildings.
All electrical work for the building including service from meter pole, shall be included as part of
the building that appears in the bid schedule.
All electrical work for the information center shall be included as part of the information center.
Area lighting will be measured and paid for as luminaires, light standards and wiring per Section
613. Shade shelter item shall include table and benches.
Septic tank, sewage lift station or treatment plants shall include the related mechanical devices
and fittings and the sewer piping from the tank to the leaching field, wet well polishing tank or
polishing pond. Sewage lift station shall also include the wet well.
Sewer piping, fittings, devices, etc., from the septic tank, treatment plant or sewer to the building,
sanitary stations or trailer pad shall be included as part of the building, sanitary station or trailer
pad.
Sewer piping from sewage lift station to point of discharge will be measured and paid for per
Section 619. Polishing tanks or polishing ponds shall include all related pipe and fittings.
1011
Sewage leaching field shall include all work associated with the leaching field. Measurement will
be based on the square yards of leaching field trench excavated or linear foot of perforated pipe
installed.
Trailer sanitary station shall include the water tower, hatch with cover, vacuum breaker, related
fittings, sewer pipe to septic tank, and water line connections.
Storage tank shall include all controls, fittings and piping from the tank to the building and, unless
otherwise stipulated, shall also include all controls, fittings and piping from the water source to
the storage tank.
Trailer pad shall include water service valve and riser, electrical pedestal, intercom connection,
and sewer pipe to septic tank. Drinking fountains except for those on or in the buildings will be
measured by the units installed and accepted.
Well pump shall include the pitless adapter, seal, electric controls, and all related pipe and
fittings.
Flagpole shall include halyard, swivels, cleats, ornamental ball and base.
Basis of Payment
622.28. The accepted quantities will be paid for at the contract unit price for the various items
listed below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Information Sign Board
Each
Information Center
Each
Shade Shelter
Each
Table
Each
Trash Receptacles
Each
Drinking Fountain
Each
Trailer Pad
Each
Well Pump
Each
Sewage Lift Station
Each
Comfort Station
Each
Trailer Sanitary Station
Each
Leaching Field
Square Yard
Leaching Field
Linear Foot
Septic Tank (Gal.)
Each
Storage Tank ( Gal.)
Each
Sewage Treatment Plant (_Gal.)
Each
Polishing Tank ( Gal.)
Each
Scale Pit and Approach Slabs
Each
1012
Pay Item
Pay Unit
Flagpole
Each
Building
Each
Bollards
Each
1013
Section 623 — Irrigation System
Description
623.01. his work consists of furnishing and constructing an irrigation system per these
specifications and in conformity with the lines and grades shown on the plans or established.
Materials
623.02 General. All materials and equipment incorporated into the irrigation system shall be
new and of recognized standard quality. In the case of computer software or hard coded
instructions, the latest available version from the manufacturer is required. All materials shall be
of a standard line from a name brand manufacturer or must be approved.
623.03 Backflow Preventer. Pressure vacuum breakers shall be the pressure type with a
bronze body and a machined valve seat. Reduced pressure -type backflow preventers shall
include two check valves, a relief valve, two gate or ball valves, and test cocks for field testing.
Vacuum breakers and reduced pressure -type backflow preventers shall meet the requirements
in the Colorado Department of Health, Cross Connection Manual, and shall have a non -shock
cold -water rating of at least 150 psi.
623.04 Automatic Controllers. The automatic controller shall be an electro-mechanical or
microprocessor based/microelectronic solid-state type capable of operating in an automatic or
manual mode. The controller shall have a minimum of six stations. Each station shall be
programmed to operate for 1 to 99 minutes, or 0.1 to 9.9 hours. The controller shall have two
independent programs with three automatic starts per day for each program. Each station on the
controller shall be assigned to either or both programs. The controller shall be capable of
watering any day or sequence of days on a six or seven-day cycle.
The controller shall operate on a minimum of 117 volts AC power input. Controller electrical
output shall be capable of 26.5 volts AC at 1.5 amps. The controller shall have a reset circuit
breaker (1.5 amps holding and 2.5 amps break) to protect it from power overload.
Primary surge protection for 117 -volt lines and valve (24 volt) output surge protection shall be
installed to protect the controller.
The automatic controller shall be grounded using two 5/8 inch x 8 -foot copper clad grounding
rods driven into the soil. A #10 AWG bare copper wire shall be used to connect the ground rods
to the automatic controllers' protective grounding circuit. The resistance of the ground shall not
exceed 5 ohms.
The controller enclosure (including satellite controllers) shall be of a vandal and weather -
resistant nature, manufactured entirely of metal or steel mill -treated with zinc for rust resistance.
The main housing shall have louvers in the upper and lower body to allow for crossflow
ventilation.
1014
623.05 Remote Control. Remote control shall consist of an FM, AM, UHF, or VHF radio
transmitter/receiver pair with a minimum range of one mile in congested areas and shall include
battery charger and replacement battery. The receiver shall plug into a receptacle installed in
the enclosure or panel of the automatic controller. Remote control shall be capable of turning
on/off any station in any order. Remote control shall comply with all applicable FCC rules and
regulations.
623.06 Control Wiring 24 Volt. Connection between automatic controller and automatic control
valves, flow sensors and moisture sensors shall be made with direct burial copper, 600 volt, UF,
UL approved wire. Minimum wire size shall be #14 AWG. One wire shall be provided for each
valve. Wires shall be color coded according to the basic plant materials irrigated by the lateral.
Wire colors shall be:
Table 623-1 — Control Wirina Color Ke
Wire Color
Plant Materials
Black
master (power)
Purple
spares
Green
turf
Brown
tree
Yellow
perennials
Red
shrubs
White
"common" or ground wire
623.06 Sprinkler Heads. The sprinkler head shall be of the pop-up spray and pop-up rotor
internal drive type. All sprinkler heads shall be capable of accepting a check valve where head
elevation varies more than 5 feet within a control zone.
(a) Pop-up Sprays. The pop-up spray head body, stem, and screen shall be constructed of
heavy-duty plastic. Spray heads shall have the following components:
(1) A soft pressure -activated wiper seal for cleaning debris from the pop-up stem as it
retracts into the case to prevent stem and nozzle from sticking in the up position.
(2) A matched precipitation rate brass or plastic nozzle with an adjusting screw capable
of regulating the radius and flow.
(3)
A screen to protect it from clogging and a strong stainless steel retract spring for
positive pop -down.
(4) A threaded cap that will allow easy removal of the screen and all other internal
components from the top without removing the body from the ground.
Minimum pop-up height for turf heads shall be 4 inches. Spray head pop-up height for
turf in roadway medians shall be at least 6 inches, and shrub, flower, and ground cover
spray heads shall be at least 12 inches.
1015
(b) Rotor Heads. The pop-up rotor heads shall be an internal drive type, with heavy-duty plastic
housings and non -corrosive internal components. The rotor head shall have a soft
pressure -activated wiper seal for cleaning debris from the pop-up stem as it retracts into
the case, to prevent the stem and nozzle from sticking in the up position. The rotor head
shall have a screen to protect it from clogging and a strong stainless steel retracting spring
for positive pop -down. Minimum pop-up height for rotor heads shall be 3 inches. The rotor
head shall have a fully adjustable arc or full circle capability and an adjustable break-up pin
capable of reducing the radius up to 25 percent.
623.08 Flow Sensor. The flow sensor shall be an in -line type and shall transmit an electronic
pulse through conductors to a compatible automatic controller with interface unit for subsequent
transmission to a compatible central computer.
623.09 Drip Emitters. The drip emitter shall be of the pressure compensating type with flow
rates of 0.5, 1, or 2 gallons per hour plus or minus a 10 percent deviation at 10 to 40 psi. The
emitter shall be constructed of durable plastic with a barbed inlet, and the outlet shall be capable
of a watertight connection compatible with the polyethylene capillary tubing. Emitters shall be of
the self -flushing type and capable of clog -free operation with a 150 mesh strainer. Emitters shall
be multi -outlet (six outlets) and shall be installed on the polyethylene drip lateral line. The ends
of the capillary tubing shall be installed on 6 -inch plastic stakes with debris caps on the end of
the tubing.
623.10 Plastic Pipe and Fittings. All pipe shall be identified with the following indelible
markings: manufacturer's name, nominal pipe size, schedule or class of pipe, pressure rating in
pounds per square inch, date of extrusion, and NSF seal of approval.
(a) Mainline Pipe. Mainline pipe shall be Class 200 PVC manufactured from virgin polyvinyl
chloride (PVC) compound per ASTM D1784 and D2241, cell classification 12454-B, Type
I, Grade I. Pipe sizes 3 inches and smaller shall be of the solvent weld type, and sizes
larger than 3 inches shall have rubber gasketed fittings. Fittings shall be standard weight
schedule 40 injection molded PVC conforming to ASTM D1784 and D2466, cell
classification 12454-B. Threaded nipples shall be Schedule 80 PVC with molded threads
conforming to ASTM D2464. Threaded fittings shall be kept to a minimum. Cement and
cleaner for solvent weld pipe and fittings shall conform to ASTM D2564.
(b) Lateral Line Pipe. Lateral line pipe shall be 80 -pound NSF polyethylene manufactured from
virgin material in conformance with ASTM D2239 and designated as PE 2306 or PE 3408.
Pipe size shall not exceed 2 inches. Fittings shall be injected -molded schedule 40 PVC
conforming to ASTM D2609, cell classification 12454-B. Pipe shall be clamped onto the
fitting using 100 percent stainless steel screw clamps (two clamps on 1 1/2 inch and 2 -inch
pipe).
(c) Drip Lateral Line Pipe and Capillary Tubing. Drip lateral line pipe and capillary tubing shall
be made of linear low density, UV resistant polyethylene with a pressure rating of 50 psi.
1016
(d) Swing Joint Assembly. Swing joints shall be premanufactured with full rotation capacity.
Swing joints shall consist of threaded fittings combined with elastomer seals and solvent
weld or threaded fittings when attaching to supply line, valve, or sprinkler head. The swing
joint assembly shall consist of injection -molded schedule 40 PVC conforming to ASTM
D1784 and D2466, cell classification 12454-B, Type I, Grade I.
(e) Detectable Underground Marking Tape. The Contractor shall provide utility line marking tape
for installation above all mainline pipe, which does not have control wire placed in the same
trench.
623.11 Valves.
(a) Automatic Control Valves. The automatic control valve shall be a normally closed 24 -volt
AC, 60 -cycle solenoid actuated globe or angle pattern, diaphragm type valve. The valve
body and bonnet shall be heavy duty glass filled nylon or brass and internal components
(not including diaphragm and seat disc) shall be non -corrosive brass, bronze, stainless
steel, or a combination thereof. Control valve diaphragms shall be of a one-piece molded
reinforced fabric. Control valve shall have a non -shock cold -water rating of at least 150 psi.
Control valves shall function manually (without electrical power) by means of an internal
bleeder device on the bonnet assembly. Control valves 1 inch or greater shall have manual
flow control capacity. Control valves shall be constructed so that the bonnet assembly and
all operating parts can be removed without disturbing the valve body. Valve closure time
(measured in actual seat disc movement time) shall be at least 0.5 second.
(b) Quick -Coupler Valves. The quick -coupler valve shall have a two-piece brass body, a non -
shock cold water rating of at least 150 psi, and 1 -inch female pipe threads at the base. The
quick -coupler valve shall be designed to permit operation with a special connecting device
(lug type coupler) designed for this purpose. The quick -coupler shall be provided with a
rubber -like vinyl hinged locking cover. Quick -coupler keys and hose swivels shall be
compatible with the quick -coupler valves furnished. Hose swivels shall be of all brass
construction designed to rotate freely.
(c) Drip Pressure Reducing Valve. The drip pressure -reducing valve shall be of the non-
adjustable, pre-set type, consisting of a two-piece body molded from sturdy long lasting
plastic. The internal spring shall be of stainless steel. Each pressure -reducing valve shall
have a minimum flow range of 0.5 gallons per minute with a regulated outlet pressure of 20
to 35 psi, with an inlet pressure range of 35 to 100 psi.
(d) Mainline Pressure Reducing Valve. Valves 2 inches or smaller shall be of the diaphragm
spring cage construction type with a bronze body, renewable stainless steel seat, and
stainless steel integral strainer. Valves larger than 2 inches shall be the balanced piston
type with a ductile -iron or cast iron body.
(e) Manual Drain Valves. The manual drain valve shall be constructed of heavy-duty cast
bronze and machined brass. The drain valve shall be a rising stem globe valve with a non -
1017
shock cold water rating of at least 150 psi. The drain valve shall have a reverse flow
capability, removable bonnet, and cast bronze cross handle.
(f)
Mainline Isolation Valves. Mainline isolation valves 3/4 inch through 3 inches shall be full
port ball valves with a bronze body and have a stainless steel ball and Teflon seat. The
valves shall have a blow-out proof stem and be rated at a minimum of 400 psi, WOG.
Mainline isolation valves larger than 3 inches in size shall be resilient seated gate valves
with a cast iron body and have a 2 -inch square nut operator. All isolation valves shall be
rated at 200 -psi differential pressure.
623.12 Valve Box. The valve box, cover and necessary extensions shall be as shown on the
plans, and shall be manufactured or molded, virgin plastic materials conforming to ASTM D638
and D648. Box extensions shall be used as necessary to completely expose the remote control
valve and shall seat in place under the valve box. Valve box lids shall be imprinted "Irrigation
Control Valve."
623.13 Strainer. Strainer shall be a wye pattern type with a polypropylene body. The strainer
shall contain a 150 mesh stainless steel screen accessed by removing a threaded non -corrosive
cap. Strainer shall be flushed via a ball valve located on the strainer.
Construction Requirements
623.14 General. Irrigation systems shall be installed in conformity with applicable local codes.
Information on the plans shows general locations only. The Contractor shall establish exact
locations of all irrigation equipment to fit field conditions, and locations will be approved by the
Engineer before start of construction. Contractor shall maintain and protect the approved staking
layout. Before purchase of any irrigation equipment, the Contractor shall submit a list of suppliers
and specification sheets for all irrigation components. This submittal must be approved by the
Engineer before any equipment purchase is made. At the submittal stage, all changes in
equipment shall be brought to the attention of the Engineer.
623.15 Site Review. At least 14 days before the start of irrigation work on the project, a Pre -
construction Conference shall be held. During irrigation installation, monthly meetings shall be
held. Those in attendance shall be a representative of the Contractor's staff, the Landscape and
Irrigation Subcontractors, and the Engineer. A written description of work methods, and time
schedules and milestone dates shall be presented. The Contractor shall notify the Engineer
before mainline pressure testing, coverage tests, and final review. The Contractor shall provide
two radio transceivers with necessary personnel or remote -control devices to operate automatic
controllers during coverage tests and final review.
623.16 Excavation and Backfill. Excavation and backfill shall conform to the requirements of
Section 206 and subsection 703.09(b) (Class 2 Structure Backfill), except that compaction of
backfill outside of the roadway prism may be done by water flooding, with the approval of the
Engineer. The Contractor shall maintain bottoms of trenches flat to permit all piping to be
supported on an even grade. Where lines occur under paved areas, dimensions shall be
considered to be below the subgrade. All mainline pipe shall be bedded in sand to allow a
1018
minimum of 2 inches of sand on all sides. Rock larger than 1 inch shall not be placed in the
backfill material.
Where it is necessary to excavate adjacent to existing trees or shrubs, the Contractor shall use
all possible care to avoid injury to the plant root system.
623.17 Pipe Installation. Minimum cover for irrigation pipe shall be as follows:
Table 623-2 — Minimum Cover for Irrigation Pipe
Mainline Pipes
24 inches below finished grade
Lateral Pipes
18 inches below finished grade
Pipe under roadways
30 inches below subgrade finished grade
Irrigation sleeving
30 inches below finished grade
Drip lines
8 inches below soil grade
All pipes under roadways shall be encased in a steel pipe sleeve which shall be jacked or placed
in a hole bored under present roadways, or in a steel or plastic pipe sleeve placed by trenching
on new construction. At least 4 inches of clearance shall be provided between lines and at least
4 feet of clearance between lines of other trades. Parallel pipes shall not be installed directly
over any other line. Manual drain valves shall be installed at all low points in the mainline.
Minimum grade of pipe to drains shall be 3 inches per 100 feet. Plastic threaded fittings shall be
assembled using Teflon tape applied to male pipe threads only. Threaded fittings shall be kept
to a minimum. The Contractor shall tape all open ends of the pipe during installation to prevent
entry of any foreign matter into the system.
623.18 Kick Blocks. Concrete kick blocks shall be installed when the following conditions occur
on 4 inch or greater mainline pressure pipe:
(1) 22 degree or greater change in pipe direction.
(2) Change in pipe size.
(3) Dead ends in pipes.
623.19 Wiring. All 24 -volt wire to automatic control valves and flow sensor wiring shall be
installed at a minimum depth of 28 inches below finished grade. Power source wire shall conform
to subsection 715.07.
Wiring shall be installed at the side of and under mainline whenever possible. When more than
one wire is placed in a trench, the Contractor shall tape wires together with electrical tape at
intervals of 15 feet or less. A 24 inch coiled expansion loop shall be provided every 300 feet
along wire run, before controller enclosure, at each connection, and at directional changes. Each
automatic controller shall have its own separate ground wire, colored green. Wiring between
automatic controller and automatic control valves or sensors shall be continuous. At locations
where splicing is approved by the Engineer, moisture proof splices shall be made in a valve box.
Two extra wires shall be installed along the entire mainline pipe from each automatic controller
1019
to the last automatic control valve. Wire splices shall be compatible in effectiveness to wire
coating. All wire under roadways shall be encased in a separate steel or plastic conduit.
Wires not following the mainline shall be installed using open trench excavation. Wiring shall not
be installed using a vibratory plow.
Tubing shall be installed to an even grade in an open trench. Flush valve assemblies shall be
installed at all ends of the drip lateral lines.
Before backfilling, all capillary drip lines shall be staked with an approved staple, 6 feet on center.
623.20 Drip Systems. Drip lateral lines and capillary tubing shall be installed after 5 gallon and
larger plant materials are in place and finished grade is established. The Contractor shall tape
all open ends of pipe during installation to prevent entry of debris into the system. All pipe shall
be cut with a knife or blade type pipe cutter to prevent entry of pipe debris into the system; a saw
shall not be used.
Tubing shall be installed to an even grade in an open trench. Flush valve assemblies shall be
installed at all ends of the drip lateral lines.
Before backfilling, all drip lines shall be staked with an approved staple, 6 feet on centers.
623.21 Valve Boxes. All valve boxes shall be installed flush with the finished grade. A "branding
iron" type of tool shall be used to imprint the automatic control valve number (letters and numbers
2 inches high) on the valve box lid. Valve numbering system shall be as indicated on the plans.
Geotextile filter fabric shall be placed under valve box and extend a minimum of 4 inches beyond
bottom rim of valve box. Valves shall be grouped so that three or four valves are located together.
Valves shall not be installed in low areas subject to standing water.
623.22 System Flushing. After all irrigation pipelines and valves are in place and connected,
and before installation of irrigation sprinklers, rotary heads, etc., the Contractor shall thoroughly
flush all lines with water at system operating pressure.
622.23 Pressure and Coverage Tests, and Adjustments. After installation of valves, pipe, and
fittings, mainlines shall be inspected for leaks after a minimum 90 psi static pressure (or point -
of -connection static pressure if higher) has been maintained for four hours in a hydro static test.
Mainline pipes shall not be buried until completion of the test. If the system does not pass the
test, the Contractor shall detect and correct problems until the system reaches the acceptable
test standard. This test shall be passed before payment for the pipe.
Gasketed pipe shall be tested using a volumetric (make up water) test and leak rates supplied
by the pipe manufacturer and commonly accepted in the industry.
The Contractor shall perform coverage tests in the presence of the Engineer, after the irrigation
system is completed and before any planting, seeding or sodding to assure that all irrigated
1020
areas are watered completely and uniformly. The Contractor shall make all necessary
adjustments to provide required coverage as directed.
Drip lateral and emitter coverage tests shall be performed after planting and before backfilling of
lateral lines and emitters.
623.24 Inspections. Inspections by the Engineer or the Engineer's representative can be made
at any point during construction. Milestone progress dates shall be established at the Pre -
construction Conference and 72 -hour notice shall be given by the Contractor when a milestone
event is approaching.
623.25 Irrigation As -Constructed Plans. The Contractor shall dimension from two permanent
reference points, building corners, sidewalk corners, road intersections or any permanent
structures, the location of the following items:
(1) Routing of irrigation mainline.
(2) All drip and sprinkler automatic control valves.
(3) Quick coupling valves, isolation gate valves, and manual drain valves.
(4) Other related equipment as directed.
The Contractor shall provide an accurately detailed irrigation as -constructed layout of the
irrigation system at the same scale as the design plans and on 24 -inch by 36 -inch waterproof
medium within 90 days after installation is complete and before notice of substantial landscape
completion as defined in subsection 214.04. An in -progress as -constructed plan shall be kept
on the construction site at all times and available for impromptu review by the Engineer or the
Engineer's representative.
Provision of the final as -constructed plan is a condition for final acceptance and release of
retainage.
All changes in the irrigation system layout, including lateral layout, shall also be indicated on
irrigation as -constructed plans. The Contractor shall provide finalized as -constructed plans to
the Engineer at the time of Final Landscape Acceptance.
623.26 Maintenance Manuals and Training. Before Final Landscape Acceptance, the
Contractor shall provide two individually bound maintenance manuals to the Department for the
irrigation system and shall train the owner's maintenance personnel in the proper operation of
all irrigation equipment, including winterization procedures. Each manual shall contain the
following:
1. Index sheet, stating irrigation contractor's name, address, telephone number and name of
person to contact.
1021
2. Duration of equipment or component warranty and warranty form.
3. Equipment list providing the following for each item:
A. Manufacturer's name
B. Make and model number
C. Name and address of manufacturer's local authorized distributor
D. Spare parts list in detail
E. Detailed operating and maintenance instructions for major equipment
4. Descriptions of all installed materials and systems in sufficient detail to permit maintenance
personnel to understand, operate, and maintain the equipment.
A printout of the as -constructed plans shall be provided, showing the area covered by that
automatic controller. The area of coverage of each automatic control valve shall be identified
using a distinctly different pastel color, drawn over the entire area of coverage.
Following approval of charts by the Engineer, they shall be hermetically sealed between two
layers of plastic sheet, each 20 mils thick.
623.27 Warranty. The Contractor shall warranty the irrigation system for one year following final
acceptance of the project. To ensure proper operation of the system, the Contractor shall
perform, as required, warranty activities including, but not limited to the following:
1. Inspection of the system and correction of system leaks, improperly operating valves,
clogged emitters, malfunctioning automatic controllers and other components.
2. Maintaining optimum sprinkler coverage.
3. Adjusting sprinkler head elevations relative to finish grade.
In an emergency the Contractor shall correct all deficiencies within 24 hours of notification by
the Engineer. The Contractor shall perform irrigation system inspections at least once per week
and after each mowing. The Contractor shall make corrections as necessary to ensure proper
operation. The Contractor shall document each inspection in writing and submit it to the
Engineer.
623.28 Final Landscape Acceptance. Before final landscape acceptance is granted, the
Contractor shall perform an overall operation and pressure test and confirm the irrigation system
is correctly functioning. This includes two weeks on "Flow" to be verified by the Engineer. The
Contractor shall inspect every sprinkler and as necessary, raise or lower those sprinklers which
are no longer at the proper elevation relative to the finish grade as shown in the plans. The
1022
IContractor shall complete Spring start-up (pressurization) and repair all damage to the irrigation
system.
623.29 Cleanup. Upon completion of the work, the Contractor shall restore ground surfaces to
required elevations and remove excess materials, debris, and equipment from the site.
623.30 Keys and Repair Components. Three keys shall be furnished for manual operation of
valves. When valves require different kinds of keys, three keys of each kind shall be furnished.
Keys shall be of adequate length and made of non- corrosive metal.
The following sprinkler components shall be furnished for system repair:
1. Two Automatic Control Valves.
2. Two Manual Drain Valves.
3. Four of Each Type of Sprinkler Specified.
4. Two Valve Boxes.
5. Two Mainline Isolation Valves.
6. Two Quick Coupler Valves.
623.31 Irrigation Scheduling. The Contractor shall submit recommendations for the project's
initial irrigation operating schedule for optimum plant establishment to the Engineer.
Method of Measurement
623.32. Automatic controller will be measured by the number of units of each size installed and
accepted, including concrete pad, conduit, bolts, enclosure, ground wire, and all other items
necessary to complete the work as shown on the plans.
Drip emitters will be measured by the number of multi -outlet emitters and shall include the
capillary tubing, tubing stakes, enclosure box, and debris caps. Each drip emitter shall have six
outlets.
Emitter valve assemblies will be measured by the number of units of each size installed.
Vacuum breakers, backflow preventers, strainers, and all other valves of the various types and
sizes, including fittings, valve boxes, copper risers, and sleeves, will be measured by the number
of units installed and accepted.
Quick couplers, sprinkler of the various types and sizes including risers, check valves, swing
joints and fittings, will be measured by the number of units installed and accepted.
1023
Plastic and copper pipe will be measured by the linear foot installed and will include the cost of
the detectable underground marking tape.
Power source wire and 24 -volt wire will be measured by the linear foot installed.
Water meter pay item includes all appurtenant fittings, valves, meter pit, and related equipment.
Basis of Payment
623.33. The accepted quantities will be paid for at the contract unit price for the various items
below that appear in the bid schedule.
Payment will be made under:
Pay Item
Pay Unit
Shrubbery Spray and Flood Irrigator
Each
Inch Pop-up Spray Sprinkler
Each
Inch Pop-up Rotary Sprinkler
Each
Inch Above Ground Rotary Sprinkler
Each
Inch Above Ground Spray
Each
Hose Swivel
Each
Hose Bib
Each
Inch Copper Pipe
Linear Foot
Inch Plastic Pipe
Linear Foot
Inch Hose
Linear Foot
Inch Valve Box
Each
Inch Backflow Preventer
Each
Inch Pressure Reducing Valve
Each
Inch Drain Valve
Each
Inch Automatic Drain Valve
Each
Inch Manual Control Valve
Each
Inch Automatic Control Valve
Each
Power Source Wire
Linear Foot
Inch Quick -Coupler Valve
Each
Inch Gate Valve
Each
Inch Mainline Isolation Valve
Each
Inch Water Meter
Each
Inch Station Automatic Controller
Each
Inch Station Satellite Controller
Each
Control Wire, 24 Volt
Linear Foot
Inch Strainer
Each
Automatic Controller Transmitter/Receiver Unit
Each
Drip Emitter
Each
Emitter Valve Assembly
Each
Inch Flush Unit
Each
1024
Water lines will be paid for as provided in Section 619.
Kick blocks, unions, fittings, filter fabric, valve access sleeves, valve boxes, piping and wire
inside boxes, keys, and aggregate for valves will not be paid for separately but shall be included
in the work.
Structure excavation and backfill including compaction and water will not be paid for separately
but shall be included in the work.
Concrete pad, bolts, enclosure, ground wire, and all other items necessary to complete the work
shall be included in the price of the automatic controller.
Capillary tubing, tubing stakes, enclosure box and debris caps shall be included in the price of
the drip emitter.
System flushing and adjustment, pressure and coverage tests, maintenance manuals, and
training will not be paid for separately but shall be included in the price of the work.
The backflow preventer enclosure and pad will not be paid for separately but shall be included
in the work.
Detectable Underground Marking Tape will not be paid for separately but shall be included in
the work.
Advisor Message Receiver pagers and handheld two-way radios will not be paid for separately
but shall be included in the work.
Warranty work will not be measured and paid for separately but shall be included in the work.
1025
Section 624 — Drainage Pipe
Description
624.01. This work consists of furnishing and installing pipe defined by class for culverts (cross
drains), side drains, and storm sewers per these specifications and in conformity with the lines
and grades shown on the plans or established.
Materials
624.02. Materials shall meet the requirements in the Contract and in the following subsections.
CSP= Corrugated Steel Pipe 707.02
Bit. Co. CSP = Bituminous Coated Corrugated Steel Pipe 707.03
A.F. Bo. CSP = Aramid Fiber Bonded Corrugated Steel Pipe 707.03
CAP = Corrugated Aluminum Pipe 707.06
PCSP — both sides = Precoated Corrugated Steel Pipe with sides
coated on both sides with 10 mils minimum 707.10
ALT2 CSP = Aluminized Corrugated Steel Pipe Type 2 707.11
RCP = Reinforced Concrete Pipe, Type I, II, or V Cement 706.02
NRCP = Nonreinforced Concrete Pipe, Type I, II, or V Cement 706.01
PVC = Polyvinyl Chloride Pipe 712.13
PE = Polyethylene Pipe 712.13
SRPE = Steel Reinforced Polyethylene Pipe 712.13
PP = Polypropylene 712.13
All precoated sheet steel for PCSP culvert shall be tested by the manufacturer for coating
holidays and certified free of defects. The coating will be visually inspected by the Engineer
during construction and all damage found shall be repaired in an approved manner.
Connecting bands shall receive the same corrosion protection as the pipe with which they are
used. Coatings conforming to the requirements of Sections 706 and 707 will be permitted as
applicable. Connecting bands and pipe extensions shall be of similar metal, or of non-metallic
material, to avoid galvanic corrosion.
End sections for concrete or metal pipe shall be the same material as the pipe and meet the
requirements for the same class as that specified for the pipe per Table 624-1.
Plastic end sections shall not be used. When plastic pipe is to be installed with end sections,
steel or concrete end sections meeting the same class as that specified for the pipe per Table
624-1 shall be used.
The Contractor may furnish any pipe material allowed in Table 624-1 for the class of pipe
specified in the Contract except for storm drains. The Contractor may furnish RCP, PVC, SRPE
or PP allowed in Table 624-1 for the class of pipe specified in the Contract for storm drains. The
1026
Contractor shall state at the Pre -construction Conference the pipe materials intended to be
furnished.
Table 624-1 — Materials Allowed for Class of Pipe
Material Allowed**
CI 0
CI 1
CI 2
CI 3
CI 4
CI 5
CI 64
CI 7
CI 8
CI 9
CI 104
CSP
YNNNNN
N
NNN
N
ALT2 CSP
Y
Y
Y
Y
Y
N
N
NNN
N
Bit. Co. CSP
Y
Y1
NNNN
N
NNN
N
A.F. Bo. CSP
Y
Y
Y
Y
Y
Y
Y
NNN
N
CAP
Y
Y2
Y2
Y2
Y2
Y
N
NNN
N
PCSP - both sides
Y
Y
Y
Y
Y
Y
Y
NNN
N
PVC6
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
PE6
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
PP6
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
SRPE
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
RCP (SPO)3,5
Y
YNNNN
N
YNN
N
RCP (SP1)3,5
Y
Y
Y
NNN
N
Y
Y
N
N
RCP (SP2)3,5
Y
Y
Y
Y
Y
N
N
Y
Y
Y
N
RCP (SP3)3,5
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Table Notes:
* As determined by the Department per the CDOT Pipe Selection Guide. Determination is
based on abrasion and corrosion resistance.
** Y=Yes; N=No.
1 Coated Steel Structural Plate Pipe of equal or greater diameter, conforming to Section 510,
may be substituted for Bit. Co. CSP at no additional cost to the project.
2 Aluminum Alloy Structural Plate Pipe of equal or greater diameter, conforming to Section
510, may be substituted for CAP at no additional cost to the project.
3 SP= Class of Sulfate Protection required per subsection 601.04 as revised for this project.
RCP shall be manufactured using the cementitious material required to meet the SP class
specified.
4 For pipe classes 6 and 10, the RCP shall be coated per subsection 706.07 when the pH of
either the soil or water is less than 5. The Contract will specify when RCP is to be coated.
5 Concrete shall have a compressive strength of 4500 psi or greater.
6 Per subsection 712.13.
Where class of pipe specified allows the use of metal pipe, its use will be limited per the resistivity
requirements in Table 624-2. The Contract will state whether the resistivity requirements apply.
The minimum wall thickness for metal pipe shall be the gauge shown on Standard Plan M-603-
1 unless otherwise specified in the Contract.
Joint systems for siphons, irrigation systems, and storm drains shall be watertight. Watertight
joint systems for plastic pipe shall conform to subsection 705.02.
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Table 624-2 — Resistivity Requirements for Metal Pipes
Resistivity, R (Ohm — cm)
pH
Minimum Required Gauge Thickness
≥1500
5.0-9.0
16 Gauge Aluminized Type 2
≥250
3.0-12.0
16 Gauge Polymer Coated
Construction Requirements
624.03. Installation shall conform to the requirements of Section 603 or Section 510 as
applicable.
Installation for Aluminized Corrugated Steel Pipe Type 2 shall conform to all requirements for
Corrugated Steel Pipe (CSP) including the fill height tables and requirements in Standard Plan
M-603-1.
Joining and installation of plastic pipe shall conform to ASTM D2321 and the manufacturer's
recommendations.
Irrigation systems, cross drains, and storm drains shall be watertight. ASTM testing of the joints
will be performed by the Contractor per approved methods. Should any joints fail to meet the
test requirements, they will be corrected at the Contractor's expense.
Method of Measurement
624.04. Drainage pipe will not be measured but will be the net length of pipe called for on the
plans, except when field changes are ordered or when there are errors on the plans. In case of
exceptions, the quantity to be measured shall be the actual net length of conduit measured along
the bottom centerline of the installed pipe. The net length shall include end sections when
required.
Basis of Payment
624.05. The accepted quantities of drainage pipe will be paid for at the contract unit price per
linear foot for the specified size and class.
Payment will be made under:
Pay Item
Pay Unit
Inch Drainage Pipe (Class_)
Linear Foot
Structure excavation and structure backfill will be measured and paid for per Section 206.
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Section 625 — Construction Surveying
Description
625.01. This work consists of the construction surveying, calculating, and staking necessary for
the construction of all elements of the project. The work shall be done under the supervision of
a Professional Land Surveyor (PLS) or Professional Engineer (PE) who is experienced and
competent in road and bridge construction surveying and licensed in the State of Colorado. The
PLS or PE shall maintain their license in good standing through the entire Contract period.
Locating, preserving, referencing, installing and restoring land monuments such as Primary
Control monuments from which the right of way or any land boundary will be calculated,
described or monumented, Public Land Survey System (PLSS) monuments, General Land
Office (GLO) monuments, Bureau of Land Management (BLM) monuments, Mineral Survey
(MS) monuments, Right-of-way (ROW) monuments, property boundary monuments, easement
monuments, and other monuments that are required by law or regulation to be established by a
PLS, and the determination of any land boundary, shall be done per Section 629, under the
supervision of a Professional Land Surveyor (PLS) who is experienced and competent in Right
of Way and boundary surveying and licensed in the State of Colorado.
The PLS shall be available to review work, resolve problems, and make decisions in a timely
manner.
Unless specified otherwise in the Contract, all survey procedures shall be in conformance with
the CDOT Survey Manual.
IIf the Revision of Section 102 Project Plans and Other Data states 3D modeling data is available,
the Contractor shall utilize 3D Engineered Construction Surveying (3DECS).
3DECS is the use of global positioning and or robotic instruments to guide construction
equipment operations by comparing 3D model information in real time. For 3DECS, either the
construction equipment is fed modeling information and makes automatic adjustments (machine
control), or the equipment operator is fed the information and makes physical adjustments.
The Contractor is hereby noticed that if Weld County provides any design CAD files to the
Contractor's surveyor for construction surveying purposes, it is doing so as a courtesy to the
Contractor. The CAD files are not considered Contract Documents and shall not be used in
relation to any request for additional time or compensation.
The Contractor shall have a GPS(ROVER) with the correct files loaded onsite and available to
the Inspector at any time for grade checking and testing/inspection locations. Centerline
stationing stakes shall be provided without option.
Adobe Sign software shall be used for electronic seals by the Contractor's Engineer, a
Professional Engineer, or a Professional Land Surveyor. Electronic signatures and seals shall
1029
comply with the requirements of the Architects, Professional Engineers, and Professional Land
Surveyors Rules and Regulations, 4 CCR 730-1.
Materials and Equipment
625.02. The Contractor shall furnish all personnel, survey equipment, safety equipment,
materials, and traffic control necessary to perform the required construction surveying and
staking. All surveying equipment, including:
(a) Total stations, LiDAR scanners, levels, rods, tapes, tripods, tribrachs, and Global
Positioning System (GPS) receivers and equipment, shall be checked and calibrated per
the CDOT Survey Manual, Chapter 6, Section 6.1.10, and documented in the survey
records before the start of work and every six months thereafter.
(b) Electronic Distance Measuring Instruments (EDMI) and total stations shall be checked and
calibrated on a National Oceanic and Atmospheric Administration/ National Geodetic
Survey (NOAA / NGS) calibrated baseline per the CDOT Survey Manual, Chapter 2,
Section 2.1 and 2.2, and documented in the survey records before the start of work and
every six months thereafter.
(c) GPS receivers and equipment shall be checked and calibrated on a NOAA / NGS calibrated
baseline per the CDOT Survey Manual Chapter 3 and documented in the survey records
before the start of work and every six months thereafter.
(d) Levels shall be checked and calibrated per the CDOT Survey Manual, Chapters 5 and 6,
and documented in the survey records before the start of any level circuit.
If any survey equipment is found to be functioning outside the manufacturer's specified
tolerance, certification from an approved repair facility showing that the instruments have been
repaired, properly adjusted, or both, if necessary, shall be included in the survey records and
submitted to the Engineer before being used.
Traffic control shall be per Section 630.
Construction Requirements
625.03 General. The Department will establish Primary horizontal and vertical control for the
project. All available information defining the extent of that control is provided on the plans per
the CDOT Survey Manual Chapter 6 or is available from the Engineer.
A Presurvey Conference — Construction Survey shall be held per the CDOT Survey Manual
Chapter 6, before performing any surveying work under this section. The Engineer, Region
Survey Coordinator (or designee), Contractor's Superintendent, Contractor's Surveyor (PLS)
and Party Chief shall attend. A Presurvey Conference — Construction Survey Form shall be
included per the CDOT Survey Manual Chapter 6. A surveying work schedule shall be submitted
to the Engineer for review before the conference.
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625.04 Contractor Surveying. The Contractor shall perform all construction surveying and
staking necessary for construction of the project. Construction surveying and staking shall be
based on the Primary Horizontal and Vertical Control established by the Department. The
Contractor shall check all Department established Primary horizontal and vertical control points
per the CDOT Survey Manual Chapter 6 and verify and document in the survey records their
horizontal accuracy tolerance per the CDOT Survey Manual Chapter 5, and their vertical
accuracy tolerance per the CDOT Survey Manual Chapter 6, for a CDOT Class A - Primary
Survey before using them for construction surveying control.
The Contractor's surveyor shall provide a map and list of this control points with locations and
elevations. The Contractor shall protect those points, and immediately re-establish any that are
damaged or removed during the progress of the project. The establishment of the control points
shall be done per the CDOT Survey Manual, Chapter 6.
Before beginning construction, the Contractor's surveyor shall stake all Right of Way corners,
Permanent Easements, and Temporary Construction Easements shown on the approved ROW
plans with temporary (for the duration of the project) points using re -bar, lath, or hubs and
marked with flagging, so they are easily visible. Those indicating the limits of construction within
which the Contractor is allowed to work shall be maintained throughout the project. The
Contractor shall protect those points, and immediately re-establish any that are damaged or
removed during the progress of the project.
During construction, the Contractor's surveyor shall provide and maintain construction stakes
with offsets for the Department's use. The construction stakes shall include information required
by the CDOT Survey Manual, Chapter 6. The Contractor shall protect and immediately re-
establish any construction stakes that are damaged throughout the project.
Planned Centerline shall be staked and maintained with station numbers throughout the entire
project. An approved offset can be used (ROW, TOS, etc.) but shall be indicated with an offset
distance on the stake. Maximum staking interval for tangent are 200' and 50' on curves.
The Contractor shall use 3D Engineered Surveying and the following shall apply:
1. All surveying shall be based on the Primary Horizontal and Vertical Control established by
the Department.
2. The Contractor shall provide construction stakes for the control points of the project
centerline or Engineer approved offset line (i.e., POT, POC, PCC, PC, PT, TS, ST, SC, CS
per the Survey Manual) and angle points, all of which shall be established from primary
control monuments and their assigned coordinates as shown on the plans.
3. Staking for the project centerline or offset, shall be established from the project centerline
control points as shown on the plans in order to provide a method of machine control
equipment checks, inspection, and field verification.
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4. The maximum staking interval for the project centerline shall be 500 feet on tangents and
100 feet on curves or as specified on the survey tabulation sheet. All project centerline
control points as shown on the plans shall be staked.
5. Within the first week of the Contractor utilizing 3DECS, the Contractor shall check their
3DECS system and verify on writing to the Department that the accuracy of the system
complies with the contract requirements.
6. The Contractor shall conduct an as -constructed survey of the following items: Installed or
relocated utility lines as shown on the utility plans, including those installed or relocated by
the Contractor or by others.
A. Installed or relocated culverts, conduit, inlets, or other drainage features.
B. Traffic signal heads, poles, pushbutton assemblies, and controller cabinets.
C. ITS fiber vaults, splice points, interfaces, nodes and other assets.
D. Lighting including pull boxes, meters and light standards.
The as -constructed survey shall be completed per the CDOT Survey Manual, Chapter 6, Section
6.14.
At no cost to the Department, the Contractor shall revert to traditional surveying and disband
using 3DECS should the Engineer determine the existence of contractor quality or accuracy
issues related to 3DECS.
The Contractor shall check all Department established Primary horizontal and vertical control
points per the CDOT Survey Manual Chapter 6 and verify and document in the survey records
their horizontal accuracy tolerance per the CDOT Survey Manual Chapter 5, and their vertical
accuracy tolerance per the CDOT Survey Manual Chapter 6, for a CDOT Class A, Primary
Survey before using them for construction surveying control.
The Contractor shall submit the as -constructed survey to the Project Engineer. The electronic
as -constructed survey shall conform to the requirements of Section 625, use Terrain Modeling
Survey System (TMOSS) codes, and shall include the following information:
1. The Contractor's Professional Land Surveyor's (PLS) digital terrain model with the
electronically sealed field -collected information report.
2. The contours shall be shown at 1 -foot intervals with major contours labeled at 5 -foot
increments.
3. The bottom of the EDB elevations along the toe of embankment slope and top and bottom
of trickle channel elevations, to verify positive drainage throughout the basin with labels of
features, elevation, and the WQCV elevation as shown on the plans.
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4. The top of wall or dam elevation on the survey to verify freeboard (distance between high-
water mark and top of wall or dam elevation) along the EDB, and the top width of the
embankment along the perimeter of the EDB.
5. A detail of each forebay located at the outfall of each incoming storm drain into the EDB,
including plan dimensions with tops of walls, tops of slabs, pipe invert elevations, and pipe
diameters.
6. The basin location related to property lines (measured distances), right-of-way lines,
buildings, roads, access paths, and other easements.
7. The details of the outlet control structure, including labels of features and elevations, and
notes indicating if the features are the same as the design plan, or the reason they are
different in the as -constructed survey.
8. The details, including labels and elevations of all grates, racks, screens, and any other
materials intended to prevent clogging of the outlet structure orifices by debris of any kind.
Label all features and elevations on the as -constructed deliverable CADD 3D model and
Survey report.
9. The access and maintenance easements per the ROW plans around the EDB, including
the maximum slope of the access easement.
10. The submitted CADD 3D model shall include the following:
A. All control marks set per item 2, and other Project Controls as shown on the sealed
Project Control diagram; ensure that contour lines are continuous, closed, unbroken
polylines.
B. Grade spot elevations and break lines used to create the contours.
C. Elevations for all applicable items listed in 2-10 above.
D. Correct contours.
E. Initial /EDB volume calculation report sealed by the PLS of the data collection.
F. Geocoordinate system that conforms to project datum.
G. Survey information shall be compatible with the latest 3D digital modeling software.
Submit the as -constructed survey, including field survey data, survey report, and electronic
model files as a complete package to the Engineer. Allow 10 days for the Department's review
of the field survey data.
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If the field survey data, survey report or electronic model files indicate the control measure was
incorrectly constructed, the Contractor shall perform necessary corrective work to the control
measure to ensure compliance with design, at no cost to the project, as directed by the Engineer.
The Contractor shall clean all Control Measures before the PWQ Survey, final walkthrough and
final acceptance.
Payment for the as -constructed survey of EDBs and associated items, including creating the
electronic 3D CADD model and report, shall be included in Item 625 Construction Surveying.
625.05 Staking. Acceptable staking placement intervals for the various construction survey
items are described in the CDOT Survey Manual Chapter 6. Staking placement intervals
specified on the Survey Tabulation Sheet have precedence over those in the CDOT Survey
Manual. Stationing shall be established in the field on centerline or an approved offset.
625.06 Accuracy and Tolerances. Horizontal and vertical accuracy tolerances for Secondary
Control surveys and monuments, and for each construction item being staked shall be as
specified in the Contract or in the CDOT Survey Manual Chapter 6. If a discrepancy should
occur, the higher degree of accuracy or the more restrictive tolerance shall apply.
Horizontal accuracy tolerances for Primary Control surveys and monuments shall be as specified
in the CDOT Survey Manual Chapter 5. Vertical accuracy tolerances for Primary Control surveys
and monuments shall be as specified in the CDOT Survey Manual Chapters 5 and 6.
Horizontal accuracy tolerances for Secondary Control surveys and monuments shall be as
specified in the CDOT Survey Manual Chapter 6. Vertical accuracy tolerances for Secondary
control surveys, monuments, and/or Secondary benchmarks shall be as specified in the CDOT
Survey Manual Chapter 6.
3D Engineered surveying accuracy and tolerances shall be the same as the staking accuracy
and tolerances stated in the CDOT Survey Manual.
625.07 Responsibility and Inspection. Supervision and coordination of construction surveying
and staking is the Contractor's responsibility. The Engineer may inspect the Contractor's
surveying; however, such inspection will not relieve the Contractor of any responsibility for
accuracy or completeness of work. The Contractor shall check the work to verify the accuracy
and include documentation of this check in the Survey Records. All Contractor surveying
inaccuracies, errors, or omissions shall be corrected at the Contractor's expense. Engineer's
inspection or the Contractor's corrections shall not entitle the Contractor to additional payment
or contract time extension.
625.08 Reset Monuments and Stakes. Primary and Secondary Control monuments,
benchmarks, and other significant stakes that are damaged, destroyed, or made inaccessible by
the progress of construction shall be replaced, transferred or re-established at the Contractor's
expense per the CDOT Survey Manual Chapter 6.
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A supplemental or amended Project Control Diagram shall be submitted to the Engineer and the
Weld County Surveyor for any replaced, transferred or re-established Primary Control
monuments per the CDOT Survey Manual Chapter 6.
Locating, preserving, referencing, installing and restoring land monuments such as Primary
Control monuments from which the right of way or any land boundary will be calculated,
described or monumented, PLSS monuments, GLO monuments, BLM monuments, MS
monuments, ROW monuments, property boundary monuments, easement monuments, and
other monuments that are required by law or regulation to be established by a PLS, shall be
done per Section 629, under the supervision of a PLS who is experienced and competent in
Right of Way and boundary surveying and licensed in the State of Colorado.
625.09 Changes. All changes in lines and grades required by field conditions and all
discrepancies in grades, alignment, location or dimensions detected by the Contractor shall be
immediately submitted to the Engineer in writing. No changes in given data or plans will be
allowed unless approved by the Engineer in writing. All changes shall be documented in the
survey records.
625.10 Pay Quantities Measurements. The Engineer will perform all interim and final
measurements deemed necessary by the Department to determine contract pay quantities. The
Contractor shall establish and maintain Primary and Secondary Control points and stationing as
required for these measurements.
625.11 Survey Records. Survey records shall be completed as the work is done. Field survey
notes for construction surveying and checking by the Contractor shall be recorded in survey
records in conformance with the format given in the CDOT Survey Manual Chapter 6, Section
6.1.15. Survey field books shall be indexed per the Survey Manual Chapter 2.
The Contractor shall make all survey records generated available to the Engineer for inspection
or reproduction at all times. The Contractor shall submit all survey records to the Engineer before
final project acceptance. All survey records are considered property of the Department. The
responsible PLS or PE identified in subsection 625.01 shall electronically seal all survey records.
The electronic format shall contain the information and format as required in the Survey Manual
Chapter 2 and Chapter 6, including stakeout data and the raw data from the actual placement
of stakes. The records shall be electronically sealed by the PLS in responsible charge identified
in subsection 625.01.
Initial staking for major structures (overhead signs, concrete box culverts, bridges, and all other
structures assigned a structure number) shall be done per the CDOT Survey Manual Chapter 6,
from two independent setups. An independent check shall be made by the Contractor and shown
in the survey records for all bridge structures.
Method of Measurement
625.12. Construction surveying will not be measured but will be paid for on a lump sum basis.
1035
Basis of Payment
625.13. Payment for construction surveying will be the contract lump sum bid and will be full
compensation for all surveying work necessary to complete the project as shown on the plans,
to include all resetting of stakes, marks, monuments Secondary and Primary Control points, and
preparing supplemental or amended Project Control Diagrams.
Construction surveying required by plan force account or by additional work beyond the scope
of the original Contract will be paid for at a negotiated rate not to exceed the rate established in
Section 105. That rate shall also apply to reductions in construction surveying as impacted by
reductions or deletions to the original contract work. Any survey work not performed to the
contract requirements shall be subject to price reduction or rejection.
Partial payment for construction surveying, as determined by the Engineer, will be made as the
work progresses. The Contractor shall submit a schedule of estimated contractor construction
surveying time as required on the Survey Tabulation Sheet before the first partial payment is
made. Copies of the Survey Records for all completed survey work shall be submitted to the
Engineer before payment of the monthly estimate.
Before final payment is made, the Contractor's responsible PLS shall complete and electronically
seal all survey records and the Project Control Diagram (supplemental or amended). Submit the
survey records and the supplement or amended Project Control Diagram to the Engineer and
the Weld County Surveyor for review.
Before final payment is made, all construction survey markers shall be removed. It is not
acceptable to hammer the markers into the ground as they pose a hazard to agricultural
operations.
Payment will be made under:
Pay Item
Pay Unit
Construction Surveying
Lump Sum
Traffic control for construction surveying will be measured and paid for per Section 630.
All costs associated with 3DECS surveying will not be measured and paid for separately but
shall be included in the work.
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Section 626 — Mobilization
Description
626.01. This work consists of the mobilization of personnel, equipment and supplies at the
project site in preparation for work on the project. This item shall also include the establishment
of the Contractor's offices, buildings and other necessary facilities, and all other costs incurred
or labor and operations that must be performed before beginning the other items under the
Contract.
Construction of temporary accesses/roads into the work areas, and removal of the
accesses/roads after construction is completed, shall be included in the Mobilization bid item.
CONSTRUCTION STAGING AND TEMPORARY CONSTRUCTION EASEMENTS. The
Contractor shall take responsibility to find adequate staging area(s) for the project. Any
agreements made for staging on private property shall be made in writing and copies of the
written agreements shall be provided to the County before Construction. All staging areas shall
be secured with temporary fencing and restored to original conditions after construction. The
Contractor shall provide erosion and sediment control for all staging areas and shall modify the
Erosion and Sediment Control Plans to include staging areas.
The Contractor shall not park any vehicles or equipment in or disturb any areas not approved by
the Engineer.
The County has acquired Temporary Construction Easements (TCEs) for work on the project. If
the Contractor needs to perform work on private property outside of the easements shown on
the drawings, then the Contractor shall obtain additional TCEs. All agreements made between
the Contractor and the private property owners for additional TCEs shall be made in writing and
a copy of all written agreements shall be furnished to the County before any disturbance. The
Contractor shall provide erosion and sediment control for all areas encompassed within the
additional TCEs obtained by the Contractor and shall modify the Erosion and Sediment Control
Plans and CDPS-SCP to include TCEs.
The Contractor shall inform the property owners and the tenants at the properties before
construction. The Contractor shall limit construction activities to those areas within the limits of
disturbance as shown on the plans to the maximum extent practical. All costs whatsoever the
nature required for staging and additional temporary construction easements including
temporary fencing and erosion and sediment control shall be considered incidental to the project.
Any disturbance beyond the limits presented on the drawings shall be restored to the original
condition at Contractor's expense. Construction activities, in addition to normal construction
procedures, shall include parking of vehicles or equipment, consolidation of construction debris
or materials, and disposing of litter and any other action which alters existing conditions. All
disturbances outside the Project Limits shall be pre -approved by the County and secured by the
Contractor, at Contractor's expense.
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In addition, the Contractor will be required to secure Permission to Enter for property owners'
access that extend beyond the Right of Way Line. No separate payment will be made. Contractor
to review the access plans and determine the extent of the right of entry required. Weld County
shall be notified of the right of entry before entry.
Basis of Payment
626.02. Partial payments for mobilization will be made once each month as the work progresses.
These partial payments will be made as follows:
(1) When 5 percent of the original contract amount is earned, 25 percent of the amount bid for
mobilization, or 2'/2 percent of the original contract amount, whichever is less, will be paid.
(2) When 10 percent of the original contract amount is earned, 50 percent of the amount bid
for mobilization, or 5 percent of the original contract amount, whichever is less, will be paid.
(3)
When 25 percent of the original contract amount is earned, 60 percent of the amount bid
for mobilization, or 6 percent of the original contract amount, whichever is less, will be paid.
(4) When 50 percent of the original contract amount is earned, 100 percent of the amount bid
for mobilization, or 10 percent of the original contract amount, whichever is less, will be
paid.
(5)
Upon completion of all work on the project, payment on any amount bid for mobilization in
excess of 10 percent of the original contract amount will be paid.
(6) The total sum of all payments shall not exceed the original contract amount bid for the item,
regardless of the fact that the Contractor may have, for any reason, shut down the work on
the project or moved equipment away from the project and then back again.
For the purpose of this Section the term "original contract amount" as used above shall mean
the amount bid for the construction items in the Contract not including the amount bid for
mobilization. Payments for materials on hand, as described in subsection 109.07, will not be
included as a percent of original contract amount earned until said materials on hand have been
incorporated into the work and accepted and paid for as contract items.
These payments shall be independent of partial payments as defined in subsection 109.06.
Payment will be full compensation for all work necessary to complete the item.
Payment will be made under:
Pay Item
Pay Unit
Mobilization
Lump Sum
Nothing shall be construed to limit or preclude partial payments for other items as provided for
by the Contract.
1038
Section 627 — Pavement Markings
Description
627.01. This work consists of furnishing and applying pavement marking, and furnishing,
installing, and removing temporary pavement marking per these specifications, the Manual on
Uniform Traffic Control Devices for Streets and Highways (MUTCD), the Colorado supplement
thereto, and in conformity to the lines, dimensions, patterns, locations and details shown on the
plans or established.
Materials
627.02. Materials shall conform to the requirements of the following subsections:
Paint 708.05
Glass Beads 713.08
Modified Epoxy Pavement Marking Material 713.17
Thermoplastic Marking Material 713.12
Pavement Primer 708.07
Preformed Plastic Pavement Marking Material 713.13
Pavement Marking Tape 713.15
Pavement Marking Tape (Removable) 713.16
Raised Pavement Marker 713.18
Preformed Thermoplastic Pavement Marking Material 713.14
Methyl Methacrylate Pavement Marking Material 713.19
Construction Requirements
627.03 General. All pavement markings shall be placed per the following requirements. When
the term "full compliance" is used, it means the pavement markings shall meet the requirements
of Standard Plan S-627-1.
(a) Pavement Marking Plan. When pavement -marking location details are not provided in the
Contract, the Contractor shall submit a layout of existing conditions to the Engineer for
approval or modification. This layout is to be used as the final pavement -marking plan.
(b) Roadways Closed to Traffic During Construction. Full -compliance final markings shall be
in place before opening the roadway to traffic.
(c) Pavement markings on detour routes shall be full -compliance markings.
(d) Roadways Constructed Under Traffic. Full compliance final pavement markings shall be
placed within two weeks after final surfacing is completed. Full compliance pavement
markings shall also be placed on any roadways opened to traffic when the project pavement
work is discontinued for more than two weeks.
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(e) Temporary Pavement Markings. Temporary pavement markings and control points for the
installation of those pavement markings for roadways that are being constructed under
traffic shall be installed as follows:
1. When one roadway of a normally physically divided highway is closed, and a
crossover is constructed, full -compliance pavement markings shall be placed along
the tapers and through the median crossovers to the two-way traffic section.
Pavement markings through the two-way traffic section shall be as shown on the
plans.
All temporary paved roadways shall have full -compliance centerline, lane line, and
edge line markings before they are open for traffic.
Upon removal, markings applied to a final surface shall not leave a scar that conflict
with permanent markings.
2. The following criteria apply to all construction on roadways open to traffic other than
(d)(1) above:
Full -compliance centerline, lane line, and edge line temporary markings shall be in
place at the end of each workday.
No -passing zone restrictions shall be identified by full -compliance no -passing zone
markings. No -passing zone markings shall be in place daily.
Temporary pavement stencils (SCHOOL, RR Xing, etc.) are not required unless
specified in the plans.
Temporary pavement markings shall be installed according to the manufacturer's
recommendations in such a way that the markings adequately follow the desired
alignment.
3. Control Points consisting of 4 inch by 1 -foot marks at 40 -foot intervals may be placed
as guide markers for the installation of temporary or final pavement markings. Raised
flexible pavement markers may be substituted for these marks. Control points shall
not be used as a substitute for any required marking.
(f)
Pavement Marking for Seal Coats (Section 409).
1. Raised flexible pavement markers, suitable for use on seal coats, shall be installed as
follows:
No -passing zones shall be marked with two markers placed side -by -side at 40 -foot
intervals throughout the zone.
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Passing zones shall be marked with one marker at 40 -foot centers. Closer spacing
shall be used on curves, as deemed appropriate.
Raised flexible pavement markers, installed on 40 -foot centers, may also be used to
mark lane lines through multi- lane roadway sections. Auxiliary lanes and shoulder
lines may be marked with flexible markers on 80 -foot centers or as appropriate.
2. Full -compliance final pavement markings shall be placed within one week of
completion of the seal coat project.
627.04 Pavement Marking with Low Temperature Acrylic Paint and High Build Acrylic
Paint. Striping shall be applied on asphalt or Portland cement concrete pavements when the air
and pavement temperatures are as follows: for high- build waterborne paint, at least 45 °F and
expected to remain 45 °F or above for at least 24 hours; for low temperature waterborne paint,
at least 35 °F and expected to remain 35 °F or above for at least 24 hours. The pavement surface
shall be dry and clean, and free of all latent materials, per the manufacturer's recommendations.
Weather conditions shall be conducive to satisfactory results.
Glass beads shall be applied into the paint by means of a low pressure, gravity drop bead
applicator.
The Contractor shall use equipment that meets the following requirements, as approved:
(a) Equipment shall permit traffic to pass safely within the limits of the roadway surface and
shoulder while operating.
(b) Equipment shall be designed for placement of both solid and broken line stripes with a
reasonably clean -edged stripe of the width and location as shown on the contract and no
overspray on the road surface.
(c) Equipment shall have a glass bead dispenser directly behind and synchronized with the
paint applicator. Each applicator shall have individual control and automatic skip control
that will paint a strip with a gap as shown in the Contract.
(d) The equipment may be equipped with a heat exchanger to heat the paint to reduce drying
time.
(e) The operation shall include a trailing vehicle equipped with a flashing arrow board.
(f) High Build (Temporary) shall only be used for temporary pavement marking applications.
The Contractor shall prevent traffic from crossing a wet stripe. Stripes that have been marred or
picked up by traffic before they have dried shall be repaired at the Contractor's expense.
Removal of paint from vehicles that crossed wet paint shall be at the Contractor's expense. The
water -based paint and stripes shall fall within the following minimum and maximum ranges:
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Table 627-1 — Minimum and Maximum Ranges of Paint and Stripes
Description
Units
Low Temp
High Build
High Build
(Temporary)
Alignment
Lateral Deviation
2.0 inch
per 200
feet Max
2.0 inch
per 200
feet Max
2.0 inch
per 200
feet Max
Coverage Rate
Sq. Ft. per Gallon
II 89-94
67-70
100-105
Thickness
Mil
17-18
23-24
15-16
Width
Inches
Per Plans
± 0.25
Per Plans
± 0.25
Per Plans
± 0.25
Dry Time
Minutes
5-10
7-12
5-10
Beads
Application Rate, lbs./gal
7-8
9-10
II 5-6
Equipment shall have a bead dispenser directly behind, synchronized with the paint applicator
and shall be capable of painting a clean -edged stripe of the designated width plus or minus 1/4
inch with no overspray on the road surface. For centerlines and lane lines, an automatic skip
control shall be used. Machines having multiple applicators shall be used for centerlines with "no
passing zones." In areas where machines are not practical, suitable hand -operated equipment
shall be used as directed by the Engineer.
Stripes shall be protected until dry.
627.05 Modified Epoxy Pavement Marking. The modified epoxy pavement -marking
compound shall be applied with equipment that will precisely meter the two components in the
ratio given in subsection 713.17(a). The equipment shall automatically shut off or warn the
operator if one component is not being mixed. The equipment shall produce the required amount
of heat at the mixing head and gun tip to provide and maintain the temperatures specified.
Before mixing, the individual components A and B shall each be heated to a temperature of 80
to 140 °F. After mixing, the application temperature for the combined material at the gun tip shall
be 80 to 140 °F. The 140 °F upper limit is the maximum temperature under any circumstances.
Both pavement and air temperatures shall be at least 35 °F at the time of modified epoxy
pavement marking application.
The surface areas of new Portland cement concrete pavement and decks that are to receive
markings shall be water blasted before placement of the modified epoxy pavement marking. The
amount of water blasting shall be sufficient to remove all dirt, laitance, and curing compound
residue.
The surface areas of new asphalt pavement, existing asphalt pavement, and existing concrete
pavement that are to receive markings shall be cleaned with a high pressure air blast to remove
loose material before placement of the modified epoxy pavement marking. Should any pavement
become dirty, from tracked mud etc. as determined by the Engineer, it shall be cleaned before
the placement of the modified epoxy pavement marking.
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When recommended by the modified epoxy manufacturer, a high-pressure water blast
integrated into the gun carriage shall be used to clean the pavement surface before modified
epoxy pavement marking application. The water blast shall be followed by a high-pressure air
blast to remove all residual water, leaving only a damp surface.
Modified epoxy pavement marking shall be applied to the road surface according to the modified
epoxy manufacturer's recommended methods at the application rate or coverage shown below.
Glass beads shall be applied into the modified epoxy pavement marking by means of a low
pressure, gravity drop bead applicator.
Modified epoxy pavement marking, and beads shall be applied within the following limits:
Table 627-2 — Application Rate or Coverage per Gallon of Modified Epoxy Pavement
Markin
Minimum
Maximum
18 mil Marking:
85 sq. ft.
90 sq. ft.
Beads:
23 lbs.
627.06 Thermoplastic Pavement Marking.
(a) Equipment -General. The material shall be applied to the pavement by an extrusion method
where one side of the shaping die is the pavement, and the other three sides are contained
by, or are part of suitable equipment for heating, mixing, and controlling the flow of the
material.
The equipment shall be constructed to provide continuous mixing and agitation of the
material. Conveying parts of the equipment between the main material reservoir and the
shaping die shall be so constructed as to prevent accumulation and clogging. All parts of
the equipment that come in contact with the material shall be easily accessible and
exposable for cleaning and maintenance.
All mixing and conveying parts up to and including the shaping die, shall maintain the
material at the plastic temperature.
The equipment shall be so constructed as to assure continuous uniformity in the
dimensions of the stripe. The applicator shall provide a means for cleanly cutting off square
stripe ends and shall provide a method of applying "skip" lines. The use of pans, aprons or
similar appliances that the die overruns will not be permitted under this specification.
Beads for the surface of the completed stripe shall be applied by an automatic bead
dispenser attached to the applicator in such manner that the beads are dispensed almost
instantly upon the completed line. The bead dispenser shall be equipped with an automatic
cutoff control synchronized with the cutoff of the thermoplastic material.
The equipment shall be so constructed as to provide for varying die widths to produce
varying widths of traffic markings.
1043
The equipment shall be so designed to permit agitation of the material to prevent scorching,
discoloration or excessive high temperatures of any part of the material.
A special kettle shall be provided for melting and heating the composition. The kettle shall
be equipped with an automatic thermostatic control device so that heating can be done by
controlled heat transfer liquid rather than direct flame.
The applicator and kettle shall be so equipped and arranged as to satisfy the requirements
of the National Fire Underwriters.
The equipment shall be so equipped as to permit preheating of the pavement immediately
before application of the material.
The applicator shall be mobile and maneuverable to the extent that straight lines can be
followed, and normal curves can be made in a true arc.
(b) Types of Equipment.
1. Portable Applicator. The portable applicator shall be a device typically used for
painting crosswalk lines, stop bars, short lane lines and short centerlines. The
applicator shall be easily maneuverable and capable of being propelled by the
operator.
2. Mobile Applicator. The mobile applicator shall contain equipment to provide for
automatic installation of skip lines in any combination of line and skip up to 40 feet.
The mobile applicator shall be moved in conjunction with the melting and heating
kettles in such a manner as to provide continuous highway operation of the kettles
and the mobile applicator as an integral unit.
3. Epoxy Primer Equipment. The epoxy primer application shall be accomplished using
equipment having the following features:
A. The main storage tank shall be equipped with a visible gauge that will allow the
Engineer to readily ascertain the rate of application.
B. The main storage tank shall be equipped with a heating device that will maintain
the epoxy at a constant efficient temperature.
C. The spray nozzle and epoxy spray shall be protected from the action of wind to
insure placement where needed.
4. Cleaning Equipment. Equipment must be provided to insure removal of laitance, dust,
debris, paint and other foreign matter from the road surface immediately before the
installation of the composition, or immediately before the application of primer.
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(c) Application. The stripe shall be applied to the pavement to either the right or left of the
application unit, dependent upon roadway lane being used. The unit shall not occupy more
than one lane of roadway while operating.
The finished lines shall have well defined edges and be free of waviness. All of the
equipment necessary to the preheating and application of the material shall be so designed
that the temperature of the material can be controlled within the limits necessary to its
pourability for good application.
At the time of installation of thermoplastic materials, the pavement shall be clean, dry, and
free of laitance, oil, dirt, grease, paint or other foreign contaminants. Pavement and ambient
temperatures shall be at least 50 °F.
An epoxy resin primer conforming to subsection 708.07 shall be applied to all pavement
surfaces before the application of the thermoplastic pavement marking.
The marking material shall not be applied until the epoxy resin primer reaches the tacky
stage, approximately 15 minutes under normal conditions. An infrared heating device may
be employed to shorten the curing time of the epoxy.
To insure the best possible adhesion, the marking material as specified, shall be installed
at the manufacturer's recommended temperature.
The minimum thickness of thermoplastic lines as viewed from a lateral cross section shall
not be less than 3/32 inch at the edges, or less than 1/8 inch at the center. Measurements
shall be taken as an average throughout any 36 -inch section of the line. The material, when
formed into traffic stripes, must be readily renewable by placing an overlay of new material
directly over an old line of compatible material. Such new material shall bond itself to the
old line in such a manner that no splitting or separation takes place.
Glass beads shall be applied to the thermoplastic pavement marking by means of a low
pressure, gravity drop bead applicator at a rate of 10 pounds per 100 square feet, minimum.
627.07 Methyl Methacrylate Pavement Marking. Methyl methacrylate pavement marking shall
be installed per manufacturer's recommendations. The Contractor shall use installation
equipment, materials, equipment technicians and operators recommended by the manufacturer.
Methyl methacrylate pavement markings shall be applied to the road surface according to the
manufacturer's recommended methods at 60 -mil minimum thickness. Glass beads shall be
applied using a double drop bead application system. The first bead applicator shall apply glass
beads at the rate of 3.2 pounds per square yard (10 pounds per gallon) minimum, and 1.9
pounds per square yard (6 pounds per gallon) minimum for the second bead applicator.
Methyl methacrylate pavement marking and beads shall be applied within the following limits:
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Table 627-3 — Application Rate or Coverage per Gallon of Methyl Methacrylate
Pavement Markin
Minimum
Maximum
Methyl Methacrylate Pavement Marking:
26 sq. ft.
28 sq. ft.
First Bead Applicator:
10 lbs.
--
Second Bead Applicator:
6 lbs.
--
627.08 Preformed Plastic Pavement Marking. This retroreflective preformed plastic strip shall
be suitable for application on asphaltic or Portland cement concrete pavement. The strip shall
be applied at the locations called for on the plans or as directed.
If recommended by the manufacturer, an epoxy resin primer conforming to subsection 708.07
shall be applied to all pavement surfaces before the application of the preformed plastic
pavement marking.
The surface of the pavement shall be clean, free of loose foreign material, dry and have no
moisture for a minimum of 48 hours before application of the markings.
The air and surface temperature shall be a minimum 40 °F or as recommended by the
manufacturer.
The marking strip as applied shall be in good appearance, free of cracks and the edges shall be
true and straight. The preformed plastic pavement marking shall be Type I, Type II, or Type III
as shown on the plans.
Before beginning installation operations, the Contractor shall submit to the Engineer instructions
from the performed plastic pavement manufacturer detailing surface preparation, grooving
requirements and material application. The instructions shall include the following:
(1) Equipment Requirements.
(2) Approved Work Methods and Procedures.
(3) Material Application Temperature Requirements.
(4) Ambient Air and Surface temperature Requirements.
(5) Weather Limitations.
(6) Special Precautions.
(7) Any other requirements necessary for successful installation and satisfactory performance
of the material.
1046
The Contractor shall secure from the manufacturer all warranties and guarantees with respect
to materials, workmanship, performance, or combination thereof, and shall include these
warranties and guarantees with the Certification of Compliance.
Materials supplied without installation instructions or with incomplete instructions will not be
accepted for use.
Unless otherwise shown on the plans, typical pavement markings shall conform to the shapes
and sizes as shown on Standard Plan S-627-1.
The Contractor shall make all arrangements to have a manufacturer -trained installer of the
manufacturer's products on -site during the placement of preformed plastic pavement marking to
ensure proper installation. A minimum of two weeks before the placement of the preformed
plastic pavement marking, the Contractor shall submit written documentation of the installer's
qualifications and training in the installation of preformed plastic pavement marking. Upon
completion of the work, the Contractor shall obtain and submit to the Engineer written
documentation from the manufacturer -trained installer certifying that the product was installed in
full compliance with this specification and manufacturer's recommendations.
The preformed plastic pavement marking shall be inlaid on new and existing pavements as
shown in the Contract. The material shall be usable for patching worn areas of the same type
according to the manufacturer's recommendations.
The Contractor shall not perform wet cutting of pavement unless otherwise directed. Application
and removal of temporary pavement marking associated with wet -cutting of pavement shall be
at the Contractor's expense.
The preformed plastic pavement marking shall conform to pavement contours by the action of
traffic, and shall be applicable on new, dense, and open graded asphalt wearing courses during
the paving operations according to the manufacturer's recommendations. After application, the
markings shall be immediately ready for traffic.
(a) Inlaid Preformed Plastic Pavement Marking. The grooved width for inlaid preformed plastic
pavement marking is called for in the Contract. The grooved width shall be the pavement
marking width plus 1 inch, with a tolerance of plus or minus 1/4 inch. The depth of the
grooves shall be 130 mils plus or minus 5 mils. Groove position shall be a minimum of 2
inches from the edge of the pavement marking to the longitudinal pavement joint.
Grooving shall not be performed on bridge decks with Polyester Polymer Concrete
Overlays.
The bottom of the groove shall have a smooth, flat finished surface. The spacers between
blade cuts shall be such that there will be less than a 10 -mil rise in the finished groove
between the blades.
1047
Grooves shall be clean, dry and free of laitance, oil, dirt, grease, paint or other foreign
contaminants. The Contractor shall prevent traffic from traversing the grooves, and re -clean
grooves, as necessary, before application of the preformed plastic pavement markings.
(b) Reserved.
627.09 Preformed Thermoplastic Pavement Marking. The markings shall consist of a resilient
white or yellow thermoplastic product with glass beads uniformly distributed throughout the entire
cross sectional area. Legends and symbols shall be capable of being affixed to bituminous
pavements by heating.
The markings shall conform to pavement contours, breaks and faults through the action of traffic
at normal pavement temperatures. The material shall have resealing characteristics with the
capability of fusing with itself and previously applied thermoplastic markings under normal use.
The preformed thermoplastic markings shall be packaged in a protective plastic film with
cardboard stiffeners where necessary to prevent damage in transit. The carton in which the
material is packed shall be clearly labeled for ease of identification.
(a) Application. Application temperature shall be as recommended by the manufacturer. The
pavement and air temperature shall be as recommended by the manufacturer at the time
of application. The materials shall be applied using a heating method recommended by the
manufacturer. The Contractor shall provide the Engineer a copy of the manufacturer's
installation recommendations before beginning the work. The pavement shall be clean, dry
and free from debris. The preformed thermoplastic markings may be installed on top of
existing thermoplastic markings after all loose material has been removed. The preformed
thermoplastic markings shall not be installed on top of existing preformed plastic pavement
markings without first removing the existing markings to a depth that insures removal of the
adhesive backing of the preformed plastic. It shall not be installed on top of pavement
marking paint without first removing the paint.
(b) Equipment. The Contractor shall use a heating method specifically recommended by the
manufacturer for the installation of preformed thermoplastic markings.
627.10 Pavement Marking Tape. Retroreflective tape shall be suitable for temporary use on
asphaltic or Portland cement concrete pavements. The tape shall be applied at the locations
shown on the plans or as directed. The tape shall conform to subsection 713.15.
The surface to which the tape is applied shall be clean, dry and free of dirt, oils and grease. The
tape shall be pressed down immediately after application, until it adheres properly and conforms
to the surface. Temporary marking tape sections longer than 1 foot shall be removed before
placement of the final pavement course. All tape shall be removed on sections where tape
conflicts with revised traffic lanes before opening of new lanes to traffic.
1048
Pavement marking tape (removable) shall be installed per the manufacturer's recommendations
and maintained throughout the required construction phase at no additional cost to the
Department.
627.11 Raised Pavement Markers. Raised pavement markers (temporary) shall be installed on
centerlines, edge lines, and lane lines where specified in the Contract. Single markers shall be
installed at 5 -foot intervals for solid lines. A group of four markers at 3 -foot spacings and at 40 -
foot intervals shall be installed for skip lines.
Markers supplementing lines shall be installed at the spacing shown on the plans. Raised
pavement markers (temporary) shall be installed per the manufacturer's recommendations and
shall be maintained throughout the required construction phase at the Contractor's expense.
Method of Measurement
627.12. The types of pavement marking described will be measured by the following units,
complete in place and accepted.
Pavement marking paint will be measured by the number of gallons used including glass beads.
Material used in excess of coverage limit prescribed will not be measured.
Modified epoxy pavement marking, polyurea, and methyl methacrylate pavement marking will
be measured by the total number of gallons of components A and B used including glass beads.
Material used in excess of coverage limit prescribed will not be measured.
Thermoplastic pavement marking, preformed thermoplastic pavement marking, and preformed
plastic pavement marking will be measured by the square foot. The unmarked spaces between
markings will not be included in the overall measurement.
The amount of pavement marking tape to be measured will be the linear feet of the specified
width tape applied. Gaps in marking will not be measured for payment.
Raised pavement marker (temporary) will be measured as a unit in place and shall include all
adhesive necessary for installation. Removal of the raised pavement marker shall be included
in the work.
Pavement word and symbol markings, transverse and longitudinal crosswalk lines, and stop
lines will not be measured, but shall be the quantities, in square feet, designated in the Contract;
except measurements will be made for revisions requested by the Engineer. The unmarked
spaces within these markings will not be included in the measurement.
Basis of Payment
627.13. The accepted quantities will be paid for at the contract price per unit of measurement
for each of the pay items listed below that appear in the bid schedule.
1049
Payment will be made under:
Pay Item
Pay Unit
Pavement Marking Paint
Gallon
Pavement Marking Paint (High Build)
Gallon
Pavement Marking Paint (High Build)(Temporary)
Gallon
Pavement Marking Paint (Low Temperature)
Gallon
Modified Epoxy Pavement Marking
Gallon
Methyl Methacrylate Pavement Marking
Gallon
Thermoplastic Pavement Marking
Square Foot
Preformed Plastic Pavement Marking (Type )(Inlaid)
Square Foot
Preformed Plastic Pavement Marking (Word-Symbol)(Type ()(Inlaid)
Square Foot
Preformed Plastic Pavement Marking (Xwalk-Stop Line)(Type ()(Inlaid)
Square Foot
Inch Pavement Marking Tape
Linear Foot
Pavement Marking Tape (Removable)
Linear Foot
Raised Pavement Marker (Temporary)
Each
Pavement Marking Paint (Word -Symbol)
Square Foot
Pavement Marking Paint (Xwalk-Stop Line)
Square Foot
Thermoplastic Pavement Marking (Word -Symbol)
Square Foot
Thermoplastic Pavement Marking (Xwalk-Stop Line)
Square Foot
Preformed Thermoplastic Pavement Marking
Square Foot
Preformed Thermoplastic Pavement Marking (Word -Symbol)
Square Foot
Preformed Thermoplastic Pavement Marking (Xwalk-Stop Line)
Square Foot
Waterblasting will not be measured and paid for separately, but shall be included in the work.
Glass beads and cleaning with high-pressure water blast or air blast shall be included in the cost
of the work.
Each authorized application of temporary pavement marking will be measured and paid for at
the contract unit price for the type of material used.
Control points and Contractor pavement marking plans will not be measured and paid for
separately but shall be included in the work.
All costs associated with having the Preformed Plastic Pavement Marking manufacturer -trained
installer on -site and providing the documentation will not be measured and paid for separately
but shall be included in the work.
1050
Section 628 — Pedestrian Bridges
Description
628.01. This work consists of the design, fabrication, and finishing a modified bowstring top
chord, welded self -weathering steel (ASTM A 709 Grade 50W), pedestrian truss bridge with a
concrete deck including bearings.
Each Contractor is required to identify their intended supplier as part of the bid submittal.
Qualified Bridge Manufacturers must have at least 5 years' experience fabricating these types
of structures and shall have an up to date certification by AISC as a Certified Bridge Fabrication
- Intermediate (Major) with Fracture Critical Endorsement. All suppliers shall fabricate their
product, no brokers are allowed.
628.02 Design Professional and Submittals. The Bridge Manufacturer shall have as a direct
employee, an engineer who is experienced in bridge design to perform all engineering related
task and design. The engineer shall have a minimum of 10 years' experience in bridge design
and be a currently licensed civil or structural engineer in the State of Colorado.
Engineering drawings, 11x17 format, shall be prepared and submitted to the Contractor or
Owner for their review after receipt of the order. Submittal drawings shall be unique drawings,
prepared to illustrate the specific portion of the bridge being fabricated. All relative design
information such as member size, ASTM material specification, dimension necessary to
fabricate and required welding shall be clearly shown on the drawings. Drawings shall have
cross referenced details and sheet numbers. All drawings shall be stamped, signed and dated
by the Bridge Manufacturer's Design Professional.
Structural calculations for the design of the bridge superstructure shall be prepared and
submitted to the Engineer for review and acceptance. Calculations shall include complete
design, analysis and code checks for the controlling member, connectivity and support
conditions, truss stability checks, deck design, deflection checks, bearings and all splices.
628.03 Governing Specifications. Bridge(s) shall be designed in compliance with the LRFD
Guide Specifications for Design of Pedestrian Bridges, 2nd Edition, by AASHTO. Calculations
shall be per this document, and formulas shall reference the appropriate sections.
628.04 Other Reference Codes, Specifications, and Standards.
(1) AISC, Steel Construction Manual, Latest Edition
(2) AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaries
and Traffic Signals, 5t" Edition (AASHTO Signs)
(3) American Welding Society, Structural Welding Code, D1.1, Latest Edition
1051
(4) International Building Code (IBC), Latest Edition
(5) ASCE/SEI 7 Minimum Design Loads for Buildings and Other Structures, Latest Edition
(6) National Design Specification for Wood Construction, ANSI NDS-Latest Edition
(7) Tropical Timbers of the World, US Forest Products Laboratory
The LRFD Guide Specifications for Design of Pedestrian Bridges, shall control if any conflicting
requirements occur with the Other Reference Documents and/or other local Codes.
The Bridge Manufacturer shall be responsible for providing sufficient gap between the abutment
backwall and bridge superstructure to accommodate the full range of bridge thermal movements
for the structure.
Welding and fabrication of steel structures shall conform to the Bridge Welding Code
ANSI/AASHTO/AWS D1.5 as amended by the Contract Documents. When AWS D1.5 is cited
in the Specifications, the reference shall be to the latest edition of the Bridge Welding Code.
Design Specifications
628.05 Bridge System Type.
(a) Modified Bowstring Top Chord Truss. The vertical trusses shall be designed such that the
top and bottom chord members will have a varying height along the length of bridge. The
top chord will arch from the top of the end vertical, rising to a peak height at the center of
the bridge, and then falling to the top of the end vertical at the other end of the truss. The
height of the end vertical will match the specified handrail height. The peak height at the
center of the bridge will be as determined by the Bridge Manufacturer, allowing for standard
freight and manufacturing limitations. Bridge Manufacturer shall be consulted before bid to
determine these dimensions. The interior verticals of the trusses shall be perpendicular to
the top face of the bottom chord.
(b) End Vertical Type. The end vertical trusses shall be plumb.
(c) Floor Beam Location. The bridge(s) shall utilize an H -Section configuration where the ends
of the floor beams are welded only to the interior face of the verticals. The distance from
the top of deck to the bottom of the bottom chord shall be determined by the Bridge
Manufacturer during final design.
(d) Diagonal Style. The vertical truss shall use a single -diagonal, Pratt configuration, where all
of the diagonals are in tension. For a truss with odd number of bays, a second diagonal
shall be added to the center bay to form an "X".
628.06 Bridge Geometry.
1052
(a) Span Length. The bridge span length shall be as designated on the plans (straight line
dimension) and measured from center to center of bearings. The bridge manufacturer shall
determine final out -to -out of the bridge span.
(b) Width. The bridge width shall provide a minimum clearance as designated on the plans out
to out width.
(c) Top of Truss Height. For Modified Bowstring Top Chord System Types, the top of the top
chord above the deck dimension at mid -span shall be as determined by the Bridge
Manufacturer allowing for standard shipping, manufacturing and structural criteria. The top
of the top chord at the ends of the bridge shall not be less than 42" above the deck
(measured from the high point of the deck). Note that this dimension may be exceeded due
to truss height requirements for structural, deflection and vibration requirements.
(d) Lower Steel Clearance. The bridge manufacturer shall determine the distance from the top
of the deck (measured from the highest point of the deck) to the bottom of any steel
member. The customer preference for this dimension is approximately 2'-6".
(e) For bridges with floor beams in a H -Section configuration, this dimension shall be the height
of the bottom chord, plus an adequate weld clearance for the vertical to bottom chord and
the floor beam to vertical connections, plus the height of the floor beam, plus the maximum
thickness of the deck system.
(f)
(g)
Truss Bay Spacing. The number of bays and the dimension of the panel points shall be
determined by the Bridge Manufacturer. However, at no time shall the panel point
dimension be a distance which will cause the diagonals to be at an angle shallower than
35-degress with the bottom chord. For Modified Bowstring Top Chord System Type, this
angle criteria may be infringed upon for either of the end two bays.
Camber. For simple span bridges end to end, the vertical camber dimension of each span,
shall be equal to 100% of the anticipated full dead load deflection plus 1/4", or 150% of the
anticipated full dead load deflection, whichever is smaller.
(h) Elevation Difference. The top of the decks shall be at the same elevation at each end of
the bridge.
628.07 Structural Design Loads.
(a) Pedestrian Load (PL). The bridge structure shall be designed for a uniform pedestrian
loading of 90 psf. This loading shall be pattered to produce the maximum load effects.
Consideration of dynamic load allowance is not required with this loading.
(b) Vehicle Load (VL). Where vehicular access is not prevented by permanent physical
methods, the superstructure and deck system shall be designed for each of the following
concentrated/vehicular loads:
1053
(1) A concentrated load of 1,000 pounds placed on any area 2.5' by 2.5' square.
(2) A 1,200 pound two -wheel vehicle with a wheelbase of 60", with the load equally
distributed to two axles with a tire footprint of 1.5" in the direction of traffic and 4"
transverse to the direction of traffic.
(3)
A single truck shall be placed to produce the maximum load effects and shall not be
placed in combination with the pedestrian load. The dynamic load allowance need not
be considered for this loading. The truck shall be the following:
H2O vehicle (40,000 pound two -axle vehicle with 80% to rear axle)
(c) Wind Load (WS). Pedestrian bridges shall be designed for wind loads as specified in
AASHTO Signs, Articles 3.8 and 3.9. The Wind Importance Factor shall be taken as 1.15.
The loading shall be applied over the exposed area in front elevation including all
enclosures.
(d) Fatigue Load (FL). The fatigue loading shall be as specified in Section 11 of AASHTO
Signs. The Natural Wind Gust specified in Article 11.7.3 and the Truck -Induced Gust
specified in Article 11.7.4 of AASHTO Signs need not be considered.
(e) Railing Loads (RL). Each element of the pedestrian rail system shall be designed to support
a uniformly applied load of 50 pounds per lineal foot, both transversely and vertically, acting
simultaneously. In addition, each longitudinal element shall be designed to support a
concentrated load of 200 pounds, which will act simultaneously with the above uniform
loads at any point and in any direction at the top of the longitudinal element. The posts of
the pedestrian rail system shall be designed for a concentrated load applied at either the
center of gravity of the upper longitudinal element or 60" above the top of the walkway,
whichever is less. This concentrated load shall be equal to 200 pounds plus 0.05 times the
post spacing in feet.
(f)
Combination of Loads. The load combinations and load factors to be used shall be as per
specified in AASHTO LRFD Table 3.4.1-1, with the following exceptions:
(1) Load combinations Strength II, Strength IV, and Strength V need not be considered.
(2) The load factor for Fatigue I load combination shall be taken as 1.0, and Fatigue II
load combination need not be considered.
628.08 Structural Design Criteria.
(a) Modeling. The bridge shall be modeled and analyzed utilizing a three-dimensional
computer software which shall account for moments induced in members due to joint fixity
where applicable. Moments due to both truss deflection and joint eccentricity must be
considered. Analyzing the truss as a pure pinned structure will not be allowed. All loads
1054
listed in Section 5 of these specifications shall be applied to the model and analyzed
appropriately.
(b) Lateral Frame Design. The bridge shall be designed and proportion such that appropriate
lateral stiffness is provided locally and globally, to insure that the structure is stable.
For bridges without any overhead members (Half -Through Trusses), the vertical truss
members, the floor beams and their connections shall be proportioned to resist a lateral
force applied at the top of the truss verticals. This lateral force shall be applied as an
additional load to the top of the vertical, creating a cantilever moment, which is then added
to the forces obtained from the three-dimensional model. The magnitude of this lateral force
shall not be less than 0.01/K times the average factored design compressive force in the
two adjacent top chord members.
The top chord shall be analyzed as a column with elastic lateral supports at the panel points,
taking into account all moments due to in -plane and out -of -plane bending, along with
moments due to eccentricities of the members.
The U -Frame Stiffness of the verticals and floor beams shall be as determined in the
AASHTO Guide Specification Section 7.1.2, assuming that the vertical and floor beam
connection is rigid. This means that the following must be met:
(1) Matched member widths in simple unreinforced HSS connections between the floor
beam and vertical that is no deformation is allowed due to tube wall plastification of
the member faces at service loads.
(2) The connection of the floor beam to the vertical shall not include the HSS bottom chord
member, that is, the vertical and floor beam shall not be connected to different sides
of an HSS Chord. These members shall not be connected to faces of the bottom chord
at a 90 -degree to one another.
(3)
All fixed end moments in the floor beams and verticals due to floor beam rotations, in
addition to the loads derived from a U -Frame analysis have been accounted for in the
strength design of the connections.
At no time shall a K>2.0 be used in the design of the top chord.
The end verticals shall be designed as a simple cantilever to carry the loads obtained
from the three-dimensional model, plus the cantilever moment due to a lateral load of
0.01 times the axial force in the end vertical, applied laterally at the upper end of the
end vertical.
The floor beams shall always be sized for the forces obtained from a simple span,
pinned end analysis, or from the forces obtained from the three-dimensional model,
whichever controls.
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The diagonals and brace diagonals shall be analyzed as pinned -end connection
members. All other members shall be analyzed as fixed -end connections.
(c) Deflections. The vertical deflection of the bridge due to the unfactored pedestrian live
loading shall not exceed 1/360 of the span length. The horizontal deflection of the bridge
under unfactored wind loading shall not exceed 1/360 of the span length.
(d) Fracture. The fracture toughness requirements and designation of Fracture Critical Member
and Main Member designation are hereby waived for these structures.
(e)
Vibrations. Vibration of the structure shall not cause discomfort or concern to the users of
the bridges. To assure this, the fundamental frequency (f) of the pedestrian bridge in the
vertical direction, without live load, shall be greater than 3.0 hertz (Hz) to avoid the first
harmonic. The fundamental frequency of the pedestrian bridge in the lateral direction, shall
be greater than 1.3 Hz. If the fundamental frequency cannot satisfy these limitations, then
the bridge should be proportioned such that either of the following criteria are satisfied:
f > 2.86 * In(180/W)
or
W > 180 * e(-0.35 * f)
Where W is the weight of the bridge in kips and f is the fundamental frequency in the vertical
direction in Hz.
Wheel Load Distribution. The concrete deck shall be designed to span longitudinally from
floor beam to floor beam. A distribution width of deck is allowed, to support the anticipated
vehicle wheel loads. This distribution width (E in feet) shall be the narrower of the following:
(1) E = 4 + 0.6S where S is the floor beam spacing minus one-half of the floor beam width.
(2) One-half of the total driving width of the bridge deck.
(3) 0.75 times the lateral wheel spacing of the vehicle.
0.6 S + Wheel Width where S is the floor beam spacing minus one-half of the floor
beam width and the Wheel Width (in inches) is 2.5 * (sgrt((0.01 * P)/2.5)), where P is
the wheel load in pounds.
Materials
628.09 Structural Steel. All members of the truss and deck support system shall be fabricated
from square or rectangular hollow structural shapes (HSS), with the exception that floor beams
may be wide flange shapes. All open ends of end posts and floor support beams shall be capped.
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Drain holes shall be provided for all sections at the low point of the member that may become
filled with water.
All bridges shall be fabricated using A847 tube or A588 structural shapes.
Minimum nominal thickness of primary HSS shall be '/4". Rolled shapes shall have a minimum
thickness of 1/4".
628.10 Deck Material. Reinforced concrete bridge decks shall be normal weight concrete (145
pounds per cubic foot maximum) and shall have a minimum compressive strength of 4,000 psi
at 28 days, with an air content of 5% +/- 1`)/0.
The concrete mix design, materials, quality, mixing, placement, finishing and testing shall be per
the requirements of Section 601.
The surface of deck concrete shall be finished with a sidewalk finish per Section 601.
Stay -in -place galvanized (G60 coating) metal form deck shall be used and shall be designed to
support the weight of the wet concrete plus a 20 pounds per square foot construction load. Form
deck shall be shop attached to floor beams via self -drilling fasteners, welding or power actuated
fasteners. Welding shall not be used on painted or galvanized bridges. The longitudinal sheet
laps shall be attached with self -drilling self -tapping fasteners at 36 -inch maximum spacing. The
attachment of the form deck to the floor beams is only necessary to keep the form deck in place
during transportation and during the concrete placement. The form deck is not to be used for
diaphragm action or composite action and provides no structural benefit to the truss or the deck
after the concrete is set. Metal form deck panels shall be of a length to span a minimum of two
bays of the truss supports. The top of deck to bottom of form deck shall be as required to support
the anticipated live loads but shall not be less than 4".
Reinforcing shall be ASTM A615 Grade 60 Epoxy coated bars (ASTM A775). All bar bends and
anchorage shall be per AASHTO Specifications. Top reinforcing shall have a minimum clearance
of 1.5" to the top of deck. The longitudinal reinforcing shall be designed to support the anticipated
vehicular wheel loads.
Bridge Manufacturer shall designate the estimated slab thickness and reinforcing requirements
at time of quotation. These estimates are to be used for quoting purposes only. Actual quantities
may vary during the final design process, with costs variances due to any changes to the
quantities being the sole responsibility of the contractor. Contractor shall supply all concrete and
reinforcing materials.
628.11 Fasteners. Structural bolts used to field splice or connect; all main members shall be
ASTM A325, per the Specification for Structural Joints using ASTM A325 or A490 Bolts. The
nuts for these structural bolts shall be ASTM A563. The Bridge Manufacturer shall determine the
finish of the structural bolts. They will be either Type 3 (Weathering) or Type 1 (Hot -Dipped or
Mechanically Galvanized) as specified by the Bridge Manufacturer.
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Bolts used for the connection of a rub rail shall be ASTM A307 or SAE J429 Grade 2,'/4" diameter
carriage bolts, zinc plated.
Self -drilling fasteners for attachment of the form decking shall be #14 x 1" Zinc Plated Hex
Washer Head Tek Screws.
Power Actuated fasteners shall be Hilti sheet metal nail X-ENP-19 fastener.
Other miscellaneous fasteners shall be ASTM A307 zinc plated or galvanized, as determined by
the Bridge Manufacturer.
628.12 Rub Rail Timber. Rub Rail timber planks shall be Ipe wood (Tabebuia spp.-lapacho
group), all heartwood (no sapwood), clear (no knots), straight grained, with no worm holes,
surfaced 4 sides (S4S) and eased at four edges, and be air dried to no more than 20% moisture
content before installation. Planks shall be untreated, except ends of planks shall be sealed with
"Anchorseal" as manufactured by Mobil CER-M or an equal aqueous wax log sealer. Based on
the Forest Products Laboratory value of 27,270 psi for Modulus of Rupture, Modulus of Elasticity
of 3,030,000 psi and Maximum Crush Strength of 13,720 psi the following allowable stresses
shall apply: Allowable bending stress without modification factors of 3,700 psi; allowable shear
without modification factors of 320 psi.
628.13 Finish. Exposed surfaces of structural steel shall be blast cleaned per the Steel
Structures Painting Council (SSPC), Surface Preparation Specification No. 7, latest edition,
(SSPC-SP7), Brush -Off Blast. Exposed surfaces of steel shall be defined as those surfaces seen
from the deck or from the outside and bottom of the structure.
628.14 Safety Rails. Safety rails shall be placed on the inside of the structure, spaced so as to
prevent a 6" sphere from passing through the side truss from the top of deck to a height of 27",
and prevent an 8" sphere from passing through the side truss from a height of 27" to the full
height of the side truss, or 54", whichever is less. Rails shall be welded directly to the truss
verticals whenever possible. When safety rails are placed on the inside of the structure, the ends
of any longitudinal rails near the end of the bridge shall be mitered at a 45 -degree angle, capped,
and ground smooth. No solid plate covering all rails as a unit will be allowed.
Safety rails shall be placed vertically as pickets.
Vertical picket safety rails for weathering steel bridges shall have a top and bottom longitudinal
rail, made from an HSS 1 '/2 x 1 '/2 x 3/16, welded directly to the truss verticals, or the pickets
can be welded to the exterior faces of the top and bottom chords utilizing a L 2 x 2 x 3/16 top
cover angle. If the vertical spacing exceeds 12'-0" then mid -bay supports will be required. The
ends of the longitudinal rails shall be capped, welded and ground smooth. In between these
rails, vertical pickets of L 1 '/2 x 1 '/2 x 1/8 shall be welded. If a toe plate is also specified, then
the toe plate may be used as the bottom longitudinal rail.
628.15 Toe Plate. Steel toe plates for a weathering steel bridge shall consist of ASTM A588'/4"
x 6" plate material or a C4x5.4 channel and shall be welded to the truss verticals. If the vertical
spacing exceeds 5'-0", a mid -bay support shall be utilized for the 1/4" x 6" plate. For spans
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greater than 5'-0" with no mid -bay support, but less than 12'-0", the toe plate should be a C4x5.4
channel with the end of the legs welded directly to the truss verticals. The bottom of the toe plate
shall be placed 2" above the finished height of the deck. All seams of the toe plate shall be fully
welded to give the appearance of a continuous member (welding should be located at a support
member).
628.16 Rub Rail — Wood. Rub Rails shall be provided at a height of 3'-6" from top of the deck
to the top of rub rail. Rub Rails shall be nominal 5/4x 6 Ipe hardwoods unless the center to center
spacing of truss verticals exceeds 6'-0" at which time a mid -bay support shall be used. For spans
exceeding 6'-0" without a mid -bay support, but less than 8'-0", the Rub Rails shall be nominal
2x6 Ipe hardwood. Nominal 2x6 Ipe Hardwood shall require mid -bay supports for spans
exceeding 8'-0" but less than 12'-0". Rub rails shall be supplied S4S. All exposed surfaces shall
be smooth with no exposed sharp edges. Rub Rails shall be attached flush tight to each truss
verticals. Attachment shall be made using two '/4" diameter zinc plated carriage bolts with lock
nuts. Attachment shall be to a structural angle welded directly to the side of the vertical. Where
a seam occurs between two adjacent pieces of Rub Rail, two structural angles shall be used,
one on each side of the truss vertical. Slotted holes in the structural angles shall be used to
provide thermal differential movement between the rub rail and the steel truss.
628.17 Pipe Handrail. A steel pipe handrail shall be installed on each side of the bridge, at a
height of 54" from the top of the deck to the top of the pipe handrail. The pipe shall be ASTM
A53, Grade B, Schedule 40 pipe. The pipe shall be attached to handrail brackets which are then
attached to the truss verticals. 1'/4" diameter pipe shall be used unless the center to center
spacing of the truss verticals exceeds 6'-0". For vertical spacing larger than this, 1'/2" diameter
pipe shall be used. The ends of the pipe shall be capped with either a welded plate or a push -in
cap. Pipe handrail shall be placed so as to provide a minimum 1'/2" knuckle clearance from any
surface.
The finish of the pipe handrail shall be: Galvanized steel.
628.18 Expansion Joint. If the gap between the end of the bridge deck and the back wall of the
foundation system is 1" or less, then no expansion joint cover is required. If the gap is greater
than 1", then the joint shall be covered with a '/4" thick plate which attaches to the bridge and
extends over the gap and onto the top of the foundation system back wall. This plate shall have
its edges beveled at a 45 -degree angle to minimize the potential trip hazard.
628.19 Steel on Steel. Expansion and fixed bearings shall be a steel on steel Slide Plate. Size
shall be per loads and anticipated movements determined by the bridge manufacturer. Both
expansion and fixed bearings shall have slotted holes for ease of installation. Fixed bearings
shall have the nuts of the anchor rods tight, whereas the expansion bearings shall have the nuts
of the anchor rods finger tight.
628.20 Design Temperature Range. The Design Temperature Range will be site specific and
will be determined from the Tables in AASHTO Section 3.12.2.2 Temperature Range.
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628.21 Non -Shrink Grouting. The bridge will be supplied with a lower setting plate. This setting
plate shall be leveled and shimmed to the proper elevation. The space between the lower surface
of the setting plate and the foundation surface shall be filled with a non -shrink grout capable of
achieving a minimum compressive strength of 4,000 pounds per square inch. The cost of the
leveling, shimming and non -shrink grout shall be the responsibility of the Contractor.
628.22 Anchor Rods. Bridge Manufacturer shall design the diameter and grade of anchor rods,
based on the shear and tensile strength of the anchor rod material only. All design considerations
regarding concrete breakout strength in shear and tension, pullout strength, concrete side -face
blowout strength, concrete pry out strength, embedment depth, type of anchorage or any other
concrete failure modes are the responsibility of the Foundation Engineer and shall be shown on
the contract plans. All anchor rods shall be galvanized. The Foundation Engineer shall determine
if the anchor rods shall be cast -in -place, drilled/epoxy, or expansion anchors.
Fabrication
628.23 Welding. Welding procedures and weld qualification test procedures shall conform to
the provisions of AWS D1.1, Structural Welding Code, latest edition. Filler metal shall be per the
applicable AWS Filler Metal Specification and shall match the corrosion properties of the base
metal.
628.24 Welders. Welders shall be qualified for each process and position used while fabricating
the bridge. Qualification tests shall be per AWS D1.1. All weld qualifications and records shall
be kept per the Fabricator's Quality Assurance Manual which has been approved by AISC.
628.25 Shop Splices. Shop splices for main truss members shall be full penetration welds all
around the perimeter of the member. These shop splices shall be performed using a full
perimeter backing plate. After welding of the shop splices, the weld shall be ground smooth to
match the perimeter of the member. No grinding of this weld shall not be permitted and will be
grounds for rejection of the bridge upon delivery.
628.26 Bolted Splices. For shipping purposes, the bridge may be fabricated in sections.
Sections shall be field assembled using bolted connections. No field welding of members shall
be allowed.
The chord members of the bridge shall be bolted such that all faces of the member are bolted.
This is to provide equal force distribution around the perimeter of the member. Bolting in only
two faces of an HSS is not allowed. Bolted splices shall be designed and fabricated such that
the head of the bolt is the only item exposed. No through -bolting of the member is allowed.
The diagonals and brace diagonals shall be bolted utilizing a through -bolt system with plates on
the exterior faces of the members. An internal stiffening plate is required to keep the member
from crushing during the bolt tightening process.
Tightening of the bolts shall be by Turn -of -the -Nut Method. No washers will be required or
furnished by the Bridge Manufacturer.
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I
Quality Control
628.27 AISC Certification. The bridge shall be fabricated in a shop owned by the Bridge
Manufacturer. This facility shall have up to date certification by AISC as a Certified Bridge
Fabrication - Intermediate (Major) with Fracture Critical Endorsement. Proof of this endorsement
shall be provided to the Engineer before the start of bridge fabrication.
628.28 Certified Weld Inspector. The bridge manufacturer shall employ a Certified Weld
Inspector (CWI), with endorsement by AWS QC1. This CWI shall be present during the complete
fabrication of the bridge. The CWI shall provide written documentation that the bridge has been
fabricated per these specifications and the approved design drawings. Copies of the CWI shall
be provided to the Engineer before the start of bridge fabrication.
628.29 Documentation. Material Certifications shall be provided to the Engineer for all materials
within the bridge. Traceability of heat numbers is required for all steel.
Documentation showing the performance of all critical quality checks shall also be provided to
the Engineer.
628.30 Non -Destructive Testing. All welds within the structure, shall be visually inspected for
conformance to size, under cut, profile and finish.
All shop splices of main truss members shall be magnetic particle tested.
Delivery
628.31 Delivery. The delivery of the pre -fabricated pedestrian bridge shall be coordinated
between the Bridge Manufacturer and the Contractor. Should the bridge be completed before
the selection of a Contractor by the County, the Bridge Manufacturer shall provide storage of the
bridge for a period of eight (8) weeks.
628.32 Installation & Lifting Procedures. The Bridge Manufacturer shall provide standard
typical written procedures for lifting and splicing the bridge. All actual methods, equipment and
sequence of erection used are the responsibility of the Contractor.
Method of Measurement
628.33. Pedestrian bridge will be measured by the complete Pedestrian Bridge fabricated and
accepted.
Basis of Payment
628.34. The accepted quantity shall be paid for at the contract unit price for the pay unit listed
below. Payment will be made under:
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PAY ITEM
PAY UNIT
Pre -fabricated Pedestrian Bridge
EACH
Payment shall be full compensation for all work necessary to complete the bridge, which shall
include design, fabrication, and finishing of the bridge.
1062
Section 629 — Survey Monumentation
Description
629.01. This work consists of locating, preserving, referencing, installing and restoring land
monuments, such as Primary Control monuments from which the right of way or any land
boundary will be calculated, described or monumented, Public Land Survey System (PLSS)
monuments, General Land Office (GLO) monuments, Bureau of Land Management (BLM)
monuments, Mineral Survey (MS) monuments, Right-of-way (ROW) monuments, property
boundary monuments, easement monuments, and other monuments that are required by law or
regulation to be established and recorded by a Professional Land Surveyor (PLS), along with
installing or adjusting monument boxes as listed on the Survey Tabulation Sheet or as shown
on the plans.
All such monuments included in this section shall be established per the applicable and most
recent editions of the Department of Interior's Manual of Surveying Instructions (BLM Manual),
Colorado Revised Statutes (CRS), Colorado State Board of Licensure for Professional
Engineers and Land Surveyors (State Board) Rules and Policies, the Memorandum of
Understanding (MOU) with the State Board and CDOT, and the CDOT Survey Manual, under
the supervision of a PLS who is experienced and competent in Right of Way and boundary
surveying and licensed in the State of Colorado.
The PLS shall be available to review work, resolve problems, and make decisions in a timely
manner.
Unless specified otherwise in the contract, all survey procedures shall be in conformance with
the CDOT Survey Manual.
Materials and Equipment
629.02. The Contractor shall furnish all personnel, survey equipment, safety equipment,
materials, and traffic control necessary to perform the required monumentation and related
surveying.
Monuments and monument boxes will be furnished by the Department. The various types of
monuments and monument boxes shall be constructed according to the details shown on
Standard Plan M-629-1. The Contractor shall furnish all labor, survey tools, equipment, and
incidental materials such as but not limited to concrete, grout, asphalt caulk, glue, epoxy, nails,
stakes, lath, and replacement monuments of the variety not included on the Standard Plan M-
629-1.
All surveying equipment, including Electronic Distance Measuring Instruments (EDMI), total
stations, theodolites, levels, rods, tapes, tripods, tribrachs, and Global Positioning System (GPS)
receivers and equipment, shall be checked and calibrated per the Colorado Department of
Transportation (CDOT) Survey Manual, Chapter 6, Section 6.1.10, and documented in the
survey records before the start of work and every six months thereafter.
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EDMI and total stations shall be checked and calibrated on a National Oceanic and Atmospheric
Administration/ National Geodetic Survey (NOAA / NGS) calibrated baseline per the CDOT
Survey Manual, Chapter 2, Section 2.1 and 2.2, and documented in the survey records before
the start of work and every six months thereafter.
GPS receivers and equipment shall be checked and calibrated on a NOAA / NGS calibrated
baseline per the CDOT Survey Manual, Chapter 3, Section 3.3, and documented in the survey
records before the start of work and every six months thereafter.
Levels shall be checked and calibrated per the CDOT Survey Manual, Chapter 6, Section 6.4.5,
and Chapter 5, Section 5.9.12, and documented in the survey records before the start of any
level circuit.
If any survey equipment is found to be functioning outside the manufacturer's specified
tolerance, certification from an approved repair facility showing that the instruments have been
repaired, properly adjusted, or both if needed shall be included in the survey records and
submitted to the Engineer before being used.
Traffic control shall be per Section 630.
Construction Requirements
629.03 General. The Department will establish Primary horizontal and vertical control for the
project. All available information defining the extent of that control is provided on the plans per
the CDOT Survey Manual Chapter 6, Section 6.1.11 and 6.1.16, or is available from the
Engineer.
A Presurvey Conference — Construction Survey shall be held per the CDOT Survey Manual
Chapter 6, Section 6.1.6, before performing any surveying work under this section. The
Engineer, Inspector, Contractor's Superintendent, Contractor's Surveyor (PLS) and Party Chief
shall attend. A Presurvey Conference — Construction Survey Form shall be included per the
CDOT Survey Manual Chapter 6, Appendix 6.A.4. A surveying work schedule shall be submitted
to the Engineer for review before the presurvey conference.
The Contractor shall check all Department established Primary horizontal and vertical control
points per the CDOT Survey manual Chapter 6, Section 6.1.13, and verify and document in the
survey records their horizontal accuracy tolerance per the CDOT Survey Manual Chapter 5,
Section 5.5, and their vertical accuracy tolerance per the CDOT Survey Manual Chapter 6,
Section 6.4.3 and Chapter 5, Section 5.8.6, for a CDOT Class A - Primary Survey before using
them for monumentation surveying control.
Survey records shall be completed as the work is done. Field survey notes for monumentation,
surveying and checking by the Contractor shall be recorded in survey records in conformance
with the format given in the CDOT Survey Manual Chapter 6, Section 6.1.15. Survey field books
shall be indexed per the Survey Manual Chapter 2, Section 2.4.14.
1064
The Contractor shall make all survey records generated available to the Engineer for inspection
or reproduction at all times. The Contractor shall submit all survey records to the Engineer before
Final Acceptance. All survey records are considered property of the Department. The
responsible PLS or PE identified in subsection 629.01, shall electronically seal all survey
records.
The electronic format shall contain the information and format as required in the Survey Manual
Chapter 6, Section 6.1.15 including stakeout data and the raw data from the actual placement
of the monuments.
Survey records shall include the requirements specified in the CDOT Survey Manual Chapter 6,
Section 6.3, and Chapter 5, Section 5.11.9 and 5.11.10, for any PLSS monument, GLO
monument, BLM monument, or MS monument on the project.
Copies of any new Monument Records filed by the PLS with the State Board of Registration per
the CDOT Survey Manual Chapter 6, Section 6.3.5, and Chapter 5, Section 5.11.9, shall be
submitted to the Engineer before filing.
629.04 Locating Monuments. This work consists of field locating all survey monumentation that
is in place because of a Government (Federal, State, County or Municipal) survey or resurvey
as shown on original PLSS, GLO, BLM, or MS plats, notes, or other survey monumentation
documented in the public record per the CDOT Survey Manual Chapter 6, Section 6.3.
A diligent search of construction zones and project limits shall be performed by the PLS per the
Survey Manual Chapter 5, Section 5.11.9, to locate any survey monumentation of the public
record. An electronic magnetic field sensor or locator shall be used in this search. The
responsible PLS shall document the search, and time spent searching, in the survey records
using a narrative form. The survey records shall include the procedures used to make the diligent
search, a description of each monument searched for, and the actions taken to reference and
preserve the location of the monument per subsection 629.05.
629.05 Preserving and Referencing Monuments. This work consists of field surveying,
establishing, installing, and making measurements to reference monuments that will facilitate
the installation of a replacement monument in the event the construction activity disturbs a
monument of the public record as listed in subsection 629.04.
Referencing of monuments for possible replacement requires the use of correct replacement
methods so the stated precision of the monument in question is not degraded.
When a construction activity is planned which will disturb an existing PLSS, GLO, B.L.M., or MS
monument, the monument shall be referenced and the survey records shall include the
information required in subsection 629.03, and the monument shall be upgraded by the PLS and
a new Monument Record filed with the State Board per the Survey Manual Chapter 5, Section
5.11.9 and Section 5.11.10, when the following conditions are met:
(1) No boundary survey was done for the project.
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(2) A Monument Record has been filed with the State Board and there are no Monument
Records that indicate conflicting locations.
(3) The existing monument does not meet the physical standards set by the State Board.
A new monument record shall be filed with the State Board per Title 38 CRS and State Board
Rules and Polices, a disclaimer should be written on the new Monument Record stating, "the
new monument was set in the same location as described by the previous monument record".
When conflicting evidence of the location of an existing PLSS, GLO, BLM, or MS monument is
encountered and construction activity is planned which will alter the evidence, the monument
shall be referenced, and the survey records shall include the information required in subsection
629.03. A minimum of two permanent reference monuments shall be established per the CDOT
Survey Manual, Chapter 5, Section 5.11.9, and Section 5.11.10, to reference the location of all
existing found monuments. Reference monuments must meet the required physical standards
of the actual monument for the type of monument being referenced. These references shall be
set when all of the following conditions are met:
(1) No boundary survey was done for the project.
(2) No monument record or conflicting monument records are filed with the State Board.
The reference monuments shall be set and stamped per Title 38 CRS and State Board Rules
and Polices, a new monument record should be marked "Other" for "Type of Monument" and a
full explanation given on the monument record as to why the presumed monument was not
upgraded, the monument record shall be filed with the State Board per Title 38 CRS.
Copies of all new Monument Records filed by the PLS with the State Board shall be submitted
to the Engineer before filing.
The equipment used in referencing or replacing the monument shall be able to produce the
stated accuracies as specified by the owner of the monument. For example, the Colorado High
Accuracy Reference Network (HARN) and CDOT HARN Densification (HARND) monuments
shall be referenced or replaced using Dual Frequency survey grade GPS equipment per the
procedures set forth under the most recent Policy of the National Ocean Service Regarding the
Incorporation of Geodetic Data of Other Organizations into the National Geodetic Survey Data
Base, standards of accuracy are given in the Standards and Specifications for Geodetic Control
Networks and Geometric Geodetic Accuracy Standards and Specifications for using GPS
Relative Positioning Techniques (as amended).
National Geodetic Survey (NGS), U.S. Coast and Geodetic (USCG), and U.S. Geological Survey
(USGS) benchmarks shall be referenced by setting a minimum of 3 temporary benchmarks per
the procedures set forth under the most recent edition of the NGS Benchmark Reset Procedures.
The temporary benchmarks shall be set outside the construction area so a permanent
monument can be reset upon completion of the construction.
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Referencing, moving, or replacing a federal or local government agency monument shall be
done per the CDOT Survey Manual Chapter 6, Section 6.2.9, and Chapter 5, Section 5.11.10.
Before referencing, moving or replacing the monument the NGS State Geodetic Advisor and the
Engineer and Weld County Surveyor is to be notified.
Survey records for referencing, moving, or replacing a federal or local government agency
monument shall include documentation of the work per subsection 629.03. The survey records
shall be submitted to the Engineer, for review by the Weld County Surveyor, before payment is
made and shall include the following:
(1) Description of the original monument and two sets of close up photographs.
(2) Two sets of labeled color photographs showing a close up of the replaced monument, and
a view of the monument looking toward the horizon in each of the cardinal directions.
(3)
A complete description of the reference monuments and replacement monument with a "to -
reach" description.
(4) A signed and sealed statement by the responsible PLS that states the replacement
monument's positional tolerance has not been degraded. The documentation shall conform
to the owner of the monument's specifications that control the work.
Before Survey Monumentation payment is made, the Contractor's surveyor shall submit
legible electronically sealed copies of the survey records per subsection 629.03.
Before final Survey Monumentation payment and before depositing with the county, per
Title 38 CRS, Property — Real and Personal, State Board Rules and Policies, MOU, and
the CDOT Survey Manual, the Contractor shall complete and electronically seal all survey
records, the ROW Plans, and the Project Control Diagram (new, supplemental or amended)
and submit copies to the Engineer.
629.06 Installing Monuments. This survey work consists of installing Primary Control
monuments, benchmarks, ROW monuments, property boundary monuments, easement
monuments, PLSS, GLO, BLM, or MS monuments, and other monuments included on the plans.
The work shall include determining the location of the monuments, installing the monuments,
and verifying the positional accuracy of the monument is correct.
A Primary Control survey, when not furnished by the Department, shall be performed per the
CDOT Survey Manual Chapter 5, meeting the horizontal and vertical accuracy tolerances for a
CDOT Class A - Primary Survey. A Project Control Diagram shall be submitted to the Engineer
and the Weld County Surveyor for all new Primary Control monuments and surveys per the
CDOT Survey Manual Chapter 5, Section 5.10.
Vertical accuracy tolerances for Primary Control monuments and surveys shall be as specified
in the CDOT Survey Manual Chapter 6, Section 6.4.3 and Chapter 5, Section 5.8.6.
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Unless stated otherwise in the contract, if construction activity disturbs a Primary Control
monument (or benchmark) a new Primary Control monument (or benchmark) shall be installed
by the Contractor per the CDOT Survey Manual, Chapter 6, Section 6.2. Primary Control
monuments shall be set so they are intervisible from at least two adjacent Primary Control
monuments and shall not exceed 0.2 mile between adjacent intervisible Primary Control
monuments.
Primary Control monuments set by the Contractor shall not conflict with construction activities.
The Primary Control survey shall consist of a closed loop network and have adequate
redundancy, precision, and accuracy to prove that all the monuments included in the network
are within the horizontal and vertical accuracy tolerance as specified in the CDOT Survey Manual
Chapter 5, Section 5.5 for a CDOT Class A - Primary Survey.
Survey records shall include documentation of Primary Control monuments and survey per
subsection 629.03. A supplemental or amended Project Control Diagram shall be submitted to
the Engineer and the Weld County Surveyor for all replaced, transferred or re-established
Primary Control monuments per the CDOT Survey Manual Chapter 6, Section 6.2.3.
ROW monuments, property boundary monuments, and easement monuments shall be installed
per the CDOT Survey Manual Chapter 6, Section 6.3, and Chapter 5, Section 5.11, meeting the
horizontal accuracy tolerances as specified in the CDOT Survey Manual Chapter 5, Section 5.5
for a CDOT Class B - Secondary Survey using the Primary Control monuments and the data on
the Control and Monumentation sheet of the ROW plans.
Additional Secondary Control monuments may be required to be set per the CDOT Survey
Manual Chapter 5, Section 5.6.8, meeting the horizontal accuracy tolerance specified in the
CDOT Survey Manual Chapter 5, Section 5.5 for a CDOT Class B Secondary Survey, before
the ROW monuments are installed.
The procedures used to set ROW monuments shall include an independent check of the
installation per the CDOT Survey Manual Chapter 5, Section 5.11.5 and Section 5.11.6. Survey
records shall include documentation of the survey preformed to establish the monuments per
subsection 629.03. The independent check shall be documented in the survey records and the
field measured differences calculated or reduced to show the work is within the specified
horizontal accuracy tolerance.
PLSS, GLO, BLM, or MS monuments shall be installed per the CDOT Survey Manual Chapter
6, Section 6.3 and Chapter 5, Section 5.11, meeting the horizontal accuracy tolerance specified
in the CDOT Survey Manual Chapter 5, Section 5.5 for a CDOT Class B Secondary Survey
using the Primary Control monuments and the data on the Control and Monumentation sheet of
the ROW plans. The procedures used to set PLSS, GLO, BLM, or MS monuments shall include
an independent check of the installation per the CDOT Survey Manual Chapter 5, Section 5.11.5
and Section 5.11.6. Survey records shall include documentation of the survey preformed to
establish the monuments per subsection 629.03. The independent check shall be documented
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in the survey records and the field measured differences calculated or reduced to show the work
is within the specified horizontal accuracy tolerance.
The installation of ROW, property boundary, easement, PLSS, GLO, BLM, or MS monuments
installed at a different location than the data shown on the Monumentation sheet of the ROW
plans shall be submitted to the Engineer and the Region Survey Coordinator along with the
monument's description and horizontal data in order that the new monument can be revised on
the Land Survey Control Diagram and ROW plan sheets.
Copies of all new Monument Records filed by the PLS with the State Board for the installation
of new PLSS, GLO, BLM, or MS monuments shall be submitted to the Engineer before filing.
629.07 Monument Box. This survey work shall consist of installing or adjusting monument
boxes included on the plans. When it is necessary to set a monument within a monument box
per Title 38 CRS and State Board Rules and Policies, the work shall be done per Standard Plan
M-629-1. If the monument meets the physical standard as stated by the State Board and is
situated within the finished roadway, a monument box shall be installed as shown on Standard
Plan M-629-1. When an existing monument box, due to construction, will no longer meet the
physical standard set by the State Board, the box shall be replaced or adjusted to meet those
standards.
Method of Measurement
629.08. Survey Monuments, Monument Boxes, and Adjust Monument Boxes will be measured
by the actual number of the various types installed and accepted by the Engineer. Measurement
for locating survey monuments will be by the hour as approved by the Engineer.
Basis of Payment
629.09. The accepted quantities will be paid for at the contract unit price for each of the pay
items listed below that appear in the bid schedule.
No payments will be made before the proposed work schedule is submitted.
Legible signed and sealed copies of survey records per subsection 629.03 shall be submitted
on a monthly basis to the Engineer for completed work before payment is made for that pay
item.
Before final payment is made, the following three items shall be completed, bear the seal and
signature of the responsible PLS identified in subsection 629.01, and have copies submitted to
the Engineer for review before being deposited with the county per Title 38 CRS, Property —
Real and Personal, State Board Rules and Policies, MOU, and the CDOT Survey Manual:
(1) All survey records.
(2) The ROW Plans.
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(3) The Project Control Diagram (new, supplemental or amended).
The Presurvey Conference — Construction Surveys, equipment calibrations, and survey records
will not be paid for separately but shall be included in the work.
Payment will be made under:
Pay Item
Pay Unit
Locate Monuments
Hour
Survey Monument (Type)
Each
Monument Box
Each
Adjust Monument Box
Each
Traffic control for monumentation and related surveying will be measured and paid for per
Section 630.
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Section 630 — Construction Zone Traffic Control
Description
630.01. This work consists of furnishing, installing, moving, maintaining, and removing
temporary traffic signs, advance warning arrow panels, flashing beacon (portable), barricades,
channelizing devices, delineators, temporary traffic signals, temporary portable rumble strips,
mobile pavement marking zones, temporary emergency pull -off areas, masking and unmasking
existing signs in construction zones, concrete barriers, and Automated Flagging Assistance
Devices (AFAD) as required by the Manual on Uniform Traffic Control Devices for Streets and
Highways and the Colorado Supplement thereto, per the Contract. Devices shall comply with
the performance criteria contained in NCHRP Report 350 (only applicable for devices developed
before 2011) or Manual for Assessing Safety Hardware (MASH) (acceptable for all devices).
Devices temporarily not in use shall, as a minimum, be removed from the shoulder area. Moving
will include devices removed from the project and later returned to use.
This work also includes Traffic Control Management, flagging, and pilot car operation.
This work consists of providing traffic pacing operation to motorists within the project area, as
shown on the plans. It includes locating traffic related incidents, providing roadside assistance,
and clearing the traffic related incidents. The use of law enforcement officers shall be integrated
into the Rolling Roadblock operations.
This work includes furnishing, operating, and maintaining variable portable message sign
panels.
This work includes furnishing, installing, and maintaining additional signage as deemed
necessary by the Engineer to provide additional messaging or safety warnings to the workers
and the public. Additional signage shall not be measured separately but shall be included in the
Work.
This work shall include the furnishing of, operating of, and maintaining of a truck or trailer with
an attached attenuator as needed. Attenuators shall not be measured and paid for separately
but shall be included in the Work.
The Contractor shall submit a traffic control plan to the County for review and approval before
construction. The plan shall address all phases of construction. The Plans provide a sample
traffic control plan to be used for bidding purposes. The sample traffic control plan may not be
all-inclusive.
The Contractor shall take all necessary measures to maintain a normal flow of vehicular and
pedestrian traffic to prevent accidents and to protect the work throughout the entire project.
The Contractor shall make the necessary arrangements to reroute traffic, provide and maintain
barriers, cones, guards, barricades, and construction warning and regulatory signs.
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Detours, street closures, and driveway closures which are required for the protection of the
workers and the public during construction of this project are included within the scope of traffic
control and shall not be paid for separately.
It shall be the Contractor's responsibility to maintain roadway traffic safety, adequately, and
continuously on all portions of existing roads and crossroads affected by this work.
The Contractor shall maintain that portion of the existing roadway being used to carry traffic so
that traffic may readily pass over it, including provisions of any requiring temporary pavement
markings.
If it becomes necessary to properly move traffic through the construction area, flaggers shall be
posted to slow down and reroute traffic. Flaggers are required when workers or equipment
intermittently block a traffic lane. Flaggers shall be wearing Class 3 high visibility safety apparel
and shall be equipped with a sign paddle.
Materials
630.02 Signs and Barricades. Construction traffic sign and barricade materials shall conform
to the applicable portions of Section 614 with the following exception: Sign panels may be
fabricated from plywood, aluminum, steel, or other suitable materials provided they are stable
and durable enough to meet the other requirements of Section 614. Traffic control devices
deemed inadequate by the Engineer shall not be used and shall be removed from the project
site.
Temporary sign support assembly shall be timber, perforated square metal tubing inserted into
a larger base post or slip base, or perforated metal U -channel with a slip base. The temporary
sign support assembly shall conform to NCHRP (only applicable for sign support assemblies
developed before 2011) or MASH (acceptable for all sign support assemblies), and AASHTO
requirements regarding temporary sign supports during construction.
If U -Channel posts with a slip base are selected, they shall be used only in multi -post
applications, as shown on Standard Plan S- 630-4.
Retro-reflective sheeting shall conform to the requirements of subsection 713.04.
Retro-reflective sheeting types shall be as defined in the CDOT Retroreflective Sheeting
Materials Guide.
Retro-reflective sheeting shall be one of the types specified for the particular application in Table
630-1.
Retro-reflective sheeting for all signs requiring an orange background shall be Fluorescent.
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The Contractor shall provide sign panel legend for standard signs per "Standard Highway Signs"
published by the FHWA and the Colorado Supplement thereto, and sign panel legend for special
signs per the detailed sign layouts provided by the Engineer.
IVariable Message Signs (Portable) shall conform to the requirements of the Section 630.03(a),
Portable Message Sign Panel.
Table 630-1 — Retroreflective Sheeting Types
Sheeting
Type IV
Type VI
(Roll -up
sign
material)
Type 1
Fluorescent
Application
Work
Zone
Work Zone
Work Zone
All Orange Construction Signs
X
Orange Construction Signs that are used only
during daytime hours for short term or mobile
operations
X4
X
Barricades (Temporary)
X
X
Vertical Panels
X
X
Flaggers Stop/Slow Paddle
X
X
Drums and Tubular Markers2
X6
X
Non -orange Fixed Support signs with prefix
«W„
X
Special Warning Signs
X
STOP sign (R1-1) YIELD sign (R1-2)
WRONG WAY sign (R5 -1a)
DO NOT ENTER sign (R5-1)
EXIT sign (E5 -1a)
X
DETOUR sign (M4-9) or (M4-10)
X
All other fixed support signs3
X
X
All other signs used only during working hours
X
X
All other signs that are used only during
daytime hours for short term or mobile
operations
X
X5
X
Table Notes:
1 Fluorescent Sheeting shall be of a brand that is on the CDOT Approved Products List.
2 Drum and Tubular Marker sheeting shall be manufactured for flexible devices, and sheeting
materials shall conform to Section 713.
3 Fixed support signs are defined as all signs that must remain in use outside of working
hours. They shall be mounted per Standard Plan S-630-1.
4 RS 24 only.
5 White only.
6 For projects advertised before September 1, 2017, Type IV or Fluorescent sheeting will be
permitted. For projects advertised on or after September 1, 2017, only Fluorescent sheeting
will be permitted.
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630.03 Electronic Advance Warning Signs. Advance warning flashing or sequencing arrow
panels shall be furnished of a size as required by project conditions and shall meet the following
requirements:
Table 630-2 — Requirements for Electronic Advance Warning Signs
Type
Minimum
Size
Minimum Number of Panel
Lamps
Minimum Legibility
Distance
A
24"x48"
12
1/2 mile
B
30"x60"
13
3/4 mile
C
48"x96"
15
1 mile
The panel face shall be rectangular in shape, solid construction and shall be finished
nonreflective black. The panels shall be mounted on a vehicle, trailer, or other suitable support.
Vehicle -mounted panels shall be provided with remote controls.
Arrow panels shall have the capability of the following mode selection: left arrow or chevron,
right arrow or chevron, left and right arrow, and caution. The caution mode consists of four or
more lamps, arranged in a pattern that will not indicate a direction.
Arrow panels shall include an automatic photocell sensor type signal lamp dimmer with manual
override and shall be capable of minimum 50 percent dimming from rated lamp voltage.
(a) Portable Message Sign Panels. Portable message sign panels shall be furnished as a
device fully self-contained on a portable trailer, capable of being licensed for normal
highway travel, and shall include leveling and stabilization jacks. The panel shall display a
minimum of three, eight -character lines. The panel shall be a dot-matrix type with an LED
legend on a flat black background. LED signs shall have a pre -default message that
activates before a power failure. The sign shall be solar powered with independent back-up
battery power. The sign shall be capable of 360 degrees rotation and shall be able to be
elevated to a height of at least five feet above the ground measured at the bottom of the
sign. The sign shall be visible from one-half mile under both day and night conditions. The
message shall be legible from a minimum of 750 feet. The sign shall automatically adjust
its light source to meet the legibility requirements during the hours of darkness. The sign
enclosure shall be weather tight and provide a clear polycarbonate front cover.
Solar powered message signs shall be capable of operating continuously for 10 days
without any sun. All instrumentation and controls shall be contained in a lockable enclosure.
The sign shall be capable of changing and displaying sign messages and other sign
features such as flash rates, moving arrows, etc.
Each sign shall also conform to the following:
(1) In addition to the onboard solar power operation with battery back-up, each sign shall
be capable of operating on a hard wire, 100-110 VAC, external power source.
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(2) All electrical wiring, including connectors and switch controls necessary to enable all
required sign functions shall be provided with each sign.
(3)
Each sign shall be furnished with an operating and parts manual, wiring diagrams,
and trouble -shooting guide.
(4) The portable message sign shall be capable of maintaining all required operations
under Colorado mountain -winter weather conditions.
(5) Each sign shall be furnished with an attached license plate and mounting bracket.
(6) Each sign shall be wired with a 7 -prong male electric plug for the brake light wiring
system .
630.04 Temporary Traffic Signals. Temporary traffic signals must meet the physical display
and operational requirements of conventional traffic signals. A minimum of two signal faces shall
be provided for each approach and each signal face shall consist of three 12 -inch sections. At
railroad grade crossing locations, one signal face with three 8 -inch sections shall be visible from
each rail approach. The traffic signal controllers shall conform to the requirements of subsection
614.08(b) and shall be capable of two-phase operation, or more if specified on the plans, with
all -red timing intervals.
The Contractor shall submit a list of equipment proposed to be used. The equipment shall be
identified by trade name, size and number. Material deemed inadequate by the Engineer shall
not be used.
630.05 Traffic Cones. Traffic cones shall not be used outside of working hours unattended. The
minimum cone height shall be 28 inches. However, when they are used on freeways, at
nighttime, or when specified in the Contract, the minimum height shall be 36 inches.
When traffic cones are used during nighttime, they shall be reflectorized. The reflectorized
material shall be selected from the Colorado Approved Products List and shall have a smooth,
sealed outer surface that will display the same approximate color day and night. Reflectorization
of cones shall be provided by a white band at least 6 inches wide placed no more than 3 to 4
inches from the top, and an additional white band, 4 inches wide, placed a minimum of 2 inches
below the 6 -inch band.
Tubular markers shall be 3 to 3 1/2 inches in diameter, shall be 36 inches plus or minus 1/2 inch
in height, predominantly orange in color, and shall be reflectorized.
630.06 Channelizing Device (Fixed). Channelizing Device (Fixed) shall be 36 inches plus or
minus 1/2 inch in height and 3 to 3 1/2 inches in width for the surface facing traffic. The shape
of the device is immaterial as long as it can accommodate the striping pattern and functions as
described below. Reflectorization shall be alternating 4 to 6 inches wide orange and white stripes
slanting downward at a 45 -degree angle toward the side to which traffic will pass. The striping
shall start at the top and extend downward at least 32 inches. Reflective sheeting shall be Type
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IV. These devices shall be manufactured of flexible high -impact resistant material, shall be
physically attached to the pavement, and shall be capable of returning to a vertical position after
impact by a vehicle.
The brand name and model of the Channelizing Device (Fixed) shall be submitted to the
Engineer for approval before use.
630.07 Temporary Channelizing Devices.
(a) Stackable Vertical Panels. Stackable vertical panels shall comply with the crash test
requirements contained in NCHRP Report 350 (only applicable for vertical panels
developed before 2011) or MASH (acceptable for all vertical panels) and shall meet
MUTCD requirements for vertical panels. Vertical panels shall be retroreflectorized with
Type IV sheeting, per subsection 630.02. The stackable vertical panels shall have the
following properties:
Table 630-3 — Requirements for Stackable Vertical Panels
Property
Specification
Panel Material
Low density polyethylene
Color
Orange and white stripes with orange or white frame
and black ballast
Vertical Panel Height
24, 36, 42 in.
Ballast Type*
Rectangular or Square
Ballast Weight*
9 - 30 lbs.
Table Notes:
* The ballast type and weight shall be as shown in the contract or as approved by the
Engineer.
Markings for vertical panels shall be alternating orange and white retro-reflective stripes,
sloping downward at an angle of 45 degrees in the direction of vehicular traffic. The width
of the stripes shall conform to the requirements of the MUTCD.
Vertical panels shall be retroreflectorized with Type IV Sheeting. The stackable vertical
panels shall be selected from the CDOT Approved Products List and shall have a smooth,
sealed outer surface that will display the same approximate color day and night.
(b) Stackable Tubular Markers. Stackable tubular markers shall comply with the crash test
requirements contained in NCHRP Report 350 (only applicable for stackable tubular
markers developed before 2011) or MASH (acceptable for all stackable tubular markers)
and shall conform to MUTCD requirements for tubular markers. The stackable tubular
markers shall have the following properties:
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Table 630-4 — Requirements for Stackable Tubular Markers
Property
Specification
Tubular Section
Low density polyethylene
Color
Orange Tubular Marker with Black Base
Height (min.)
42 in
Ballast Type*
Rectangular, Octagonal or Square
Ballast Weight*
15 - 40 lbs.
Table Notes:
* The ballast type and weight shall be as shown in the contract or as approved
by the Engineer.
Tubular Markers shall be retroreflectorized as shown in Table 630-1. The stackable tubular
markers shall be selected from the CDOT Approved Products List and shall have a smooth,
sealed outer surface that will display the same approximate color day and night.
(c) Temporary Portable Rumble Strips. Temporary portable rumble strips shall be made of
thermoset cast urethane, and shall operate in temperatures ranging from 0 to 180 °F. The
Contractor shall submit documentation from the manufacturer showing that the product
meets all ATSSA and FHWA criteria for temporary portable rumble strips. The rumble strip
shall be capable of being installed without adhesives or bolts and shall have a minimum
weight of 105 pounds. The face of the rumble strip shall be a non -slip textured surface.
630.08 Temporary Barrier. Temporary Barrier shall comply with the crash test requirements
contained in NCHRP Report 350 (for devices manufactured before 2020) or MASH (acceptable
for all temporary barrier). Retroreflectorization is required on all temporary barrier according to
Standard Plans S-612-1 and M-606-14 and shall meet material qualities per Section 713. All
barrier types shall be designed to accommodate appropriate end treatments, transitions and
delineation devices. Previously damaged barrier shall not be installed, and barrier damaged after
installation shall be removed and replaced or repaired (for minor damage not affecting design
intent) per manufacturer.
(a) Concrete Barrier. Temporary concrete barrier shall conform to precast Type 7 Concrete
Barrier as detailed in Standard Plan M-606-14.
(b) Non -Concrete Barrier. Temporary non -concrete barrier shall be on the CDOT Approved
Product List. If used, metal barrier shall be made of galvanized steel. All non -concrete
barrier types shall be designed to allow for proper drainage runoff. Barrier shall be installed
and maintained according to manufacturer requirements and include all necessary
components for installation. Product specific documentation pertaining to installation,
maintenance, repair, removal, and inspection shall be provided by the Contractor before
installation.
630.09 General. All traffic control devices shall be provided with all components necessary to
comprise a complete installation. Traffic control devices deemed inadequate by the Engineer
shall not be used and shall be removed from the project site.
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Work zone devices designated by FHWA as Category I, II, or III, shall comply with the
performance criteria contained in NCHRP Report 350 (only applicable for devices developed
before 2011) or MASH (acceptable for all devices). Devices designated as Category IV, including
but not limited to portable or trailer -mounted devices such as flashing arrow panels, temporary
traffic signals, area lighting supports, and changeable message signs are not required to meet
NCHRP 350 or MASH requirements.
Except for Category IV devices, the Contractor shall obtain and present to the Engineer the
manufacturer's written NCHRP 350 (only applicable for devices developed before 2011) or
MASH (acceptable for all devices) certification for each work zone device before it is first used
on the project.
The Flashing Beacon (Portable) shall include all work and material necessary to complete the
item. The beacon head, lens, signal lamp, flasher and electrical boxes and fittings shall conform
to permanent flashing beacon requirements. The post or mounting method shall conform to
construction traffic control materials. The flashing beacon shall be per subsection 614.06.
Portable devices that require weight to prevent overturning shall be weighted with appropriately
sized sandbags.
Traffic control devices that are damaged, weathered, worn, or otherwise determined to be
unacceptable, shall be replaced at the Contractor's expense.
Delineator (Type)(Temporary) shall conform to Delineator (Type) described in Section 612.
Undamaged Delineator (Type)(Temporary), when approved, may be used as Delineator (Type).
Truck Mounted Attenuators shall be supplied by the Contractor when required. The truck
mounted attenuator shall be approved by the FHWA to meet NCHRP 350 criteria for level TL -3
collisions. The attenuator shall be mounted to a suitable truck in a manner meeting the
Manufacturer's specifications. The truck shall be furnished with a roof mounted Advance
Warning Flashing or Sequencing Arrow Panel (B Type). The truck shall be used when setting
up or taking down the work zone and shall be parked in the activity area protecting the
construction work while work is being performed, unless otherwise directed.
Trailer Mounted Attenuators shall be supplied by the Contractor when required. The Contractor
shall supply a vehicle with an attached trailer attenuator approved by the FHWA to meet NCHRP
350 criteria for level TL -3 collisions. The trailer attenuator shall be attached to a suitable host
truck in a manner meeting the Manufacturer's specifications, to include factory -installed 20 -ton
(minimum) rated pintle hook and '/2 -inch (minimum) steel frame plate, or as specified by
Manufacturer. The trailer shall be furnished with a mounted Advance Warning Flashing or
Sequencing Arrow Panel (B Type).
The weight of the host truck shall be between 10,000 and 20,000 Ibs, or as specified by the
trailer mounted attenuator manufacturer. The Contractor shall provide a certified scale ticket
confirming the weight of the truck without trailer attached.
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The Trailer Mounted Attenuator attached to its host truck shall be used when setting up or taking
down the work zone and shall be parked in the activity area protecting the construction work
while work is being performed, unless otherwise directed. A buffer zone shall be provided in front
of the host truck, for worker safety. This buffer zone shall be in accordance with the
manufacturer's recommendations, but shall be no less than 100 feet in length, unless otherwise
directed.
Construction Requirements
630.10 Transportation Management Plan. The Contractor shall prepare a Transportation
Management Plan for each phase of the project. The Contractor shall manage the work zone
impacts of the Project per the Transportation Management Plan (TMP). For significant projects,
the TMP shall consist of the Traffic Control Plan (TCP) included in the Contract, a Transportation
Operations (TO) component, and Public Information (PI) requirements. The TCP addresses
traffic safety and control through the work zone; the TO component shall address sustained
operations and management of the work zone impact area; and the PI component requirements
shall address communication with the public and concerned stakeholders. For non -significant
projects, TMP shall consist of the TCP and other components as specified in the Contract. The
proposed TMP shall be approved in writing by the Engineer before the Contractor begins the
corresponding phase of construction. The initial TMP shall be submitted at the Pre -construction
Conference.
The project will be considered a significant project unless otherwise specified in the Contract.
The Contractor's superintendent shall implement the TMP.
(a) Traffic Control Plan. The Contractor shall control traffic per the Traffic Control Plan (TCP),
as shown in the Contract. To implement the TCP, the Contractor shall develop and submit
a Method for Handling Traffic (MHT) for each different phase of construction, which shows
the Contractor's proposed construction phasing and proposed traffic control devices
consistent with the TCP. If at any time the Contractor desires to change the MHT, it shall
be considered a different phase requiring a new MHT.
Any major revisions to the TCP as determined by the Engineer must be authorized by a
contract modification order.
Each proposed MHT shall be approved in writing by the Engineer before the corresponding
phase of construction will be allowed to begin. The initial MHT shall be submitted at the
Pre -construction Conference.
The proposed MHT shall include as a minimum the following:
1. A detailed diagram which shows the location of all traffic control devices, including
advance construction signs and speed limit signs; method, length and time duration
for lane closures; and location of flaggers and time duration of the flagging operation.
Lane closures shall be kept to a minimum in both length and duration and cause a
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minimum of interference to the traveling public, consistent with the work being
performed.
2. A tabulation of all traffic control devices shown in the detailed diagram including, but
not limited to: construction signs; vertical panels; vertical panels with light; Type 1 and
Type 2 barricades; Type 3 barricades; cones, drum channelizing devices; concrete
barrier (temporary); advance warning flashing or sequencing arrow panels. Traffic
control devices may be used for more than one operation or phase. However, all
devices required for any particular phase must be detailed and tabulated for each
phase.
3. When required by the Contract, the Contractor's Method of Handling Traffic (MHT)
shall include details of a mobile pavement -marking zone. The mobile pavement
marking zone shall include, as a minimum, three operations groups as follows:
A. The application group composed of the pavement marking application truck and
at least one cone installation truck.
B. The pick-up group composed of at least one truck for warning and one truck for
cone pickup.
C. The signing group composed of one or more trucks installing signs. At a
minimum, the following signs shall be used:
Table 630-5 — Minimum Sign Requirements for Mobile Pavement Marking Zone
Highway/Painting/Next _ Miles
60 inch by 36 inch
Highway/Painting/Ahead
48 -inch Diamond
Speed/Limit
48 inch by 60 inch
Truck mounted message boards may be used in lieu of temporary signs.
Groups 1 and 2 shall each be equipped with a truck -mounted Advance Warning
Flashing or Sequencing Arrow Panel (C Type). Group 2 shall be equipped with a truck
mounted impact attenuator. The impact attenuator shall be located on the rearmost
vehicle of the group. A separate vehicle for this attenuator may be used. Each truck -
mounted impact attenuator shall be certified by the manufacturer to be able to
withstand a 62 MPH impact per NCHRP 350, Test Level 3(applicable only for truck -
mounted impact attenuators developed before 2011) or MASH, Test Level 3
(acceptable for all truck -mounted impact attenuators). The cone setting truck and the
cone pickup truck shall not be the same vehicle.
Group 2 shall also be equipped with a truck mounted NO PASSING/THRU/PAINTING/
ZONE 48 inch by 60 -inch sign.
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Group 3 shall place HIGHWAY/PAINTING/AHEAD signs on intersecting crossroads
and interchange entrance ramps as the pavement marking operation approaches. If
required, for spot locations, this group shall also provide flagging.
All groups shall maintain radio communications to ensure appropriate advance
warning and buffer distances are maintained for traffic.
All groups shall clear the roadway every 15 minutes or as deemed necessary by the
Engineer to allow traffic queues to pass.
Traffic cone spacing shall be determined as required by the standard plans and
calculations based on current speed limits. Cone spacing shall not exceed 120 feet.
Cones shall be placed a distance of 2 miles on the centerline. The distance and
spacing may be adjusted, depending on traffic conditions and terrain, as determined
by the Engineer.
1. The Contractor shall furnish supporting references from documents such as the
MUTCD, Standard Plans, etc. for any devices incorporated into the MHT which
are not included in the TCP provided by the Contract.
2. An access maintenance plan for all properties requiring access during
construction. This plan shall also indicate the areas where equipment will be
stored, vehicles parked, and construction signs and materials stored, if within the
project limits. The Contractor shall ingress and egress the project at existing
access points, including median crossings, shown on the plans, unless otherwise
approved.
3. A plan for maintaining and controlling pedestrian, bicycle, and other non -
vehicular traffic.
4. A plan for emergency vehicle access.
5. The Contractor shall provide verification by field survey that the vertical
clearances for structures in all areas covered by a proposed MHT meet or exceed
the minimum clearances shown in Table 630-6. If the vertical clearance is less
than what is shown for the particular condition in Table 630-6, the Contractor
shall identify the location where this clearance cannot be met and provide an
appropriate signing plan. If the existing vertical clearance is already less than
what is shown in Table 630-6, the Contractor shall identify the location, but a
signing plan will be required only if the clearance is to be reduced further. This
information shall be included in the MHT and shall be submitted to the Engineer
for approval a minimum of five days before the MHT is implemented.
6. The Contractor shall provide verification by field survey that the total driving lane
plus shoulder in all areas covered by a proposed MHT is at least 17 feet. If this
width cannot be maintained, the Contractor shall identify the location where this
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clearance cannot be met and provide an appropriate signing plan. If the existing
width is already less than 17 feet, the Contractor shall identify the location, but a
signing plan will be required only if the width is to be reduced further. This
information shall be included in the MHT and shall be submitted to the Engineer
for approval a minimum of five days before the MHT is implemented.
Table 630-6 — Vertical Clearances to Structures
Highway
Underpasses
Railway
Underpasses
Overhead
Wires
Local Rural Roads
14 Feet
23 Feet2
3
Local Urban Streets
14 Feet
23 Feet2
3
Urban and Rural
Collectors
14 Feet
23 Feet2
3
Freeways
16 Feet'
23 Feet2
3
Rural Arterial
16 Feet'
23 Feet2
3
Urban Arterial
16 Feet'
23 Feet2
3
Table Notes:
1 Vertical clearance to sign trusses and pedestrian overpasses shall be 17 feet.
2 Measured from top of rail to bottom of highway structure. All railway clearances are
subject to the individual railroad's approval.
3 Communication and power lines of:
0 to 750 volts 18 Feet
750 to 22,000 volts 20 Feet
22,000 to 50,000 volts 22 Feet
For voltages over 50,000 volts, increase clearance 1/2 inch for each 1,000 volts over 50,000.
(b) Transportation Operations Plan. The Contractor shall provide weekly written verification
that the TO requirements are enforced throughout the work. The TO shall provide the
following:
1. Procedures to respond to traffic incidents that may occur in the work zone and restore
normal project operations.
2. Details of the process to review incidents for the purpose of modifying the TCP to
reduce the frequency and severity of such incidents.
3. Other procedures the Contractor deems necessary to maintain traffic operations.
4. A post -closure evaluation report shall be completed by the Contractor and submitted
at project acceptance. The report shall include cause and impact of delays, actions
taken to mitigate incidents, why expected delays were exceeded, and how the
situation can be avoided in the future.
(c) Public Information. Public information requirements will be specified in a Project Special
Provision titled Revision of Section 626 — Public Information Services.
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630.11 Traffic Control Management. The Contractor shall designate an individual, other than
the superintendent, to be the Traffic Control Supervisor. The Traffic Control Supervisor shall be
certified as a worksite traffic supervisor by an authorized entity and shall have a current flagger
certification from an authorized entity.
A copy of the Traffic Control Supervisor's certifications shall be provided to the Engineer at the
Pre -construction Conference and shall be available at all times on the worksite.
The Contractor's superintendent, and all others serving in a similar supervisory capacity, shall
have completed an approved Traffic Control Supervisor training as offered by the authorized
entities. The certifications of completion or certifications of achievement for all appropriate staff
shall be submitted to the Engineer at the Pre -construction Conference.
The Traffic Control Supervisor's duties shall include:
(1) Preparing, revising, and implementing each required Method of Handling Traffic per the
Traffic Control Plan.
(2) Directly supervising project flaggers.
(3) Coordinating all traffic control operations, including those of subcontractors and suppliers.
(4) Coordinating project activities with appropriate police and fire control agencies.
(5) Preparing a traffic control diary on every calendar day traffic control devices are in use.
This diary shall be submitted to the Engineer daily and become a part of the Department's
project records. The diary shall include the following information as a minimum:
A. Date
B. For Traffic Control Inspection, the time of the inspection
C. Project number
D. Traffic Control Supervisor's name and signature
E. Description of traffic control operations (lane closures, shoulder closures, pilot car
operations, detours, etc.) including location, setup and takedown time, and approved
Method of Handling Traffic (MHT) number.
F. Types and quantities of traffic control devices used per the approved MHT.
G. List of flaggers and uniformed traffic control (UTC) used, including start time, stop
time, and number of flagging hours and UTC hours used.
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H. Traffic control problems (traffic accidents; damaged, missing or dirty devices, etc.) and
corrective action taken.
I. Non -work time inspection notes, including non -work time designation, time of
inspection, and corrective actions taken.
(6) Inspecting all traffic control devices daily, whether in use, masked, or turned away from
traffic. These inspections shall include at least one non -work time inspection (daytime
inspection for primarily night work or nighttime inspection for primarily day work) per week
if traffic control devices are present on the roadway. The TCS or another representative
who is certified as a work site traffic supervisor shall perform these inspections. The
Engineer may initiate a safety standdown for failure to complete any daily or nighttime
inspections.
(7) Ensuring that traffic control devices are functioning as required.
(8) Overseeing all requirements covered by the Contract that contribute to the convenience,
safety and orderly movement of traffic. Have an up-to-date copy of the MUTCD, in -use
MHTs, and applicable standards and specifications available at all times on the project.
(9)
Attending the weekly safety, scheduling, and/or project meetings. If an additional TCS is
required to perform TCM during these meetings, the cost of the additional TCS will be
incidental to the work.
(10) Supervising the cleaning and maintenance of all traffic control devices.
A certified worksite traffic supervisor shall be responsible for Traffic Control Management (TCM)
on a 24 -hour -per -day basis. The TCS or authorized designee shall be on the work site at all
times when TCM is performed. The TCS shall be on call at all times. Upon request of the
Engineer, the TCS may be required to be on the project site at times other than normal working
hours. During non -work periods, the TCS shall respond to the job site within 45 minutes. The
TCS may appoint a qualified representative to serve as the TCS for periods of time as approved
by the Engineer. The qualified representative shall be certified as a TCS and shall assume all
duties and responsibilities of the TCS. The Contractor shall maintain a 24 -hour telephone
number at which the TCS can be contacted. The TCS shall not act as a flagger except in an
emergency or in relief for short periods of no more than 15 minutes per hour for scheduled
flagger breaks.
Each designated TCS shall have a flagger assigned to them to assist in their duties at all times
as a TCS/TCS trainee (flagger) pair. The TCS trainee shall have a current flagger certification
from an authorized entity. The TCS trainee shall not be allowed to give breaks to other flaggers,
unless approved by the Engineer.
The duties assisting a TCS shall include:
(1) Assisting in TCS duties (5)(F), (5)(G), (5)(H), (5)(I), (6), (7), and (10) above.
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(2) Assisting in revising and implementing each required MHT, per the Traffic Control Plan.
(3) Performing as a spotter for the TCS.
The flagger cannot perform any other TCS duties and cannot assist without a TCS present.
630.12 Temporary Masking Signs. Sign legend or portions thereof that conflict with the
construction signing or Traffic Control Plan shall be completely covered by the Contractor so
that none of the covered sign or legend is visible to traffic.
If the whole sign is to be covered, it shall be covered with a nontransparent material that covers
the entire face of the sign.
If partial legend is to be covered, it shall be with a material furnished with reflective sheeting
conforming to Section 713 and shall be the same color as the masked panel.
All covering materials shall be plywood, hard -board, sheet metal, aluminum, corrugated
polypropylene or rigid plastic, and shall be durable enough to resist deterioration due to
weathering and atmospheric conditions for the duration of the project. Examples are aluminum
at least 0.040 inch thick, corrugated polypropylene board, and plywood at least 3/8 inch thick.
Adhesives, glues, tapes, or mechanical fasteners that mar the face of the panel to be masked
shall not be used.
630.13 General. Portable construction traffic signs shall be removed when not required.
Permanently mounted construction traffic signs shall be masked or turned away from traffic when
not required. When work is suspended, or the project is in free time, and there is no condition
requiring traffic control devices or construction traffic signs, all of the construction traffic signs
shall be masked or turned away from traffic. If this condition is to exist for more than 30 days, all
construction traffic signs shall be removed. When storing portable signs or supports within the
project they shall be removed beyond the clear zone and shall not be visible to traffic. The
minimum clear zone distance shall be 18 feet, measured from the edge of traveled way. If the
signs cannot be stored at least 18 feet from the traveled way, they shall be removed. Signs shall
not be stored on the paved surface. All storage areas shall be approved. When masking is used,
it shall be done per subsection 630.12.
Perforated square metal tubing or U -channel shall be installed for temporary sign supports
according to the manufacturer's recommendations and as shown on the Plans.
The Contractor shall be responsible for all maintenance of the signs and posts. If a sign or post
is damaged during construction, the contractor shall be responsible for replacing and maintaining
the sign and posts at no additional cost to the Project.
The construction traffic signs for reduced speed limit signs and double fines signs shall be
placed, or unmasked, no sooner than four hours before the start of work activities. The time
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when the double fine signing is to be placed or unmasked and location of the reduced speed
limit signs and double fine signs shall be as shown on the plans or as directed by the Engineer.
Double fine signing shall be removed or masked as soon as work activities are completed. Work
activities are defined as all construction and maintenance activities where workers are present
in the clear zone, or there are existing hazards in the travel way, shoulders, or clear zones.
Hazards include but are not limited to workers, equipment, drop offs, lane closures, temporary
guardrail, and other objects, both in the roadway and the adjacent roadside, that may affect the
traveling public.
The retroreflective surfaces of all signs and other traffic control devices shall be cleaned as
frequently as necessary to preserve their legibility and retroreflectivity. However, all devices shall
be cleaned a minimum of once every two weeks.
Vertical panels fabricated with vehicle wheel rims, and steel drum channelizing devices shall not
be used.
Channelizing Device (Fixed) shall be attached to the pavement per the manufacturer's
recommendations. Anchoring methods or devices that penetrate the surface of the permanent
pavement will not be permitted. Upon removal of the device, the roadway surface shall be
cleaned, patched, or both as approved by the Engineer.
The flashing beacon shall be installed per subsection 614.09. For solar powered flashing
beacons, batteries may be placed in a lockable container attached to a supplemental pole
supporting the solar panels that is installed outside the clear zone, or behind guardrail. If it is not
possible to place this assembly outside the clear zone or behind guardrail, the batteries shall be
placed in a lockable pull box and buried at the base of the pole. Other installations shall be as
approved.
The Contractor shall ensure the proper operation of the flashing beacon throughout the duration
of the project. If the beacon fails to operate properly, it shall be repaired or replaced at the
Contractor's expense. The Contractor may propose an alternate method by submitting a revised
MHT per subsection 630.10 for approval by the Engineer. All additional traffic control devices
required during the time that the beacon is being repaired or the MHT is being prepared and
reviewed shall be at the Contractor's expense.
Portable message sign panels shall be setup and operational on the project site at least 14
calendar days before the start of active roadway construction. Maintenance, storage, operation,
relocation to different sites during the project, and all repairs of portable message sign panels
shall be the responsibility of the Contractor.
Maintenance, storage, operation, and all repairs of the mobile attenuator and associated vehicle
shall be the responsibility of the Contractor.
630.14 Flagging and Pilot Car Operation. Flagging and pilot car operation shall be performed
as described in the latest edition of part VI of the MUTCD as adopted by CDOT.
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All traffic control personnel shall wear all appropriate Personal Protective Equipment (PPE),
including safety apparel and hardhats meeting the requirements of the latest version of the
International Safety Equipment Association (ISEA)'s "American National Standard for High -
Visibility Safety Apparel and Headwear". Safety apparel shall be labeled as meeting the standard
performance for Class 2 or Class 3 risk exposure. The apparel and hardhat background material
color shall be either fluorescent orange -red or fluorescent yellow -green as defined in the
standard. The retroreflective material shall be either orange, yellow, white, silver, yellow -green,
or a fluorescent version of these colors, and shall be visible at a minimum distance of 1,000 feet.
Nighttime flagging stations shall be illuminated with flood lights unless otherwise approved and
shall not be paid for separately.
(a) The Contractor shall provide all flagging throughout the project, necessary to assure
proper safety to traffic. All flagging personnel shall have completed the Department's
minimum training requirements as per the CDOT Flagger Program for flaggers before
starting work on the project.
(b) Reimbursement for flagging shall be limited to the following areas:
1. The entire construction area under contract and for a distance of 500 feet outside the
project limits or approach to project; except that if the project consists of two or more
sections, the limits will apply to each section individually.
2. Those areas beyond the above -described limits where the Engineer determines the
use of flaggers are necessary to provide adequate warning to traffic and the protection
of the work zone.
3. A detour provided on the plans or approved by the Engineer for by-passing all or any
portion of the construction irrespective of whether the detour termini are within the
project limits.
(c) The cost of all flagging for haul routes from the Contractor's materials sources to the limits
of the project shall be at the Contractor's expense.
(d) The authorized duties of flaggers consist of directing the traveling public and the
construction traffic that affects the traveling public within the project limits.
When Automated Flagger Assistance Devices (AFAD) are used, one of two methods are
approved. Method 1 consists of an AFAD at each end of the Temporary Traffic Control (TTC)
zone and method 2 consists of an AFAD at one end of the TTC zone and a flagger at the opposite
end. A Flagger may simultaneously operate two AFADs only if the Flagger has an unobstructed
view of both the AFADs and the approaching traffic in both directions. AFADs shall only be
operated by Flaggers who have received training and shall not leave the AFAD unattended at
any time while in use.
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630.15 Emergency Pull -Off Area (Temporary). The specific locations where emergency pull -
off areas will be allowed shall be clearly detailed in the traffic control plans (TCP). The
emergency pull -off areas shall be spaced one-half to one mile apart, unless otherwise shown on
the TCP.
If the Engineer determines that law enforcement is required, the pull off area shall be extended
as shown on the plans.
Temporary pavement material for the pull -off area shall be a minimum of 3 inches thick unless
otherwise shown on the plans and may be either PCCP or HMA. If the materials used require
that the Contractor provide thickness greater than the minimum to serve the life of the pull -off
area, these shall be provided at no additional cost to the project.
Upon completion of the project, the Contractor shall remove the pull -off area and return the
shoulder, signing, and earthwork to its original condition, unless otherwise shown on the plans.
Materials removed and not designated in the Contract to be salvaged or incorporated into the
work shall become property of the Contractor.
All damaged portions of the shoulder, earthwork, landscaping, signing, culverts, and end
sections shall be repaired or replaced at the Contractor's expense.
630.16 Temporary Portable Rumble Strip. Temporary portable rumble strips shall be placed
in locations shown on the traffic control plans and shall be removed at the end of each workday,
or as approved by the Engineer.
Before placement of the rumble strip, the roadway shall be cleaned to be free of dust, sand, and
other materials that may cause slippage. The minimum roadway temperature at the time of
installation shall be per the manufacturer's recommendations.
If the strip slides, it shall be thoroughly cleaned on both sides, and reset onto a clean roadway
surface.
A minimum of two temporary portable rumble strips shall be arranged in an array, as shown on
the plans. An additional temporary portable rumble strip may be added, as approved by the
Engineer.
Damaged or missing rumble strips shall be replaced at the Contractor's expense.
Temporary portable rumble strips shall be used only on roadways with posted speed limits of 75
MPH or less.
630.17 Rolling Roadblock.
(a) Rolling Roadblock Plan. The Contractor's Traffic Control Plan (TCP) shall include a
roadblock operation plan (Pacing Plan). The Pacing Plan shall outline the Contractor's
expected equipment and personnel, law enforcement personnel, an outline of the
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operation, and include a contingency plan should any of the Contractor's critical equipment
break down. The Pacing Plan shall also include the times of the days of the week that
Rolling Roadblock activities will be performed, and specific activities and locations for each
aspect of the Rolling Roadblock. If there are certain work activities that need to be
completed before start of the work anticipated during the rolling roadblock operation, the
activities shall be clearly detailed in the Pacing Plan.
Rolling Roadblock operations shall not take place during holidays or special events, as
described in the Traffic Control Plan — General, or as directed by the Engineer.
A minimum of two weeks before start of rolling roadblock operations, the Contractor shall
provide the date and times that rolling roadblock operations are to begin to the Engineer.
Portable VMS signs shall be displayed one week before work with the messages shown on
the plans.
(b) Design Considerations. Contractor design of the Rolling Roadblock shall evaluate the
actual distance required for the rolling roadblock operation, based on site -specific features,
such as: roadway geometrics, pacing speeds, regulatory speeds, interchange spacing,
work duration, availability of law enforcement officers, traffic volumes, and maximum queue
length. On -ramps and entrances between the beginning point of the pacing area and the
work area shall be blocked using flaggers and traffic control devices until the pilot vehicle
has passed. Two-way radios shall be used to provide constant communication to pilot
vehicles, contractor's workers, flaggers stationed at on -ramps, and the Engineer.
The starting point of a rolling roadblock operation shall consider the following factors: the
speed of the pacing vehicles, the location of entrance ramps, and horizontal and vertical
alignment of the facility.
The minimum speed allowed for a rolling roadblock operation shall be 10 mph.
(c) Rolling Roadblock Operation. Before start of the rolling roadblock, the Contractor shall
move all equipment not required for this operation to a safe distance away from the
pertinent section of roadway.
The TCS shall be present throughout the rolling roadblock operation. Two-way radios shall
be provided for constant communication between the Engineer, the TCS, and law
enforcement personnel.
Method of Measurement
630.18. All traffic control devices including but not limited to: temporary signing, variable
message boards, flagging, attenuator truck/trailer, traffic control management, and traffic control
inspection shall be included in the Lump Sum cost for the Traffic Control Management bid item.
Variable message boards shall be used for advance warning prior to construction, throughout
construction, post construction, and along detour routes as directed by the Engineer.
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Resetting, repairing, or replacing traffic control devices is considered maintenance of the
devices. Cleaning and maintaining of traffic control devices is incidental to the Traffic Control
Management bid item and will not be paid for separately.
The quantity to be measured for flagging will be the total number of flaggers that are used as
authorized per day based on the approved MHT in use for the day. Payment will not be made
for time spent by flaggers to set up and take down construction traffic control devices. Hours in
excess of those authorized shall be at the Contractor's expense.
Mobile attenuators shall not be measured and paid for separately but shall be included in the
work.
Basis of Payment
630.19. Payment for Traffic Control Management shall be full compensation for furnishing,
erecting, cleaning, maintaining, resetting, repairing, replacing, moving, removing, and disposing
of the construction traffic control devices.
All construction traffic control devices that are not permanently incorporated into the project will
remain the property of the Contractor.
Payment will be made under:
Pay Item
Pay Unit
Barrier (Temporary)
Linear Foot
Flagging
Hour
Traffic Control Management
Lump Sum
Variable Message Board
Each
When Traffic Control Management and Traffic Control Inspection are not pay items, Traffic
Control Management will not be paid for separately, but shall be included in the work.
Flagger hand devices will not be measured and paid for separately but shall be included in the
work.
Cost of electrical power, including batteries, for all temporary lighting or warning devices shown
on the TCP will not be paid for separately but will be considered subsidiary to the item.
Temporary masking signs, including the covering materials and fastening devices, will not be
measured and paid for separately but shall be included in the work.
If the Contractor fails to complete construction within the approved contract time, Payment will
not be made for the use of Section 630 pay items for the period of time after expiration of the
approved contract time. These items shall be provided at the Contractor's expense.
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Cleaning and patching of the roadway after removal of the Channelizing Device (Fixed) will not
be paid for separately but shall be included in the work.
Placement, unmasking, removal and masking of reduced speed limit signs and double fines
signs, will not be measured and paid for separately but shall be included in the work.
Preparation and implementation of the Traffic Management Plan will not be measured and paid
for separately, but shall be included in the work, except for public information services which will
be measured and paid for per Section 626 as revised for this project.
Traffic Control Management, vehicles, traffic control devices, and all other work, materials and
equipment necessary for the mobile pavement marking zone will not be measured and paid for
separately but shall be included in the work.
Flagging required for the mobile pavement marking zone will be measured and paid for
separately.
Variable message boards will be measured and paid for per the project special revision.
Temporary concrete barrier walls, when required, will be measured and paid for by the linear
foot.
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Section 632 — Night Work Lighting
Description
632.01. This work consists of furnishing, installing, operating, maintaining, moving, adjusting,
and removing lighting to illuminate construction work spaces for night work. Night work will be
defined as work performed between 30 minutes before sunset and 30 minutes after sunrise.
Materials and Equipment
632.02. The Contractor shall provide lighting for night work in the activity area work space where
construction equipment, workers on foot, or both are present. The work space is that portion of
the roadway closed to road users, or outside of the roadway, set aside for workers, equipment
and materials performing contract work. The work space may be stationary or may move as the
work progresses.
Illumination may be accomplished by using a combination of portable lights, floodlights,
equipment mounted lights, or other lighting methods that will provide the required minimum
lighting intensity. Light fixtures that are mounted on the construction equipment shall have a
secure connection to minimize vibration and ensure that the view of the equipment operator is
not obstructed. Portable lights shall be aimed either generally parallel or perpendicular to the
roadway, aimed downward towards the work to avoid glare to oncoming drivers. Existing street
and highway lighting shall not eliminate the need for the Contractor to provide work area lighting.
Vehicle headlights shall not be permitted as the sole means of illumination while working.
632.03 Portable Generator and Inverter Generator. The Contractor shall provide a portable
generator, inverter generator, or both as needed to power the added equipment mounted lights
on motorized equipment if the existing power supply on the equipment is insufficient to power
the added lights. Fuel tank capacity and availability of fuel on site shall be sufficient to permit
uninterrupted operation throughout the planned shift. All power sources shall be equipped with
a ground -fault circuit interrupter. The generator shall be placed or temporarily mounted on the
equipment without obstructing access onto the equipment or the view of the operator.
632.04 Light Meter. The Contractor shall furnish a light meter for use by the Engineer. The
meter shall have a digital display calibrated to NIST standards, shall be cosine and color
corrected with an accuracy of +/- 5 percent. The light meter shall remain the property of the
Contractor after final acceptance.
Construction Requirements
632.05. Lighting for night work shall include:
(1) Minimum lighting intensity of 5 -foot candles for work space illumination.
(2) Illuminate the stationary work space as stated in (1) above where construction equipment,
workers on foot or both are present.
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Light sources shall be positioned not to interfere with or impede traffic in any direction and
not cause glare for motorists or onto adjacent properties whenever possible. The Contractor
shall make adjustments, use visors or shields, or both to minimize glare.
Illumination for mobile operations within a closed travel lane with traffic control devices will
be defined as 20 feet in front of and behind and 5 feet to each side of each piece of moving
equipment.
The Contractor shall provide portable lights for Engineer's and contractor personnel
performing materials testing for either mobile or stationary operations to illuminate the
testing work space as stated in (1) above. For concrete operations at night, the Contractor
shall illuminate the designated concrete truck washout location including the access and
the wash out site.
(6) Workers on foot, performing work within a moving work space (i.e., striping
layout/installation, surveying, etc.) shall wear ANSI approved high visibility apparel and
headwear for Class 3 risk exposure including vest, Class E pants or leg gaiters, and
reflective tape on hard hats. Workers may use portable lighting that can be worn on the
hard hats that provide 360 -degree visibility.
(7)
Portable light towers and lights mounted on stands shall be sturdy and free-standing without
the aid of guy wires or bracing. Minimum illumination levels as stated in (1) above shall be
maintained at a distance of 5 feet on all sides of stationary equipment with either equipment
mounted or free-standing lights.
(8) The Contractor shall ensure that all pieces of equipment have operating lights to illuminate
operator's controls, backhoe and loader buckets, and illuminate the equipment reach limits
around rotating equipment (i.e., the paving machine shall have illumination for the hopper,
auger, and screed areas).
(9) The TCS vehicle shall have the rear of the truck illuminated while installing, maintaining,
and removing traffic control devices unless sufficient lighting levels exist with stationary
lights.
(10) The Contractor shall maintain a uniformity ratio no greater than 5:1 over the stationary work
space. Uniformity ratio is the ratio of average to minimum horizontal illuminance within the
work space. The uniformity ratio shall be determined by dividing the average of all light
meter measurements by the light meter measurement at the darkest spot within the
illuminated area.
632.06 Night Work Lighting Plan. The Contractor shall submit a lighting plan to the Engineer
for review signed by the Contractor's designated person three days in advance of the
Preconstruction Conference. The lighting plan shall appropriately describe the work and include
the following:
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(1) Layout drawing and supplemental narrative showing light locations, equipment mounted
lights, and configuration including both typical spacing and lateral placement for each work
activity.
(2) Tabulation of lights for those lights that are included within the Night Work Lighting pay
item. Lights included in the tabulation such as tower lights, lights mounted on stands and
lighting mounted to mobile equipment (not original equipment lights) but those additional
equipment mounted lights or portable lights that provide the 20 feet in front and behind
illumination zone shall have catalog cuts giving the specific brand names, model numbers,
lamp type and wattage.
(3)
Narrative description of those operations where workers will be on foot in a moving work
space.
(4) Details of hoods, visors, louvers, shields or other means to be used to minimize glare.
The plan shall be revised and updated by the Contractor as requested by the Engineer during
the progress of the work to accommodate changes to the work.
632.07 Inspection of Lighting. Lighting inspection by the Engineer will be performed jointly with
the Contractor's designated person on a drive through the project to include (1) observation of
the lighting setup to evaluate glare potential for drivers and workers and (2) light meter
measurements to determine minimum illumination levels. The Contractor shall make
adjustments to the lighting as needed based on the Engineer's inspection. In the event of any
failure of the lighting system, the Engineer may determine to discontinue work until the required
level of illumination is restored. Delays due to insufficient lighting levels are the responsibility of
the Contractor. Any corrections and deficiencies needed to provide the minimum illumination
levels shall be addressed by the start of the next work shift.
The Engineer will take light meter measurements to verify the minimum lighting levels using a
light meter provided by the Contractor during the night work shift. Light meter readings will be
taken within the work space where work is being performed, in a horizontal plane, light sensor
part of the meter held parallel to the ground with the sensor aimed upward, 3 feet above the
pavement or ground surface. Meter readings will be taken at the source at 5 -foot intervals out to
the illuminated work space perimeter. These measurements will be documented and filed in the
project records.
632.08 Lighting for Flagger Stations. For nighttime flagging, flagger stations shall be
illuminated by an overhead light source providing a minimum lighting intensity level of 5 -foot
candles measured 1 foot out from the flagger's chest. The flagger station light shall illuminate
the station area with a radius of at least the width of the lane plus 5 feet, and be centered on the
flagger in the initial flagging position. The size of the illuminated area shall be increased to
account for flagger movements required to control traffic. The flagger station lighting shall be
maintained at an adequate height above the pavement and be capable of being shielded through
the use of visors, hoods, louvers, or screens as needed to minimize glare to approaching traffic
and spilling over onto adjacent properties.
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I
Method of Measurement
632.09. Lighting for night work will not be measured but will be paid for as a single lump sum.
Basis of Payment
632.10. Payment for lighting as shown on the Night Work Lighting Plan will include all labor,
materials, and equipment necessary to complete and maintain the work. Payment for lighting
will include portable 360° visibility lighting worn on hard hats.
Progress payments will be made based on the lump sum price bid as follows: 20 percent when
the Lighting for Night Work Plan has been submitted, accepted, and satisfactory lighting of
nighttime operations has begun; the remaining 80 percent will be paid in equal monthly
progress payments for the remaining time lighting is required for the night work operations.
Payment will be made under:
Pay Item
Pay Unit
Night Work Lighting
Lump Sum
Flagger station lighting, designated person, light meters, and additional power sources
(generator and inverter) will not be measured and paid for separately but shall be included in the
work.
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Section 641 — Shotcrete
Description
641.01. This work consists of constructing pneumatically applied concrete onto designated
surfaces at locations and thicknesses with the lines and dimensions shown on the plans or as
designated by the Engineer.
Materials
641.02. Shotcrete proportioning and placement shall comply with the requirements of ACI 506.2,
"Specifications for Materials, Proportioning and Application of Shotcrete," and the requirements
of Section 601 (Class Shotcrete).
Pre-packaged material shall meet the requirements of ASTM C1480 and meet the sulfate
resistance requirements listed in the general notes.
The maximum aggregate size in shotcrete shall be 1/2 inch.
When specified, steel fibers shall be incorporated into the mixture. Steel fibers shall conform to
the requirements of ASTM C1116, Type I, Section 4.1.1.
When specified, polypropylene fibers shall be incorporated into the mixture. Polypropylene fibers
shall have a nominal length of 3/4 inch and shall conform to the requirements of ASTM C1116,
Type III, Section 4.1.3.
614.03 Submittals. The following documents and shop drawings shall be submitted per
subsection 105.02. Shotcrete shall not be placed on the project before the submittals have been
reviewed and approved by the Engineer.
(a) Mix Design. A shotcrete mix design meeting the requirements of subsection 601.05.
(b) Shotcrete Application Method Statement. The Shotcrete Application Method Statement
shall indicate dry -mix process or wet -mix process and shall include drawings and notes
describing equipment, procedures and sequences for shotcrete production, application,
curing plan, and applicable manufacturer's literature and recommendations.
The Shotcrete Application Method Statement shall also include written documentation that
verifies the qualifications of the nozzlemen that will be performing the work. All nozzlemen
shall have had at least one year of experience in the application of shotcrete and hold a
current certification for ACI Shotcrete Nozzleman for the methods and orientations to be
used.
(c) Process Control (PC) Plan. The PC Plan shall address the following:
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1. Procedures for identifying the strength of the placed shotcrete.
2. Procedures for determining the thickness of the placed shotcrete.
3. Plan for pre -construction testing as described in the plans.
4. Surface preparation.
5. Curing method.
6. Cold and/or hot weather placement procedures.
7. PC testing and inspection personnel.
8. PC testing frequency.
9. PC testing criteria.
10. Excavation plan addressing minimum compressive strength required before
continuing with excavation.
11. Procedures to control excavation, and a plan for filling voids in over -excavated areas.
12. Plan for multiple shotcrete layers and applications where applicable.
(d) Architectural Application. When an architectural application is specified, the Contractor
shall submit the following for approval by the Engineer before full production:
1. A test panel of the shotcrete application with the date of application.
2. Where a coloring process is required, a sample color concrete chip and appropriate
technical information on the proposed pigment, colorants, or photo -reactive stains.
Construction Requirements
641.04 General. Shotcrete shall be applied at the locations and to the thicknesses shown on
the plans. The thickness of shotcrete shall not be less than the dimensions shown on the plans.
Acceptable shotcrete shall consist of a dense and uniform mixture without rebound, inclusions,
segregation, or discernible weakness of bond between the rock or structure and the shotcrete.
Acceptance will be based on the requirements of subsection 641.06 and the visual inspection
and sounding of the shotcrete. Shotcrete that exhibits movement or settlement after placement
while still in the plastic state shall be repaired or replaced at the Contractor's expense.
Applications that are deemed by the Engineer to be unacceptable shall also be repaired or
replaced at the Contractor's expense.
1097
For rock and soil cuts, surfaces shall be prepared to the line and grade shown on the plans. The
Contractor shall provide documentation, including survey data, to show that the excavated face
conforms to the plans so that the minimum thickness is achieved. If the Engineer determines
that irregularities are excessive, additional reinforcing may be required. All costs associated with
additional shotcrete required to bring an over excavated cut to the proper line and grade shall
be borne by the Contractor. The Contractor shall fill all voids, holes, or pits created during the
excavation process. Where additional shotcrete in excess of the plan thickness is required to
make the final shotcrete, face conform to the plans, the Contractor shall provide a plan and
method statement for applying the additional shotcrete. The work shall not proceed until the
proposed plan and methods have been reviewed and approved by the Engineer.
A light application of water may be used to clean the surface of all dry soil or rock surfaces before
application of the shotcrete.
Shotcrete shall not be applied to frozen surfaces. De-icing compounds shall not be used to thaw
ice, snow, or frost.
Before patching concrete structures, loose material shall be removed, and surfaces shall be
dampened to a saturated surface dry condition. Before the placement of new shotcrete, the
Contractor shall sandblast exposed reinforcing steel clean.
Rebound shall be removed and disposed of by the Contractor. Rebound shall not be worked
back into the surface and shall not be salvaged and included in later batches.
Weep holes and the drainage system shall be installed as shown on the plans.
Where reinforcement fibers are required, the fibers shall be uniformly dispersed in the shotcrete.
Production shall be suspended when visible fiber clumps are observed.
When multiple layers of shotcrete are to be applied, each layer of shotcrete shall be cleaned. If
curing compound is used the curing compound shall be removed by sandblasting or a method
approved by the Engineer.
641.05 Curing Shotcrete. Curing shall be per subsection 601.13 and shall include the following:
Film curing with polyethylene sheeting may be used to supplement water curing. The Contractor
shall spray the shotcrete surface with water immediately before installation of the polyethylene
sheeting. Polyethylene sheeting shall completely cover the surfaces and the Contractor shall
overlap the sheeting edges. Joints between sheets shall be sealed. The Contractor shall
promptly repair any tears, holes, and other damage. Anchor sheeting shall be installed as
necessary to prevent billowing.
The minimum curing period shall be determined by one of the following methods:
1. The minimum curing period shall be seven days.
1098
2. The minimum curing period shall be from the time the shotcrete has been placed until
the shotcrete has met a compressive strength of 80 percent of the required field
compressive strength. Compressive strength shall be determined by coring
information panels. Information panels shall be constructed by the Contractor on the
final portion of a placement and stored as close to the structure as possible. If the
information panels are lost, mislabeled, damaged or destroyed in the field, the
minimum curing period shall be seven days.
3. The minimum curing period shall be from the time the shotcrete has been placed until
the shotcrete has met a compressive strength of 80 percent of the required field
compressive strength. The Contractor shall develop a maturity relationship for the
shotcrete mix design per ASTM C1074. The Contractor shall provide the maturity
meter and all necessary thermocouples, thermometers, wires and connectors. The
Contractor shall be responsible for the placement, protection and maintenance of the
maturity meters and associated equipment. Locations where the maturity meters are
placed shall be protected in the same manner as the rest of the shotcrete. The
Contractor shall install the thermocouples at locations designated by the Engineer.
The Contractor shall monitor the temperature at intervals acceptable to the Engineer.
If the maturity meter malfunctions, the minimum curing period shall be seven days.
All costs associated with curing shall be at the Contractor's expense. The curing period may be
stopped when succeeding layers of shotcrete are to be placed.
When the ambient temperature is expected to fall below 35 °F during the curing period the
Contractor shall maintain the shotcrete internal temperature above 50 °F during the curing
period. The Contractor shall monitor the internal shotcrete temperature by the use of maturity
meters or high/low thermocouples. Maturity meter probes or thermocouples shall be located 2
feet from the edge of the final portion of shotcrete placed for the day and be located at mid -depth
of the layer.
The Contractor shall determine the necessity for undertaking protective measures. Maturity
meters, thermocouples and information panels will not be measured or paid for separately but
shall be included in the work.
Enclosures with artificial heat sources will be permitted. If enclosures are used the Contractor
shall monitor the structural integrity of the enclosure. Artificial heat sources shall not be placed
in such a manner as to expose any area of shotcrete to drying due to excessive temperatures.
At the end of the curing period, the protection shall remain in place until it can be removed without
allowing the shotcrete temperature to fall more than 50 °F in a 24 -hour period. Sudden changes
of shotcrete temperature shall be prevented.
The following procedures shall be followed if the temperature of the shotcrete structure falls
below 32 °F before the minimum curing period is complete:
1. The Contractor shall take cores following the procedures of ASTM C1604 at locations
designated by the Engineer.
1099
2. The Engineer will take immediate possession of the cores and submit the cores for a
petrographic examination per ASTM C856.
3. All costs associated with coring, transmittal of cores, and petrographic examination shall
be borne by the Contractor regardless of the outcome of the petrographic examination.
4. Shotcrete damaged by frost as determined by the petrographic examination shall be
removed and replaced at the Contractor's expense.
5. The Contractor shall patch areas used for sampling and testing immediately after samples
have been removed.
641.06 Acceptance.
(a) Test Panels. A test panel shall be produced for each mix and each workday. When more
than 50 cubic yards of a shotcrete mixture has been placed in a day, a test panel shall be
produced for every 50 cubic yards or fraction thereof. Test panels shall be produced per
ASTM C1140 Standard Practice for Preparing and Testing Specimens from Shotcrete Test
Panels. Test panels shall be constructed in the same manner as that being used on the
project, including distance from nozzle, angle and orientation. Test panels shall be cured
in similar conditions to what is anticipated in the field and shall be field cured until test
specimens are taken.
(b) Field Compressive Strength. The field compressive strength shall be determined from at
least three test specimens from each test panel per ASTM C1140 and tested at 28 days.
The Contractor shall remove test specimens and immediately give them to the Engineer.
The Contractor shall remove the test specimens between 25 and 27 days of age. The test
specimens shall be stored in watertight plastic bags and labeled with the project number,
test panel number and date of placement. If the 28 -day compressive strength does not
meet the required strength, the Contractor may take additional cores from the test panel to
be tested at 56 days. The Contractor shall remove the 56 -day test specimens between 53
and 55 days of age. Shotcrete will be evaluated for acceptance and price reduction per
subsection 601.17.
(c) Noted Deficiencies. When shotcrete exhibits segregation, honeycombing, delamination, or
excessive cracking, the following procedures shall be applied:
1. The Contractor shall take cores following the procedures of ASTM C1604 at locations
designated by the Engineer. The shotcrete shall be at least 28 days old. A set of three
cores will be taken for each 100 square feet of shotcrete. Cores containing reinforcing
steel shall not be tested.
2. The Engineer will take immediate possession of the cores and test the cores for
compressive strength. A core that breaks during coring operations such that it cannot
be tested per ASTM C1604 will be assigned a compressive strength of 0 psi.
1100
3. If a set of cores does not produce an average strength of 4,500 psi, the shotcrete
represented by the cores shall be removed and replaced at the Contractor's expense.
4. All costs associated with coring shall be at the Contractor's expense, regardless of the
outcome.
5. The Contractor shall patch areas used for sampling and testing immediately after
samples have been removed.
Method of Measurement
641.07. Shotcrete will be measured by the actual number of square yards applied and accepted.
The quantity will be determined by the Engineer. There will be no increase of pay if the thickness
exceeds the required minimums shown on the plans.
Initial Shotcrete Facing for soil nail wall, including the shotcrete steel and mesh reinforcement
used for the temporary facing, will be measured by the actual square feet of shotcrete that is
applied to the depth shown on the plans. Square feet of wall will be determined using the height
measured at 20 -foot maximum intervals along the wall layout line.
Basis of Payment
641.08. The accepted quantities will be paid for at the contract unit price per square yard for
each of the items listed below that appear in the bid schedule:
Pay Item
Pay Unit
Shotcrete
Square Yard
Shotcrete Sculpting
Square Yard
Initial Shotcrete Facing
Square Foot
Payment will be full compensation for all work, materials, and equipment required to complete
the item including submittals, test panels, test specimens, samples, pigment, fiber, drainage
system and maturity meters.
Shotcrete that is sculpted will be measured and paid for as Shotcrete Sculpting. The architectural
surface treatment shall include full compensation for furnishing all labor, materials, tools,
equipment and incidentals, and for doing all work involved in providing architectural surface
treatment complete in place, including the test panels, line layout and all supporting metal
bracing and support as specified in the Contract.
Test panels for shotcrete sculpting will not be measured and paid for separately but shall be
included in the work.
Line layout and metal bracing for shotcrete sculpting will not be measured and paid for separately
but shall be included in the work.
1101
Division 700 — Materials Details
Section 701 — Hydraulic Cement
701.01 Hydraulic Cement. Hydraulic cement shall conform to the requirements of the following
specifications for the type specified or permitted:
Portland Cement ASTM C150
Blended Hydraulic Cement ASTM C595
All concrete, including precast, prestressed and pipe shall be constructed with one of the
following hydraulic cements unless permitted otherwise.
Type I
Type II
Type V
Type IL(MS)
Type IL(HS)
Type I P
Type IP(MS)
Type IP(HS)
Type IT(MS)
Type IT(HS)
ASTM C150
ASTM C150
ASTM C150
ASTM C595
ASTM C595
ASTM C595
ASTM C595
ASTM C595
ASTM C595
ASTM C595
Cement shall be from a preapproved source listed on the CDOT Approved Products List.
The cement shall be subject to sampling and testing by the Department. Test results that do not
meet the physical and chemical requirements may result in the suspension of the use of the
cement until the corrections necessary have been taken to insure that the material meets the
specifications.
The Contractor shall provide suitable means for storing and protecting the cement against
dampness. Cement which has become partially set or which contains lumps of caked cement
shall not be used.
Cement salvaged from discarded or used bags shall not be used.
701.02 Fly Ash. Fly ash for concrete shall conform to the requirements of ASTM C618, Class C
or Class F with the following exceptions:
(1) The loss on ignition shall not exceed 3.0 percent.
(2) The CaO in Class F fly ash shall not exceed 18 percent.
IBlending of pozzolans according to ASTM D5370 is permitted to meet the requirements of ASTM
C618. Fly ash shall be from a preapproved source listed on the CDOT Approved Products List.
1102
Preapproval shall include submission of a report from the supplier documenting the results of
testing the fly ash from that source per the Toxicity Characteristic Leaching Procedure (TCLP)
described in 40 CFR 261, Appendix II. The report shall include the results of TCLP testing for
heavy metals and other contaminants found in the fly ash. The report shall list the contaminants
tested, and the allowable levels for each contaminant tested. A new report shall be submitted
for each preapproved source annually. Additional TCLP testing may be required when the
Department suspects that the fly ash source may have been contaminated.
The fly ash shall be subject to sampling and testing by the Department. Test results that do not
meet the physical and chemical requirements may result in the suspension of the use of fly ash
until the corrections necessary have been taken to insure that the material meets the
specifications.
701.03 Silica Fume. Silica fume for concrete shall conform to the requirements of ASTM C1240.
Silica Fume shall be from a preapproved source listed on the CDOT Approved Products List.
The silica fume shall be subject to sampling and testing by the Department. Test results that do
not meet the physical and chemical requirements may result in the suspension of the use of the
silica fume until the corrections necessary have been taken to insure that the material meets the
specifications.
701.04 High -Reactivity Pozzolans. High -Reactivity Pozzolans (HRP) shall conform to the
requirements of AASHTO M321. HRPs include but are not limited to metakaolin, rice hull ash,
zirconium fume, ultra -fine fly ash, and fume from the production of 50 percent ferrosilicon (with
SiO2 less than 85 percent).
HRPs shall meet the following optional requirement of AASHTO M321: The sulfate expansion
at 14 days shall not exceed 0.045 percent.
HRP shall be from a preapproved source listed on the CDOT Approved Products List.
The HRP shall be subject to sampling and testing by the Department. Test results that do not
meet the physical and chemical requirements may result in the suspension of the use of HRP
until the necessary corrections have been taken to ensure that the material conforms to the
specifications.
701.05 Slag Cement. Slag cement shall conform to the requirements of ASTM C989. Slag
cement shall be Grade 100 or Grade 120. Slag cement shall have a maximum Aluminum Oxide
content of 11.0 percent.
Slag cement shall be from a pre -approved source listed on the CDOT Approved Products List.
Slag Cement shall be subject to sampling and testing by the Department. Test results that do
not meet the physical and chemical requirements may result in the suspension of the use of Slag
1103
Cement until the necessary corrections have been taken to ensure that the material conforms to
the specifications.
1104
Section 702 — Bituminous Materials
702.01 Asphalt Cements.
(a) Superpave Performance Graded Binders. Superpave Performance Graded Binders shall
conform to the requirements listed in Table 702-1 (Taken from AASHTO M320).
Asphalt cement shall not be acid modified or alkaline modified.
Asphalt cement shall not contain any used oils that have not been re -refined. Modifiers that
do not comply with environmental rules and regulations including 40 CFR Part
261.6(a)(3)(IV), and part 266/Subpart C shall not be added. Modifiers shall not be
carcinogenic.
The supplier of the PG binder shall be certified per CP 11.
Acceptance Samples of the PG binder will be taken on the project per the Schedule in the
Field Materials Manual.
The Department will test for acid modification and alkaline modification during the binder
certification process. Thereafter, the Department will randomly test for acid modification
and alkaline modification.
1105
Table 702-1 — Superpave Performance Graded Binders
Property
58-28
58-34
64-22
64-28
70-28
76-28
AASHTO
Test No
Flash Point Temp., °C, minimum
230
230
230
230
230
230
T48
Viscosity at 135 °C, Pa•s,
maximum
3
3
3
3
3
3
T316
Dynamic Shear, Temp. °C,
where G*/Sin b @ 10 rad/s ≥
1.00 kPa
58
58
64
64
70
76
T315
Ductility, 4°C (5 cm/min.), cm
minimum
_
_
_
50
-
T51
Toughness, joules (inch-Ibs)
-
-
_
12.4
(110)
-
CP-L
2210
Tenacity, joules (inch-Ibs)
-
-
_
8.5
(75)
CP-L
2210
Acid or Alkali Modification (pass-
fail)
Pass
Pass
Pass
Pass
Pass
Pass
CP-L
2214
RTFO Residue Properties
CP-L
2215
Mass Loss, percent maximum
1.00
1.00
1.00
1.00
1.00
1.00
CP-L
2215
Dynamic Shear, Temp. °C,
where G*/Sin b @ 10 rad/s ≥
2.20 kPa
58
58
64
64
70
76
T315
Elastic Recovery, 25°C, percent
min.
_
_
_
_
50
50
T301
Ductility, 4°C (5 cm/min.), cm
minimum
_
_
_
20
-
-
T51
PAV Residue Properties, Aging
Temperature 100 °C
R28
Dynamic Shear, Temp. °C,
where G*•Sin b @ 10 rad/s ≤
6,000 kPa
19
16
25
22
25
28
T315
Creep Stiffness, @ 60 s, Test
Temperature in °C
-18
-24
-12
-18
-18
-18
T315
S, maximum, MPa
300
300
300
300
300
300
T313
nn -value, minimum
0.300
0.300
0.300
0.300
0.300
0.300
T313
(b) Dampproofing. Asphalt for dampproofing shall conform to the requirements of ASTM D449,
and the asphaltic primer shall conform to the requirements of ASTM D41.
702.02 Emulsified Asphalts. Emulsified asphalts shall conform to AASHTO M140 or M208 for
the designated types and grades. Emulsified asphalt and aggregate used for surface seals shall
be sampled and will be tested for information only per CP-L 2213.
1106
Emulsified asphalt (HFMS-2S) with a residual penetration greater than 300 dmm shall conform
to all properties listed in AASHTO M140, Table 1 except that ductility shall be reported for
information only.
(a) Emulsion for Tack and Fog Coats. Emulsions for tack and fog coats shall conform to the
requirements listed in Table 702-2 or 702-3, before dilution.
Table 702-2 — Tack and Foa Coat Emulsions
Property Tests on Emulsion:
CSS-1 h
SS -1h
AASHTO Test No.
Minimum Viscosity, at 25 °C, Saybolt- Furol, s
20
20
T59
Maximum Viscosity, at 25 °C, Saybolt- Furol, s
100
100
T59
Storage stability, 24 hr, °/0 max'
1.0
1.0
T59
Particle charge test
Positive
T59
Sieve test, °/0 max
0.10
0.10
T59
Oil Distillate by volume, °/0 max
3.0
3.0
T59
Residue by distillation/ evaporation, °/0 min3
573
573
T59/CP-L 22122
Property Tests on residue:
Penetration, 25 °C, 100g, 5s, min, dmm
40
40
T49
Penetration, 25 °C, 100g, 5s, max, dmm
120
120
T49
Ductility, 25 °C, 5 cm/min, cm, min
40
40
T51
Solubility, in trichloroethylene°/0 min
97.5
97.5
T44
Table Notes:
1 If successful application is achieved in the field, the Engineer may waive this requirement.
2 CP-L 2212 is a rapid evaporation test for determining percent residue of an emulsion and
providing material for tests on residue. CP-L 2212 is for acceptance only. If the percent
residue or any test on the residue fails to meet specifications, the tests will be repeated
using the distillation test per AASHTO T59 to determine acceptability.
3 For polymerized emulsions the distillation and evaporation tests will be performed per
AASHTO T59 or CP-L 2212 respectively with modifications to include 205 ± 5 °C (400 ± 10
°F) maximum temperature to be held for 15 minutes.
(b) Emulsion for Chip Seals. Polymerized emulsions for chip seals shall conform to the
requirements listed in Table 702-3. Emulsion for chip seals shall be an emulsified blend of
polymerized asphalt, water, and emulsifiers. The asphalt cement shall be polymerized
before emulsification and shall contain at least 3 percent polymer by weight of asphalt
cement. The emulsion standing undisturbed for a minimum of 24 hours shall show no white,
milky separation but shall be smooth and homogeneous throughout. The emulsion shall be
pumpable and suitable for application through a distributor.
1107
Table 702-3 — Polymerized Emulsions for Chip Seals
Property
CRS -2
CRS- 2P
CRS- 2R
HFMS-2P
AASHTO
Test No.
Tests on Emulsion:
Minimum Viscosity, at 50 °C,
Saybolt- Furol, s
50
50
50
50
T59
Maximum Viscosity, at 50 °C,
Saybolt- Furol, s
450
450
450
450
T59
Storage stability, 24 hr, % max
1.0
1.0
1.0
1.0
T59
Particle charge test
Positive
Positive
Positive
T59
Sieve test, % max
0.10
0.10
0.10
0.10
T59
Demulsibilityl, % min
40
40
40
T59
Oil Distillate by volume, % max or
range
3.0
3.0
3.0
3.0
T59
Residue by distillation/
evaporation, % min3
653
653
653
653
T59/ CP-
L22122
Tests on residue:
Penetration, 25 °C, 100g, 5s, min,
dmm
70
70
70
70
T49
Penetration, 25 °C, 100g, 5s,
max, dmm
150
150
150
150
T49
Ductility, 25 °C, 5 cm/min, cm,
min
40
75
T51
Ductility, 4 °C, 5 cm/min, cm, min
40
Solubility, in trichloroethylene, %
min4
97.54
97.54
97.54
97.54
T44
Elastic Recovery, 25 °C min
58
T301
Float Test, 60 °C, s min
1200
T50
Toughness, in-Ibs, min
70
90
CP-L2210
Tenacity, in-Ibs, min
45
45
CP-L2210
Table Notes:
1 If successful application is achieved in the field, the Engineer may waive this requirement.
2 CP-L 2212 is a rapid evaporation test for determining percent residue of an emulsion and
providing material for tests on residue. CP-L 2212 is for acceptance only. If the percent
residue or any test on the residue fails to meet specifications, the tests will be repeated
using the distillation test per AASHTO T59 to determine acceptability.
3 For polymerized emulsions the distillation and evaporation tests will be performed per
AASHTO T-59 or CP-L 2212 respectively with modifications to include 205 ± 5 °C (400 ±
10 °F) maximum temperature to be held for 15 minutes.
4 Solubility may be determined on the base asphalt cement before polymer modification.
(c) Emulsion for Slurry Seals and Micro -Surfacing. Emulsions for slurry seals and micro -
surfacing shall conform to the requirements listed in Table 702-4. The modified emulsion
shall contain a minimum of 3 percent polymer, SBR latex, or natural latex by weight.
1108
Table 702-4 - Slurry Seal and Micro Surfacing Emulsions
Property
CQS-1 hL
CQS-1 hP
AASHTO Test No.
Tests on Emulsion:
Minimum Viscosity, at 25 °C, Saybolt-Furol, s
15
15
T59
Minimum Viscosity, at 25 °C, Saybolt-Furol, s
100
100
T59
Storage stability, 24 hr, °/0 max'
1.0
1.0
T59
Particle charge test
Positive
Positive
T59
Sieve test, °/0 max
0.10
0.10
T59
Oil Distillate by volume, °/0 max
0.5
0.5
T59
Residue by distillation/ evaporation, °/0 min3
623
623
T59/ CP-L 22122
Tests on residue:
Penetration, 25 °C, 100g, 5s, min, dmm
40
40
T49
Penetration, 25 °C, 100g, 5s, max, dmm
150
150
T49
Ductility, 25 °C, 5 cm/min, cm, min
50
50
T51
Solubility, in trichloroethylene°/0 min
97.5
97.5
T44
Table Notes:
1 If successful application is achieved in the field, the Engineer may wave this requirement.
2 CP-L 2212 is a rapid evaporation test for determining percent residue of an emulsion and
providing material for tests on residue. CP-L 2212 is for acceptance only. If the percent
residue or any test on the residue fails to meet specifications, the tests will be repeated using
the distillation test per AASHTO T59 to determine acceptability.
3 For polymerized emulsions the distillation and evaporation tests will be performed per
AASHTO T-59 or CP-L 2212 respectively with modifications to include 205 ± 5 °C (400 ± 10
°F) maximum temperature to be held for 15 minutes.
(d) Emulsion for Prime Coat. Emulsion for prime coat shall conform to the requirements of
Table 702-5. Circulate before use if not used within 24 hours.
Table 702-5 — Asphalt Emulsion for Prime Coat (AEP
Property
Requirement
AASHTO Test No.
Viscosity, Saybolt Furol, at 50 °C (122 °F), s
20-150
T59
Residue
65°/0 min.
T59 to 260°C (500 °F)
Oil Distillate by Volume, °/0
7°/0 max.
T59
Tests on Residue from Distillation:
Solubility in Trichloroethylene, °/0
97.5 min.
T44
(e) Recycling Agent. Recycling Agent for Item 406, Cold Bituminous Pavement (Recycle), shall
be either a high float emulsified asphalt (polymerized) or an emulsified recycling agent as
follows:
1. High Float Emulsified Asphalt (Polymerized). High Float Emulsified Asphalt
(Polymerized) for Cold Bituminous Pavement (Recycle) shall be an emulsified blend
of polymer -modified asphalt, water, and emulsifiers conforming to Table 702-6 for
HFMS-2sP. The asphalt cement shall be polymerized before emulsification and shall
contain at least 3 percent polymer.
1109
The emulsion standing undisturbed for a minimum of 24 hours shall show no white,
milky separation, and shall be smooth and homogeneous throughout.
The emulsion shall be pumpable and suitable for application through a pressure
distributor.
Table 702-6 — High Float Emulsified Asphalt (Polymerized)(HFMS-2sP
Property
Minimum
Requirements
Maximum
Requirements
AASHTO
Test
Tests on Emulsion:
Viscosity, Saybolt Furol at 50°C (122 °F), sec
50
450
T59
Storage Stability test, 24 hours, %
1
T59
Sieve test, %
0.10
T59
Residue, %'
65
T59
Oil distillate by volume, %
1
7
T59
Tests on Residue:
Penetration, 25°C (77 °F), 100g, 5 sec
150
3002
T49
Float Test, 60°C (140 °F), sec
1200
T50
Solubility in TCE, %
97.5
T44
Elastic Recovery, 4°C (39.2 °F), %
50
T301
Table Notes:
1 400 ± 10 °F maximum temperature to be held for 15 minutes.
2 When approved by the Engineer, Emulsified Asphalt (HFMS-2sP) with a residual penetration
greater than 300 dmm may be used with Cold Bituminous Pavement (Recycle) to address
problems with cool weather or extremely aged existing pavement. Emulsified Asphalt
(HFMS-2sP) with a residual penetration greater than 300 dmm shall meet all properties listed
in Table 702-6 except that Elastic Recovery shall be reported for information only.
2. Emulsified Recycling Agent. Emulsified Recycling Agent for use in Cold Bituminous
Pavement (Recycle) shall conform to the requirements in Table 702-7.
1110
Table 702-7 — Emulsified Recvclina Aaent
Pro ert
p y
Minimum
Requirements
Maximum
Requirements
Test
Tests on Emulsion:
Viscosity @ 25°C, SFS
20
200
ASTM D244
Pumping Stability
Pass
GB Method'
Sieve Test, %w
0.1
ASTM D2442
Cement Mixing, %w
2.0
ASTM D244
Particle Charge
Positive
ASTM D244
Conc. Of Oil Phase
64
ASTM D2443
Tests on Residue:
Viscosity @ 60°C , CST
2,000
4,000
ASTM D2170
Flash Point, COC, °C ( °F)
232
ASTM D92
Maltenes Dist. PC+A1 Ratio4 S+A2
0.3
0.6
ASTM D2006
PC/S Ratio
0.4
ASTM D2006
Asphaltenes, % max.
11.0
ASTM D2006
Table Notes:
1 Pumping stability is determined by charging 450 ml of emulsion into a one -liter beaker and
circulating the emulsion through a gear pump (Roper 29.B22621) having a 6.3 mm (1/4
inch) inlet and outlet. The emulsion passes if there is no significant separation after
circulating ten minutes.
2 Test procedure identical with ASTM D244 except that distilled water shall be used in place
of 2 percent sodium oleate solution.
3 ASTM D244 Evaporation Test for percent of residue is modified by heating 50 -gram sample
to 149 °C (300 °F) until foaming ceases, then cooling immediately and calculating results.
4 In the Maltenes Distribution Ratio Test by ASTM Method D2006.
PC = Polar Compounds
S = Saturates
A1 = First Acidaffin
A2 = Second Acidaffins
(f) Asphalt Rejuvenating Agents. Asphalt rejuvenating agents (ARA) shall be composed of a
petroleum resin -oil base uniformly emulsified with water and shall conform to the physical
and chemical requirements of Table 702-8 or ASTM D4552.
1111
Table 702-8 — Asphalt Rejuvenating Agent
Property
Test Method
Requirement
Viscosity, S.F., @ 25 °C (77 °F), s
ASTM D244
20-40
'Residue, °/0 min.
ASTM D244
60-65
2Miscibility Test
ASTM D244
No coagulation
3Sieve Test, °/0 max.
ASTM D244
0.10
Particle Charge Test
ASTM D244
Positive
Viscosity, 60 °C (140 °F), mm2/s
ASTM D445
100 - 200
Flash Point, COC, °C, min.
ASTM D92
196
Asphaltenes, °/0 max.
ASTM D2006
1.0
4Maltenes Dist. PC+A1 Ratio S+A2
ASTM D2006
0.3-0.6
Saturated Hydrocarbons, °/0
ASTM D2006
21-28
Table Notes:
1 ASTM D244 Modified Evaporation Test for percent of residue is made by heating
50 -gram sample to 149 °C (300 °F) until foaming ceases, then cooling immediately
and calculating results.
2 Test procedure identical with ASTM D244 except that 0.02 Normal Calcium
Chloride solution shall be used in place of distilled water.
3 Test procedure identical with ASTM D244 except that distilled water shall be used
in place of 2°/0 sodium oleate solution.
4 In the Maltenes Distribution Ratio Test by ASTM Method D4124:
PC = Polar Compounds
S = Saturates
A1 = First Acidaffin
A2 = Second Acidaffins
For hot -in -place recycling ARA-1P is an acceptable alternative to ARA. ARA-1P shall meet
the requirements below:
Emulsified Polymer Modified Asphalt Rejuvenating Agent (ARA-1P) for use in hot -in -place
recycling of bituminous pavements shall be modified with a minimum of 1.5 percent styrene -
butadiene solution polymer. The finished product shall conform to the physical
requirements listed in Table 702-9 below.
Table 702-9 — ARA 1P
Property
Test Method
Min
Max
Viscosity, Saybolt-Furol @ 77 °F, s
ASTM D244
100
Residue @ 350 °F, °/0
ASTM D244 Mod
60
Sieve Test, °/0
ASTM D244
0.10
Oil distillate, °/0
ASTM D244
2.0
Penetration @ 39.2 °F, 100g, 5s, dmm
ASTM D5 Modified
150
250
Asphaltenes, °/0
ASTM D4124
15
702.03 (unused).
1112
702.04 Hot Poured Joint and Crack Sealant. Hot poured material for filling joints and cracks
shall conform to the requirements of ASTM D6690, Type II or Type IV. The concrete blocks used
in the Bond Test shall be prepared per CP-L 4101.
Sealant material shall be supplied pre -blended, pre -reacted, and prepackaged. If supplied in
solid form the sealant material shall be cast in a plastic or other dissolvable liner having the
capability of becoming part of the crack sealing liquid. The sealant shall be delivered in the
manufacturer's original sealed container.
Each container shall be legibly marked with the manufacturer's name, the trade name of the
sealer, the manufacturer's batch or lot number, the application temperature range, the
recommended application temperature, and the safe heating temperature.
The sealant shall be listed in CDOT's Approved Products List before use.
1113
Section 703 Aggregates
703.00 General. All sieve sizes and designations described in this section refer to laboratory
sieves having square openings and conforming to ASTM E11.
The grading and composition requirements for coarse and fine aggregates for concrete are set
forth in Table 703-1.
Table 703-1 — Concrete Aggregate Gradation Table (Percentage Passing
Desianated Sieves and Nominal Size Desianation
Sieve Size
No.
3
No.
357
No.
4
No.
467
No.
57
No.
6
No.
67
No.
7
No 8
Fine
Aggregate
50
50
37'5
37.5
25.0
19.0
19.0
12.5
mm
to
25.0
mm
to
4.75
mm
to
19'0
mm
to
4.75
mm
to
4.75
mm
to
9.5
mm
to
4.75
mm
to
4.75
9.5
m m to
2.36
4.75 m m to
150 µm (#4
mm
mm
(m�2„
mm
mm
�3/m
(3/m
(�/m
(3/g„
to #100)
(2" to
(2" to
to
(1'/2"
(1 " to
to
to
to
to #8)
1")
#4)
3/4")
to #4)
#4)
3/8")
#4)
#4)
63 mm
(21/2")
100
100
50 mm
(2")
90—
100
95-
100
100
100
37.5 mm
(1'/2")
35-
70
90-
100
95-
100
100
25.0 mm
(1")
0-15
35-
70
20-
55
95-
100
100
100
19.0 mm
35-
90-
90-
(3/4")
0-15
70
100
100
100
12.5 mm
10-
25-
20-
90-
(1/2")
0-5
30
60
55
100
100
9.5 mm
10-
20-
40-
85-
(3/8")
0-5
30
0-15
55
70
100
100
4.75 (j m
0-5
0-5
0-10
0-5
0-10
0-15
30
95-100
2.36 mm
(#8)
0-5
0-5
0-5
0-10
80-100
1.18 mm
(#16)
0-5
50-85
600 mm
(#30)
25-60
300 mm
(#50)
10-30
150 mm
(#100)
2-10
1114
703.01 Fine Aggregate for Concrete. Fine aggregate for concrete shall conform to the
requirements of AASHTO M6, Class A. The minimum sand equivalent, as tested per Colorado
Procedure 37 shall be 80 unless otherwise specified. The fineness modulus, as determined by
AASHTO T27, shall not be less than 2.50 or greater than 3.50 unless otherwise approved.
703.02 Coarse Aggregate for Concrete. Coarse aggregate for concrete shall conform to the
requirements of AASHTO M80, Class A, except that the percentage of wear shall not exceed 45
when tested per AASHTO T96.
703.03 Aggregate for Bases. Aggregates for bases except Aggregate Base Course (RAP) shall
be crushed stone, crushed slag, crushed gravel, natural gravel, or crushed reclaimed concrete.
Aggregate Base Course (RAP) shall be 100 percent crushed recycled asphalt pavement
material. All materials except Aggregate Base Course (RAP) shall conform to the quality
requirements of AASHTO M147 except that the requirements for the ratio of minus 75 µm (No.
200) sieve fraction to the minus 425 µm (No. 40) sieve fraction, stated in 3.2.2 of AASHTO M147,
shall not apply.
The requirements for the Los Angeles wear test (AASHTO T96 and ASTM C535) shall not apply
to Class 1, 2, and 3. Aggregates for bases shall meet the grading requirements of Table 703-2
for the class specified for the project, unless otherwise specified.
The liquid limit shall be as shown in Table 703-2 and the plasticity index shall not exceed six
when the aggregate is tested per AASHTO T89 and T90 respectively.
Table 703-2 — Classification for Aggregate Base Course (Mass Percent Passing
Square Mesh Sieves
Sieve Size
Class 1
Class 2
Class 3
Class 4
Class 5
Class 6
Class
7
Surface
Gravel
150 mm (6")
100
100 mm (4")
100
75 mm (3")
95-100
60 mm (2'/2")
100
50 mm (2")
95-100
100
37.5 mm (1'/2")
90-100
100
100
25.4 mm (1")
95-100
100
100
90-100
19 mm (3/4")
50-90
95-100
12.5 mm (1/2")
55-80
4.75 mm (#4)
30-65
30-50
30-70
30-65
45-65
2.36 mm (#8)
25-55
20-85
33-53
42 mm (#40)
15-35
75 mm (#200)
3-15
3-15
20 max
3-12
3-15
3-12
5-15
4-15
Plasticity
Index
16 Max.
16 Max.
16 Max.
16 Max.
16 Max.
16 Max.
I6 Max.
I 4-12
LA Wear Test
(T96)
I
I
I
I
I50 Max.
I50 Max.
I
140 Max.
1115
Table Notes:
Class 3 material shall consist of bank or pit run material.
Class 1, 2, and 3 shall have a liquid limit not greater than 35.
Class 4, 5, 6, and 7 shall have a liquid limit not greater than 30.
Aggregate Base Coarse (RAP) shall be 100 percent reclaimed asphalt pavement material
conforming to the requirements of Table 703-3.
Table 703-3 — Classification for Reclaimed Asphalt Pavement Aggregate Base
Course (Mass Percent Passing Square Mesh Sieves
Sieve Size
ABC (RAP)
50 mm (2")
100
25 mm (1")
85-100
19 mm (%")
75-100
12.5 mm ('/2")
55-90
9.5 mm (%")
45-80
4.75 mm (#4)
25-55
1.18 mm (#16)
5-25
75 µm (#200)
0-5
703.04 Aggregates for Hot Mix Asphalt. Aggregates for hot mix asphalt (HMA) shall be of
uniform quality, composed of clean, hard, durable particles of crushed stone, crushed gravel,
natural gravel, or crushed slag. Excess of fine material shall be wasted before crushing. A
percentage of the aggregate retained on the 4.75 mm (No. 4) sieve for Gradings S, SX and SG
— and on the 2.36 mm (No. 8) sieve for Gradings SF and ST — shall have at least two
mechanically induced fractured faces when tested per Colorado Procedure 45. This percentage
will be specified in Table 403-1, as revised for the project in Section 403. The angularity of the
fine aggregate shall be a minimum of 45.0 percent when determined according to AASHTO
T304. Grading SF mixes, when determined by the Engineer, may not require fine aggregate
angularity of 45.0 percent. Aggregate samples representing each aggregate stockpile shall be
non -plastic if the percent of aggregate passing the 2.36 mm (No. 8) sieve is greater than or equal
to 10 percent by weight of the individual aggregate sample. Plasticity will be determined per
AASHTO T90. The material shall not contain clay balls, vegetable matter, or other deleterious
substances.
The aggregate for Gradings ST, S, SX, and SG shall have a percentage of wear of 45 or less
when tested per AASHTO T96.
Aggregates for stone matrix asphalt (SMA) shall be of uniform quality, composed of clean, hard,
durable particles of crushed stone, crushed gravel, or crushed slag. A minimum of 90 percent of
the particles retained on the 4.75 mm (No. 4) sieve shall have at least two mechanically induced
fractured faces when tested per Colorado Procedure 45. The particles passing the 4.75 mm (No.
4) sieve shall be the product of crushing rock larger than 12.5 mm (1/2 inch) and shall be non -
plastic when tested per AASHTO T90.
1116
Table 703-4 — Master Range Table for Hot Mix Asphalt (Percent by Weight Passing
Square Mesh Sieves
Sieve Size
Grading SF
Grading ST
Grading SX
Grading S
Grading SG
37.5 mm (1'/2")
100
25.0 mm (1")
100
90 - 100
19.0 mm (%")
100
90 - 100
12.5 mm ('/2")
100
90 - 100
9.5 mm (%")
100
90 - 100
4.75 mm (#4)
90 - 100
2.36 mm (#8)
28 - 58
28 - 58
23 - 49
19 - 45
1.18 mm (#16)
30 - 54
600 mm (#30)
300 mm (#50)
150 mm (#100)
75 mm(#200)
2-12
2-10
2-10
2-8
1-7
Table Notes:
* These additional Form 43 Specification Screens will initially be established using values from
the As Used Gradation shown on the Design Mix.
Additionally, each source of aggregate for SMA shall meet the following requirements:
(1) No more than 30 percent when tested per AASHTO T96 Resistance to Degradation of
Small -Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.
(2) No more than 12 percent when tested per AASHTO T104 Soundness of Aggregate by Use
of Sodium Sulfate.
Table 703-5 — Master Range Table for Stone Matrix Asphalt (Percent by Weight
Passing Square Mesh Sieves
Sieve Size
4.75 mm (#4)
nominal
9.5 mm (3/8")
nominal
12.5 mm (1/2")
nominal
19.0 mm (3/4")
nominal
25 mm (1")
100
19.0 mm (%")
100
90-100
12.5 mm ('/2")
100
100
90-100
50-88
9.5 mm (3/8")
100
90-100
50-80
25-60
4.75 mm (#4)
90-100
26-60
20-35
20-28
2.36 mm (#8)
28-65
20-28
16-24
16-24
1.18mm (#16)
22-36
600 µm (#30)
18-28
12-18
12-18
12-18
300 µm (#50)
15-22
10-15
150 µm (#100)
75 µm (#200)
12-15
8-12
8-11
8-11
1117
The aggregates for hot mix asphalt (HMA) and stone matrix asphalt (SMA) shall meet the
requirements of Table 703-6 when tested per CP-L 4211 Resistance of Coarse Aggregate
to Degradation by Abrasion in the Micro-Deval Apparatus. The Contractor shall be
assessed a price reduction of $1,000 for each production sample of the combined
aggregate with a value greater than 20 according to CP-L 4211.
Table 703-6 — Aaareaate Dearadation by Abrasion in the Micro-Deval CP-L 4211
Not to exceed
Combined Aggregate (Mix Design)
18
Combined Aggregate (1/10,000 tons, or fraction thereof during production)
20
703.05 Aggregate for Cover Coat Material. Aggregates for cover coat material shall be
crushed stone, crushed slag, crushed gravel, or natural gravel. Aggregates shall be composed
of clean, tough, durable fragments free from an excess of flat, elongated, soft, or disintegrated
pieces and free from fragments coated with dirt or other objectionable matter. Slag shall be air-
cooled blast -furnace slag reasonably uniform in density.
The aggregate shall conform to the following requirements:
(1) The percentage of wear, Los Angeles Abrasion Test (AASHTO T96), shall not be more
than 35.
(2) The maximum amount of flat and elongated aggregate with a ratio of 3:1 shall not exceed
12 percent as determined by ASTM D4791.
(3)
When blast -furnace slag is used, the weight per cubic foot shall be at least 70 pounds.
(4) For Type I, II, or IV cover coat material, 90 percent by weight of the particles retained on
the 4.75 mm (No. 4) sieve shall have at least two fractured faces when tested per Colorado
Procedure 45.
(5)
Lightweight aggregate used for cover coat material shall be an aggregate prepared by
expanding shale, clay, or slate in a rotary fired kiln. Lightweight aggregate shall have a dry
loose unit weight of 35 to 55 pounds per cubic foot determined per AASHTO T19, Shoveling
Procedure. The total mass of the test sample of lightweight aggregate used in AASHTO
T96 (Los Angles Abrasion) shall be 2,000 g.
Table 703-7 — Gradation Specifications for Cover Coat Aggregate (Percent by
Weight Passing Sauare Mesh Sieves
Sieve Size
9.5 mm (3/8") Type 1
12.5 mm ('/2") Type II
19.0 mm (%")* Type IV
19.0 mm (%")
100
12.5 mm ('/2")
100
95-100
9.5 mm (3/8")
100
70-100
60-80
4.75 mm (#4)
0-15
0-4
0-10
75 µm (#200)
0-1.5
0-1.5
0-1.5
Table Notes: * Type IV shall be used only with lightweight aggregates.
1118
703.06 Mineral Filler. Mineral filler shall conform to the requirements of AASHTO M17 and shall
consist of rock dust, slag dust, hydrated lime, hydraulic cement, fly ash, or other suitable mineral
matter. It shall be free of organic impurities and agglomerations. When used, it shall be dry
enough to flow freely.
Mineral filler shall be graded within the following limits:
Table 703-8 — Mineral Filler Gradation
Sieve Size
Mass Percent Passing
600 µm (No. 30)
100
300 µm (No. 50)
95-100
75 µm (No. 200)
70-100
Mineral filler shall have a plasticity index not greater than four excluding hydrated lime and
hydraulic cement.
If mineral filler other than limestone dust is used in stone matrix asphalt (SMA) it shall consist of
mineral matter that meets the requirements of Tables 703-8, 703-9 and the following:
(1) Alternative mineral filler shall consist of finely divided mineral matter such as rock dust, slag
dust, fly ash, loess, or other suitable mineral matter. Calcium oxide content of any mineral
filler shall not exceed 22 percent.
(2) Alternative mineral filler test data shall be provided as part of the SMA mix design submittal
and as required in Table 703-9 during production.
(3)
The Contractor shall sample and test alternative mineral filler at the frequencies listed in
Table 703-9. Production will be suspended if alternative mineral filler test results fail to meet
requirements. The Contractor shall submit written plans to correct the mineral filler
operation to the Engineer for approval before commencing paving.
703.07 Bed Course Material.
(a) Bed course material for sidewalks, curbing, and bikeways shall consist of cinders, sand,
slag, gravel, crushed stone, or other approved material of such gradation that all particles
shall pass through a sieve having 19.0 mm (3/4 inch) square openings.
1119
Table 703-9 — Required Testing for Alternative SMA Mineral Fillers
Type of Test
Contractor Testing
Frequency
Specification
Limit
Remarks
Plasticity Index AASHTO T90
One per 10,000 tons of
SMA placed
4% Maximum
Hydrometer Analysis AASHTO T88
One at Mix Design
submittal
Report
Gradation AASHTO T37
One per 10,000 tons of
SMA placed♦
Table 703-9
Calcium Oxide Content ASTM C25
One at Mix Design
submittal
22%
Maximum
Modified Rigden Voids — NAPA
Publication IS -101
One per 10,000 tons of
SMA placed♦
Shall not exceed
50
Table Notes:
♦ The minimum frequency shall be twice per project
♦ Sampling of alternative mineral fillers shall be at the point of introduction to the SMA and a
split sample shall be submitted to the Engineer.
Table 703-10 — Alternative SMA Mineral Gradation (AASHTO M17/ASTM D242-95
Sieve
Percent Passing
600 µm (#30)
100
300 µm (#50)
95 - 100
75 µm (#200)
70 - 100
(b) Bed course material for slope protection, or riprap filter blanket shall be a porous, free
draining material consisting of sand, gravel, cinders, slag, crushed stone, or other approved
free draining material. This material shall meet the following gradation requirements:
Table 703-11 — Bed Course Material Gradation
Sieve Size
Mass Percent Passing Square Mesh Sieves
75 mm (3 inch)
100
4.75 mm (No. 4)
20-65
75 µm (No. 200)
0-10
703.08 Structure Backfill Material.
(a) Class 1 structure backfill shall meet the following gradation requirements:
Table 703-12 - Structure Backfill Material Class 1 Gradation
Sieve Size
Mass Percent Passing Square Mesh Sieves
50 mm (2 inch)
100
4.75 mm (No. 4)
30-100
300 µm (No. 50)
10-60
75 µm (No. 200)
5-20
1120
In addition, this material shall have a liquid limit not exceeding 35 and a plasticity index of
not over six when determined in conformity with AASHTO T89 and T90 respectively.
(b) Class 2 structure backfill shall be composed of suitable materials developed on the project.
To be suitable for use under this classification, backfill shall be free of frozen lumps, wood,
or other organic material. If the material contains rock fragments that, in the opinion of the
Engineer, will be injurious to the structure, the native material shall not be used for
backfilling and the Contractor shall furnish Class 1 structure backfill material at the contract
unit price. If contract unit price does not exist for Class 1 structure backfill, it will be paid for
per subsection 104.03.
(c) Class 3 structure backfill shall be a sandy gravel and meet the following gradation:
Table 703-13 — Structure Backfill Material Class 3 Gradation
Sieve Size
Mass Percent Passing Square Mesh Sieves
9.5 mm (3/8 inch)
90-100
4.75 mm (No. 4)
45-80
0.075 mm (No. 200)
5-12
703.09 Filter Material. Filter material shall consist of free draining sand, gravel, slag, or crushed
stone. The grading requirements are set forth in Table 703-14.
Table 703-14 — Gradation Specifications for Filter Material (Mass Percent Passing
Square Mesh Sieves
Sieve Size
Class A
Class B
Class C
75 mm (3")
100
37.5 mm (1'/2")
100
19.0 mm (%")
20-90
100
4.75 mm (No. 4)
0-20
20-60
60-100
1.18 pm (No. 16)
10-30
300 pm (No. 50)
0-10
10-30
150 pm (No. 100)
0-10
75 pm (No. 200)
0-3
0-3
0-3
703.10 Aggregate for Median Cover. Aggregate for median cover shall consist of clean
crushed stone, crushed gravel, or natural gravel. The percentage of wear, when tested per
AASHTO T96, shall not be more than 70. The grading requirements shall be as follows:
Table 703-15 — Gradation Specifications for Median Cover Aaareaate
Sieve Size
Mass Percent Passing Square Mesh Sieves
63 mm (2 1/2 inch)
100
50 mm (No. 200)
95-100
19 mm (3/4 inch)
0-15
1121
Section 704 — Masonry Units
704.01 Clay or Shale Brick. Brick shall conform to the requirements of one of the following
specifications:
(1) Sewer and Manhole Brick-AASHTO M91.
(2) Building Brick-AASHTO M114.
704.02 Concrete Brick. Concrete brick shall conform to the requirements of ASTM C55.
704.03 Concrete Masonry Blocks. Concrete masonry blocks may be rectangular or segmented
and, when specified, shall have ends shaped to provide interlock at vertical joints. The blocks
shall conform to the requirements of ASTM C139, or, for hollow blocks, to ASTM C90.
Dimensions and tolerances shall conform to the above applicable requirements or those
specified on the plans.
704.04 Masonry Mortar. Masonry mortar shall be Type S conforming to ASTM C270.
1122
Section 705 — Joint, Waterproofing, and Bearing Material
705.01 Joint Fillers.
(a) Joint Sealant with Backer Rod. The joint sealant material shall be an approved ASTM
D5893 silicone sealant or ASTM D6690 Type II hot applied sealant on the CDOT Approved
Products List. The materials shall be stored and applied per manufacturer's
recommendations, but they shall not be exposed to ambient temperatures in excess of 125
°F or stored in direct sunlight. The backer rod placed before joint sealant shall be an
approved ASTM D5249 backer rod compatible with the joint sealant material chosen by the
Contractor.
(b) Preformed Joint Fillers. Preformed fillers for joints shall conform to the requirements of
AASHTO M213 and shall be punched to admit the dowels where called for on the plans.
The filler for each joint shall be furnished in a single piece for the full depth and thickness
required for the joint unless otherwise authorized by the Engineer. When the use of more
than one piece is authorized for a joint, the abutting ends shall be fastened securely, and
held accurately to shape, by stapling or other positive fastening satisfactory to the Engineer.
705.02 Watertight Joint Systems. Watertight joint systems for plastic pipe shall conform to the
requirements of ASTM D3212.
705.03 Gaskets. Rubber gasketed joints shall conform to the requirements of ASTM C443 and
shall be flexible and able to withstand expansion, contraction, and settlement.
All rubber gaskets shall be stored in as cool a place as practicable, preferably at 70 °F or less.
Rubber gaskets shall not be exposed to the direct rays of the sun for more than 72 hours.
Rubber gaskets, of the type requiring lubrication, shall be lubricated with the lubricant
recommended and supplied by the manufacturer of the pipe.
705.04 Pipe Joint Sealing Compounds. Joint sealing compounds for concrete pipe shall
conform to the requirements of AASHTO M198.
Joint sealants for metal pipe shall conform to the pipe manufacturer's recommendations.
705.05 Compression Ring. Compression ring jointing connections for clay pipe, made of
resilient material, shall conform to the requirements of ASTM C425.
705.06 Bearing Materials.
(a) Elastomeric Bearing Pads. Laminates shall be rolled mild steel sheets conforming to
AASHTO M270 Grade 36 unless otherwise specified.
A Durometer hardness of 60 shall be used unless otherwise shown on the plans.
1123
The elastomer portion of the elastomeric compound shall be 100 percent virgin natural
polyisoprene (natural rubber) or 100 percent virgin chloroprene (neoprene) and shall be at
least 60 percent by volume of the total compound.
Table 705-1 — Polyisoprene (Natural Rubber) Elastomer
Specimen Properties
ASTM Test
Procedure
50 Duro
60
Duro
70
Duro
Hardness
D2240
50 ± 5
60 ± 5
70 ± 5
Tensile Strength, MPa Minimum (psi).
D412
15.5
(2250)
15.5
(2250)
15.5
(2250)
Ultimate Elongation, % Minimum
D412
450
400
300
Heat Resistance, 70 Hr./70 °C (158 °F)
Change in Durometer Hardness, Maximum
Points
+10
+10
+10
Change in Tensile Strength, % Maximum
D573
-25
-25
-25
Change in Ultimate Elongation, % Maximum
D573
-25
-25
-25
Compression Set
Maximum, 22 Hr./70 °C (158 °F)
D395 Method B
25
25
25
Ozone Resistance, 20°/0 Strain
25 ppm Ozone in Air by Volume 38 ± 1 °C
(100 ± 2 °F)/48 Hr. Mounting Procedure
ASTM D518, Procedure A
D1149
No
Cracks
No
Cracks
No
Cracks
Adhesion
Bond Made during Vulcanization, N per mm
(Lb. per Inch)
D429, B
7 (40)
7 (40)
7 (40)
Low Temperature Brittleness:
Grade 3 at -40 °C (-40 °F)
Grade 4 at -48 °C (-55 °F)
Grade 5 at -57 °C (-70 °F)
D746 Procedure B
No
Failure
No
Failure
No
Failure
Instantaneous Thermal Stiffening:
Grade 3 at -40 °C (-40 °F)
Grade 4 at -46 °C (-50 °F)
Grade 5 at -54 °C (-65 °F)
D1043 1
3
Low Temperature Crystallization:
Grade 3, 14 Days at -26 °C (-15 °F)
Grade 4, 21 Days at -37 °C (-35 °F)
Grade 5, 28 Days at -37 °C (-35 °F)
D4014 Quad
Shear Test as
described in
Annex A2
3
2
3
2
3
Table Notes:
1 Stiffness at test temperature shall not exceed 4 times the stiffness measured at 23 °C (73 °F).
2 Stiffness at test time and temperature shall not exceed 4 times the stiffness measured at 23
°C (73 °F) with no time delay. The stiffness shall be measured with a quad shear test rig in an
enclosed freezer unit. The test specimens shall be taken from a randomly selected bearing.
A ± 25° strain cycle shall be used, and a complete cycle of strain shall be applied with a period
of 100 seconds. The first % cycle of strain shall be discarded and the stiffness shall be
determined by the slope of the force deflection curve for the next 1/2 cycle of loading.
1124
3
ASTM D1043 refers to the "Modulus of Rigidity" while ASTM D4014 refers to the "Shear
Modulus Stiffness". The word "stiffness" is used to describe both terms.
(b) Sheet Lead. Sheet lead shall conform to the requirements of ASTM B29 for common
desilverized lead.
Table 705-2 — Chloroprene (Neoprene) Elastomer
Specimen Properties
ASTM Test
Procedure
50 Duro
60 Duro
70 Duro
Hardness
D240
50 ± 5
60 ± 5
70 ± 5
Tensile Strength, MPa Minimum (psi).
D412
17.2
(2500)
17.2
(2500)
17.2
(2500)
Ultimate Elongation, % Minimum
D412
400
350
300
Heat Resistance, 70 Hr./ 70 °C (158 °F)
Change in Durometer Hardness,
Maximum Points
+15
+15
+15
Change in Tensile Strength, % Maximum
D573
-15
-15
-15
Change in Ultimate Elongation, %
Maximum
D573
-40
-40
-40
Compression Set
Maximum, 22 Hr./100 °C (21 °F)
D395 Method B
35
35
35
Ozone Resistance, 20°/0 Strain
100 ppm Ozone in Air by Volume 38 ±
°C (100 ± 2 °F)/ 100 Hr. Mounting
Procedure ASTM D518,
Procedure A
D1149
No Cracks
No Cracks
No Cracks
Adhesion
Bond Made during Vulcanization, N per
mm (Lb. per Inch)
D429, B
7 (40)
7 (40)
7 (40)
Low Temperature Brittleness:
Grade 3 at -40 °C (-40 °F)
Grade 4 at -48 °C (-55 °F)
Grade 5 at -57 °C (-70 °F)
D746 Procedure B
No Failure
No Failure
No Failure
Instantaneous Thermal Stiffening:
Grade 3 at -40 °C (-40 °F)
Grade 4 at -46 °C (-50 °F)
Grade 5 at -54 °C (-65 °F)
D1043 1
3
Low Temperature Crystallization:
Grade 3, 14 Days at -26 °C (-15 °F)
Grade 4, 21 Days at -37 °C (-35 °F)
Grade 5, 28 Days at -37 °C (-35 °F)
D4014 Quad Shear
Test as described
in Annex A
2
3
2
3
2
3
Table Notes:
1 Stiffness at test temperature shall not exceed 4 times the stiffness measured at 23 °C (73
°F)
2 Stiffness at test time and temperature shall not exceed 4 times the stiffness measured at 23
°C (73 °F) with no time delay. The stiffness shall be measured with a quad shear test rig in
1125
an enclosed freezer unit. The test specimens shall be taken from a randomly selected
bearing. A ± 25° strain cycle shall be used, and a complete cycle of strain shall be applied
with a period of 100 seconds. The first 3/4 cycle of strain shall be discarded and the stiffness
shall be determined by the slope of the force deflection curve for the next 1/2 cycle of loading.
3 ASTM D1043 refers to the "Modulus of Rigidity" while ASTM D4014 refers to the "Shear
Modulus Stiffness". The word "stiffness" is used to describe both terms.
(c) Polytetrafluoroethylene (PTFE) Sheets. PTFE resin shall be virgin material conforming to
the requirements of ASTM D 4894 or D4895. The specific gravity shall be 2.13 to 2.19 and
the melting point shall be 623 °F ± 2 °F.
Filler material shall be milled glass fibers, carbon, or other approved inert filler materials.
Finished unfilled PTFE sheet shall be made from PTFE resin and shall conform to the
following requirements:
Tensile strength (minimum) ASTM D4894 or D4895: 2,800 psi
Elongation (minimum) ASTM D4894 or D4895: 200 percent
Filled PTFE sheet shall be made from PTFE resin uniformly blended with inert filler material.
Finished filled PTFE sheet containing glass fiber or carbon shall conform to the following
requirements:
Table 705-3 — Finished Filled PTFE Requirements
Mechanical
ASTM Method
15`)/0 Glass Fiber
25`)/0 Carbon
Tensile Strength (min.)
D4894 or D4895
2,000 psi
1,300 psi
Elongation (min.)
D4894 or D4895
150%
75%
Physical
ASTM Method
15`)/0 Glass Fiber
25`)/0 Carbon
Specific Gravity (min.)
D4894 or D4895
2.20
2.10
Melting Point
D4894 or D4895
621 °F ± 18 °F
621 °F ± 18 °F
The maximum coefficient of friction for the PTFE shall be as follows:
Table 705-4 — PTFE Maximum Coefficient of Friction
Bearing Pressure
500 psi
2,000 psi
3,000 psi
Unfilled PTFE
0.08
0.06
0.04
Filled PTFE
0.12
0.10
0.08
The average bearing pressure on the PTFE sliding surface due to all loads shall not exceed:
Table 705-5 — PTFE Maximum Average Bearing Pressure on Sliding Surface
Type II Bearing Device Unfilled and Filled PTFE
2,000 psi
Type III Bearing Device Filled PTFE
3,500 psi
Unfilled PTFE (Recessed)
3,500 psi
Unfilled PTFE (Not Recessed)
2,000 psi
1126
The edge load pressure due to all loads and rotations shall not exceed:
Unfilled and filled PTFE (Type II and III Bearing Device): 5,000 psi.
(d) Stainless Steel Sheets. The stainless steel sheet shall be 16 -gage minimum thickness and
shall conform to ASTM A240, Type 304.
(e) Adhesive Material. Adhesive material shall be an epoxy resin meeting the requirements of
Federal Specification MMM- A-134, FEP film or approved equal.
(f) Certification and Testing. The Contractor shall furnish a manufacturer's certification that the
material proposed for use on the project meets the requirements set forth in the tables
above. The Department also reserves the right to test random samples of full size bearings
proposed for use on the project. The following values shall be met under laboratory testing
of full size bearings.
(1) Compressive strain of any layer of an elastomeric bearing shall not exceed 7 percent
at 800 -psi average unit pressure, or at the design dead load plus live load pressure
when so shown on the plans.
(2) The shear resistance of the bearing shall not exceed 30 psi for 50 durometer, 40 psi
for 60 durometer, or 50 psi for 70 durometer, polyisoprene compounds, nor 50 psi for
50 durometer, 75 psi for 60 durometer, or 110 psi for 70 durometer, chloroprene
compounds. Shear resistance shall be measured at 25 percent strain of the total
effective rubber thickness after an extended four -day ambient temperature of -20 °F.
Components of nominal hardness between values shown may be used and test
requirements interpolated. When test specimens are cut from the finished product a 10
percent variation in "physical properties" will be permitted.
(g)
Tolerances. Flash tolerance, finish and appearance shall meet the requirements of the
latest edition of the Rubber Handbook as published by the Rubber Manufacturers
Association, Inc., RMA F3 and T.063 for molded bearings and RMA F2 for extruded
bearings.
For both plain and laminated bearings, the permissible variation from the dimensions and
configuration required by the plans and these specifications shall be as follows:
1127
Table 705-6 — Dimensional Tolerances for Bearings
Overall Vertical Dimensions:
Average Total Thickness 1 1/4 inches or less
Average Total Thickness over 1 1/4 inches
-0, +1/8 inch
-0, +1/4 inch
Overall Horizontal Dimension:
36 inches and less
Over 36 inches
-0, +1/4 inch
-0, +1/2 inch
Thickness of Individual Layers of:
Elastomer (Laminated Bearings Only)
±1/8 inch
Variation from a Plane parallel to the Theoretical Surface (as
determined by measurements at the edges of the bearings):
Top
Sides
Individual Non -Elastic Laminates
±1/8 inch
±1/4 inch
±1/8 inch
Position of Exposed Connection Members:
±1/8 inch
Edge Cover of Embedded Laminates or Connection Members:
-0, +1/8 inch
Size of Holes, Slots, or Inserts:
±1/8 inch
Position of Holes, Slots, or Inserts
±1/8 inch
705.07 Protective Covering for Bridge Deck Waterproofing Membrane. The protective
covering shall be composed of one or more layers of felt thoroughly bonded together and
saturated with asphalt. Both exposed sides shall be asphalt -coated. The density shall be 55
pounds per 100 square feet. The surfaces shall be coated with suitable mineral matter to prevent
the material from sticking to itself.
The covering may be furnished in either rolls or sheets.
The covering shall be free of visible external defects, such as holes, ragged or untrue edges,
breaks, cracks, tears, protuberances, and indentations.
The covering furnished in rolls shall not crack nor be so sticky as to cause material damage upon
being unrolled at atmospheric temperatures as low as 50 °F.
The covering shall conform to the following requirements when tested per Colorado Procedure
L-2202:
Table 705-7 — Protective Covering Requirements for Bridge Deck Waterproofing
Membrane
Property Determined
Specification
Width
Min. 35'/2", Max. 60'/2"
Pliability at 25 °C (77 °F)
At least 4 of 5 strips shall not crack when bent 90° over a
rounded corner of 13 mm ('/2") radius.
Behavior on heating to 80 °C (176
°F)
Max. 1.5 percent volatile loss. No flowing, sagging or
blistering.
Weight per square foot
0.5 Ibs
1128
Protective covering may be conditionally accepted in the field based on visual inspection for
appearance, workmanship, and weight per square foot of a representative specimen.
705.08 Prefabricated, Reinforced Membrane and Primer. The membrane shall be a factory -
laminated sheet composed of either rubberized asphalt, bituminous mastic, or similar
compounds reinforced with synthetic or fiberglass fabric. It shall be uniformly manufactured free
from blemishes, discontinuities, and other defects. The membrane shall be supplied in rolls,
having a minimum width of 30 inches and shall conform to the following requirements:
Table 705-8 — Prefabricated, Reinforced Membrane Requirements
Property Determined
Test Procedure
Specification
Thickness
70 mils minimum
Pliability
CP L-2203
No cracks
The primer used to bond membrane to the deck and to seal seams and patches shall be a water
resistant adhesive compatible with the membrane. The primer shall be of suitable consistency
for application by brush, roller, or spray without further dilution.
705.09 Single Component, Hot Applied, Elastomeric Membrane. The membrane shall be
capable of being sprayed or spread to a uniform thickness at the application temperature
recommended by the manufacturer. After cooling, it shall form a tough resilient membrane, well
bonded to the concrete surface and shall conform to the requirement of ASTM D6690 Type 2,
except that blocks for the bond test shall be prepared per CP-L 4101.
The sealant shall be listed in CDOT's Approved Products List before use.
705.10 Waterstop. Neoprene waterstop shall be made of suitable synthetic rubber. Neoprene
waterstop shall conform to the applicable requirements designated in the latest edition of the
Corp of Engineers Specifications for Rubber Waterstops CRD- C513.
Plastic waterstop shall be made of polyvinyl chloride (PVC) plastic. Plastic waterstop shall
conform to the requirements designated in the latest edition of the Corp of Engineers
Specifications for Polyvinyl chloride Waterstops CRD-0572.
1129
Section 706 — Concrete and Clay Pipe
706.01 Nonreinforced Concrete Pipe. This pipe shall conform to the requirements of AASHTO
M86 for the specified diameters and strength classes.
Pipe shall be obtained from a manufacturer that is a current plant quality certified member of the
American Concrete Pipe Association (ACPA), meeting all current ACPA requirements for this
certification.
A copy of the ACPA certification shall be submitted to the Engineer before delivery of the pipe.
706.02 Reinforced Concrete Pipe. This pipe shall conform to the requirements of AASHTO
M170 for the specified diameters and strength classes. Unless otherwise specified, pipe wall
design and use of elliptical reinforcement in circular pipe are optional. Reinforced concrete pipe
being jacked shall be Class V and shall be furnished with grouting nipples spaced not more than
eight feet apart. Joints for this pipe shall come equipped with steel rings and rubber gaskets
conforming to ASTM C361.
Elliptical pipe conforming to AASHTO M207 shall be furnished when required on the plans. Arch
pipe conforming to AASHTO M206 shall be furnished when required on the plans.
Precast reinforced concrete end sections shall have one of the following:
(1) At least one line of reinforcement conforming to the requirements of AASHTO M170
equivalent to the square inches per linear foot for elliptical reinforcement in circular pipe,
Class II, Wall B, or
(2) Macro fiber at 5.0 Ibs/cy.
Pipe shall be obtained from a manufacturer that is a current plant quality certified member of the
American Concrete Pipe Association (ACPA), meeting all current ACPA requirements for this
certification.
A copy of the ACPA certification shall be submitted to the Engineer before delivery of the pipe.
706.03 Perforated Concrete Pipe. This pipe shall conform to the requirements of AASHTO
M75 for the specified diameters and strength classes. Unless otherwise specified, perforations
shall be Type 1.
Pipe shall be obtained from a manufacturer that is a current plant quality certified member of the
American Concrete Pipe Association (ACPA), meeting all current ACPA requirements for this
certification.
A copy of the ACPA certification shall be submitted to the Engineer before delivery of the pipe.
1130
706.04 Drain Tile. This pipe shall conform to the requirements of AASHTO M178 or M179 for
the specified material, diameters and quality classes.
706.05 Porous Concrete Pipe. This pipe shall conform to the requirements of AASHTO M176
for the specified diameters.
Pipe shall be obtained from a manufacturer that is a current plant quality certified member of the
American Concrete Pipe Association (ACPA), meeting all current ACPA requirements for this
certification.
A copy of the ACPA certification shall be submitted to the Engineer before delivery of the pipe.
706.06 Vitrified Clay Pipe. This pipe shall conform to the requirements of AASHTO M65 for the
specified diameter and strength class.
706.07 Coated Concrete Pipe. This pipe may be reinforced or nonreinforced per the
requirements shown on the plans for the designated diameters and strength classes, and in
addition, shall be coated with asphalt mastic conforming to the requirements of AASHTO M243.
Asphalt mastic shall be uniformly applied in two coats by spray or brush to the entire designated
surface to be coated, to a total thickness of 50 mils. Asphalt mastic may also be applied by trowel
in one coat provided the required thickness is obtained. The first coat shall be dry to touch before
the second coat is applied. The second coat shall be dry to touch before any handling or
backfilling operations.
The finished coat shall cover the surface to be protected evenly, without running, and without
any visible holidays, bubbles, or bare spots.
1131
Section 707 — Metal Pipe
707.01 Ductile Iron Pipe. This pipe shall conform to the requirements of ASTM A716 for the
specified diameters and strength classes. Unless otherwise specified either smooth, corrugated
or ribbed pipe may be furnished.
707.02 Corrugated Steel Pipe and Pipe Arches. These conduits and coupling bands shall
conform to the requirements of AASHTO M36, except for the following:
Sawed ends and butt -welded joints will be permitted for pipe with helical corrugations formed
with continuous lock or welded seams provided all burrs are removed from sawed ends and
provided the welds are acceptable.
Pipe fabricated with resistance spot welds shall also conform to the following additional
requirement: Where double welding is necessary, adjacent welds shall not be closer than two
spot-weld nugget diameters from center to center.
Shop formed elliptical pipe shall be furnished where specified. Field elongation will be accepted
as an alternate to shop elongation when done in a neat workmanlike manner.
Special fittings and elbows for these conduits shall be the same metal thickness as the conduit
to which they are joined and shall conform to the applicable requirements of AASHTO M36.
Semicircular corrugated steel pipe for encasement, along with required fastening devices, shall
conform to the requirements of this subsection and the requirements of Military Specification
MIL -P-236, Type I or II, Class 1.
Coupling bands shall conform to the requirements of AASHTO M36 with the following
exceptions:
(1) The use of channel bands as described in 9.1 of AASHTO M36 will not be allowed.
(2) Connecting bands shall be at least 10 1/2 inches wide.
707.03 Bituminous Coated Corrugated Steel Pipe and Pipe Arches. Conduit, fittings, elbows,
end sections and coupling bands shall be fully coated with bituminous material conforming to
the requirements of AASHTO M190, Type A coating or materials conforming to the requirements
of AASHTO M243, except that the use of tar base material will not be permitted. Coatings shall
be shop applied. The finished coat shall uniformly cover the surface to be protected. The coating
shall not contain any visible holidays, bubbles or bare spots. Minimum thickness shall be 1.3
mm (50 mils) measured on the crest of the corrugations.
In complying with AASHTO M190, each section shall be given a double dip application. In the
first immersion, the section shall remain submerged until the metal has reached a temperature
that will allow the hot bituminous material to penetrate and seal each joint.
1132
Other coatings meeting the requirements of AASHTO M190 or M243 will be acceptable upon
written approval by the Engineer.
Materials meeting the requirements of AASHTO M243 shall be uniformly applied by spray,
trowel, or brush to the entire designated surface to be coated, to a minimum thickness of 1.3
mm (50 mils). The coating shall be dry to the touch before any handling or backfilling operations.
Special fittings and elbows for conduits shall be of the same gage as the conduit to which they
are joined.
When aramid fiber bonded corrugated steel pipe is specified the pipe shall conform to ASTM
A885 and the bituminous coating shall conform to the requirements of AASHTO M190, Type A.
707.04 Corrugated Steel Pipe for Underdrains. This pipe shall conform to the requirements
of AASHTO M36, Type I, except that all reference to "sleeve type coupler" or "coupling" as
described in 9.1 and 9.2 shall be disregarded. Sleeve type couplers or couplings will not be
permitted.
Perforated pipe shall have Class 1 perforations.
707.05 Bituminous Coated Corrugated Steel Pipe for Underdrains. This pipe shall conform
to the requirements of AASHTO M36, Type I.
Perforated pipe shall have Class 1 perforations.
Underdrain, fittings, elbows, end sections, and coupling bands shall be fully coated with
bituminous material conforming to the requirements of AASHTO M190, Type A coating or
materials conforming to the requirements of AASHTO M243, except that the use of tar base
material will not be permitted. Coatings shall be shop applied. The finished coat shall uniformly
cover the surface to be protected. The coating shall not contain any visible holidays, bubbles or
bare spots. Minimum thickness shall be 1.3 mm (50 mils) measured on the crest of the
corrugations.
In complying with AASHTO M190, each section shall be given a double dip application. In the
first immersion, the section shall remain submerged until the metal has reached a temperature
that will allow the hot bituminous material to penetrate and seal each joint.
Other coatings meeting the requirements of AASHTO M190 or M243 will be acceptable upon
written approval by the Engineer.
Materials meeting the requirements of AASHTO M243 shall be uniformly applied by spray,
trowel, or brush to the entire designated surface to be coated, to a minimum thickness of 1.3
mm (50 mils). The coating shall be dry to the touch before any handling or backfilling operations.
Special fittings and elbows for underdrains shall be of the same gage as the conduit to which
they are joined.
1133
The specified minimum size of perforations shall apply after coating.
707.06 Corrugated Aluminum Pipe. This pipe and coupling bands shall conform to the
requirements of AASHTO M196, Type 1 pipe.
707.07 Corrugated Aluminum Pipe for Underdrains. This pipe shall conform to the
requirements of AASHTO M196 Non -perforated pipe shall be Type 1. Perforated pipe shall be
Type III, with Class I perforations.
707.08 Extensions. Connecting bands and extensions to existing culverts shall be of the same
type of metal or alloy, unless otherwise shown on the plans.
707.09 Repair of Damaged Coating. Units on which the spelter coating has been damaged
shall be either regalvanized as provided under AASHTO M36 or painted with one full brush coat
of a zinc rich paint meeting Military Specification DOD- P -21035A, or by other approved process
on properly cleaned surface, as determined by the Engineer.
Bituminous coated material that has been damaged shall be repaired with field -applied asphalt
mastic conforming to AASHTO M243. Other coating material may be used when approved by
the Engineer.
707.10 Polymer Precoated Corrugated Steel Pipe. Polymer precoated corrugated steel pipe
shall conform to the requirements of AASHTO M245.
707.11 Aluminized Corrugated Steel Pipe Type 2. Aluminized Corrugated Steel Pipe Type 2
shall conform to the requirements of AASHTO M274.
1134
Section 708 — Paints
708.01 General. This specification covers ready -mixed paints and coatings. Paints and coatings
shall be manufactured eight weeks or less before delivery to the project. Each paint container
shall be labeled with the name and address of the manufacturer, trade name or trademark, type
of paint, number of gallons, batch number, and date of manufacture.
Paints shall be free of foreign material that is capable of clogging screens, valves, pumps, and
other parts of the application equipment. Paint shall not contain the following:
(1) Benzene.
(2) Chlorinated solvents.
(3) Ethylene glycol ethers.
(4) Ethylene glycol acetates.
(5) Lead.
(6) Mercury.
(7) Chromium.
(8) Cadmium.
(9) Petroleum products.
The Contractor shall obtain certification in writing from the manufacturer showing that the product
is free of the materials described above and that it meets or exceeds the requirements of 29
CFR 1910.1200.
Paints shall not form a surface skin within 48 hours in three-quarter filled, tightly closed
containers. Paint and coating pigments shall be lead free, and shall not thicken, become
granular, or curdle in their containers.
Volatile Organic Compound (VOC) levels for paints and coatings shall comply with the most
current EPA regulations. All product compositional proportions are specified by weight. Material
Safety Data Sheets and manufacturer's recommended application instruction sheets
representing each paint and coating shall be submitted to the Engineer for the project records
before use.
708.02 List of Paints.
1135
PAINTS
SPECIFICATION
Structural Steel Bridge Paint
Subsection 708.03
White Wood Primer
TT -P-25
Outside White Paint
TT -P-102, Class A
Exterior Black Pain
TT -P-61
Black or White Baking Enamel
TT -E-489, Class B
Federal Yellow Enamel
TT -E-489, Class A
Aluminum Paint
Subsection 708.04
Pavement Marking Paint
Subsection 708.05
708.03 Structural Steel Bridge Paint. All structural steel shall be painted using an Inorganic
Zinc -Rich Polyurethane System.
The primer shall be an approved inorganic zinc -rich primer conforming to the requirements of
Table 1 of the STEEL STRUCTURES PAINTING COUNCIL SPECIFICATION NO. 20 (SSPC-
PAINT 20). The vehicle of this primer shall be SSPC- Paint 20, Type 1-C.
The primer shall be applied according to the manufacturer's recommendations with a minimum
dry film thickness of three mils. The manufacturer shall certify in writing to the Engineer that the
SSPC-SP 6 steel cleaning is compatible with the primer used.
The topcoat shall be an approved high -build polyurethane enamel with a minimum dry film
thickness of three mils. To prevent bubbling, a mist coat shall be applied before application of
the topcoat.
708.04 Aluminum Paint. The paint shall be supplied ready -mixed in the proportion of (ASTM
D962, Type II, Class B) 2 pounds of aluminum paste per 1 gallon of mixing varnish (see
subsection 708.06(c)). Aluminum paint shall dry to touch in '/2 to 4 hours and dry hard in 18
hours' maximum. Material will be inspected for leafing on a vertical primed steel surface at a
spreading rate of 400 square feet per gallon.
708.05 Pavement Marking Materials. All pavement -marking materials shall be selected from
CDOT's Approved Products List (APL). Before start of work, a Certificate of Compliance (COC)
for all pavement marking materials shall be submitted per subsection 106.12.
(a) Color. The pavement marking paint, without drop -on beads, shall meet the following
requirements:
White — Federal Standard No. 595B-17925. The Yellowness Index (YI) of white shall not
exceed 8.0 per ASTM E313 initially. The color after drying shall be a flat white, free from
tint, and shall provide the maximum amount of opacity and visibility under both daylight and
artificial light.
Yellow — Materials for pavement markings shall meet the initial daytime chromaticity that
falls within the box created by the following corner points:
1136
Table 708-1 — Initial Daytime Chromaticity Coordinates (Corner Points
1
2
3
4
x
0.530
0.510
0.455
0.472
y
0.456
0.485
0.444
0.400
(b) Low Temperature Acrylic Waterborne Paint. Low temperature acrylic waterborne paint
binder (nonvolatile portion of vehicle) shall be 100 percent FASTRACK XSR acrylic
polymer, by weight, as determined by infrared analysis or other chemical analysis available
to the Department.
The paint shall meet the requirements of Table 708-2.
(c) High Build Acrylic Waterborne Paint. High build acrylic waterborne paint binder (nonvolatile
portion of vehicle) shall be 100 percent FASTRACK HD 21A acrylic cross -linking polymer,
by weight, as determined by infrared analysis or other chemical analysis available to the
Department.
The paint shall meet the requirements of Table 708-3.
(d) Performance Requirements. The Low Temperature Acrylic Waterborne Paint and High
Build Acrylic Waterborne paint shall be water resistant and shall show no softening or
blistering.
1137
Table 708-2 — Low Temperature Acrylic Waterborne Paint
Property
White
Yellow
Test Method
Nonvolatile portion of vehicle (white
and yellow),
41.0 (min)
41.0 (min)
ASTM D2205
Percent by weight♦
58-62
58-62
ASTM D4451
ASTM D3723
Paint
Titanium Dioxide Content, lb./gal
1.0 (min)
ASTM D5381
Total Non-volatiles, (solids) % by
weight
75.0 (min)
75.0 (min)
FTMS 141C -
Method 4053.1,
ASTM D2369, or
ASTM D4758
Density, lbs./gal
13.3-13.9
13.1-14.0
ASTM D2205
Consistency (Viscosity) White and
Yellow, Krebs-Stormer Units
75-85
75-85
ASTM D562
Freeze Thaw Stability
Shall
complete 5
or more test
cycles
successfully
Shall
complete 5
or more test
cycles
successfully
ASTM D2243
Fineness of Grind, Cleanliness Rating
B, minimum
3
3
ASTM D1210
Scrub Resistance
800
800
ASTM D2486
Directional Reflectance: [15 mil Wet
Film]
88 (min)
50 (min)
ASTM E1347
Dry Opacity (Contrast Ratio): [15 mil
Wet Film]
0.98 (min)
0.98 (min)
ASTM D2805
Table Notes:
♦ Percent by weight shall include percent of organic yellow pigment.
1138
Table 708-3 — Hi Build Acrvlic Waterborne Paint
Property
White
Yellow
Test Method
Nonvolatile portion of vehicle (white and
yellow),
43.0 (min)
43.0 (min)
ASTM D2205
Percent by weight♦
60-62
60-62
ASTM D4451
ASTM D3723
Paint
Titanium Dioxide Content, lb./gal
1.0 (min)
ASTM D5381
Total Non-volatiles, (solids) % by weight
77.0 (min)
77.0 (min)
FTMS 141C -
Method 4053.1,
ASTM D2369, or
ASTM D4758
Density, lbs./gal
14.0-14.6
13.7-14.3
ASTM D2205
Consistency (Viscosity) White and Yellow,
Krebs-Stormer Units
85-95
85-95
ASTM D562
Freeze Thaw Stability
Shall
complete 5
or more test
cycles
successfully
Shall
complete 5
or more test
cycles
successfully
ASTM D2243
Fineness of Grind, Cleanliness Rating B,
minimum
3
3
ASTM D1210
Scrub Resistance
800
800
ASTM D2486
Directional Reflectance: [15 mil Wet Film]
88 (min)
50 (min)
ASTM E1347
Dry Opacity (Contrast Ratio): [15 mil Wet
Film]
0.98 (min)
0.98 (min)
ASTM D2805
Table Notes:
♦ Percent by weight shall include percent of organic yellow pigment.
708.06 Materials - Specifications
(a) Paint Pigment.
Chromium Oxide, (Green)
ASTM D263
Magnesium Silicate
ASTM D605
Titanium Oxide
ASTM D476, Class IV
Red Iron Oxide
ASTM D3721
Black Iron Oxide
ASTM D769
Yellow Iron Oxide
ASTM D768
(b) Organo-montmorillonite. Organo-montmorillonite shall be an organic ammonium
compound of montmorillonite with a high gelling efficiency in a wide range of organic liquids.
It shall be a fine, creamy, white powder with maximum water content of 3.0 percent and a
maximum of 5.0 percent retained on the 75 µm (No. 200) sieve. Organo-montmorillonite
shall be prewetted with methanol or ethanol as recommended by the manufacturer.
1139
(c) Varnish for Aluminum Paint.
MATERIAL
SPECIFICATION
Resin — 100% Phenol Formaldehyde
MIL -R -15189A
Oil Tun
ASTM D12
Mineral Spirits
ASTM D235
Driers — Cobalt and/or manganese
ASTM D600
PROPERTIES OF VARNISH
Viscosity (G -H)
A -C
Oil Length
275 liters per 100 kilograms of resin (33 gal.)
Nonvolatile
55% min.
Proportion of Thinners
90% Mineral Spirits, 10% Xylene
Color (Hellige)
12 max.
Zinc Reactivity
None
Kauri Reduction
140% min.
Rosin and Rosin Derivatives
None
Appearance
Clear and Transparent
Drying Time: Set to Touch
1 to 3 hrs.
Dry Hard
18 hrs. max.
Alkali Resistance. No visible attack to film dried 72 hours after 8 hours in 5% sodium hydroxide
solution at 21 °C (70 °F).
708.07 Pavement Primers. The type and application rate of epoxy resin primer shall be as
recommended by the thermoplastic or preformed plastic pavement -marking manufacturer.
A primer application rate of zero will not be accepted, except for thermoplastic marking and inlaid
preformed plastic pavement marking placed on new asphalt surfaces as recommended by the
manufacturer and approved in writing by the Engineer. However, if the Engineer determines that
a new asphalt surface has become soiled, before placement of the pavement markings,
pavement primer will be required and shall be applied as approved.
The epoxy resin primer material may be accepted at the job site on the basis of a manufacturer's
certification, or a sample may be sent to the Laboratory for testing, in which case three weeks
shall be allowed between sampling and intended use.
708.08 Structural Concrete Coating. The Coating shall be a one -component, high -build, non -
vapor barrier, 100 percent acrylic emulsion in water, and a texturing agent.
Table 708-4 — Minimum Physical Properties
Solids by Weight
48 percent (Without texturing agent)
Solids by Volume
36 percent (Without texturing agent)
Weight per gallon
8.3 lbs./gal. (Without texturing agent)
Texturing Agent
3.2 to 3.8 lbs./gal.), No. 40 to 60 Ottawa sand or equivalent
1140
All coating material shall be delivered to the project site in sealed containers bearing the
manufacturer's original labels.
A material safety data sheet (MSDS) prepared per Federal Standard 313 and a complete set of
manufacturer's mixing and application instructions shall be submitted to the Engineer before the
Contractor begins applying the coating.
708.09 Inspection and Testing. The manufacturer shall notify the Engineer well in advance of
actual paint manufacture in order to arrange for sampling and testing of raw materials and
inspection of paint production.
Test methods shall be according to ASTM or, if not covered, Federal Test Method Standard No.
141.
All paint shall have been approved before delivery.
1141
Section 709 — Reinforcing Steel and Wire Rope
709.01 Reinforcing Steel. Reinforcing steel shall conform to the requirements of the following
specifications:
Deformed and Plain Billet -Steel Bars for Concrete Reinforcement
Axle -steel Deformed and Plain Bars for Concrete Reinforcement
Low -Alloy Steel Deformed Bars for Concrete Reinforcement [to be Welded]
Fabricated Deformed Steel Bar Mats for Concrete Reinforcement
Steel Welded Wire Fabric, Plain for Concrete Reinforcement
Steel Welded Wire Fabric, Deformed for Concrete Reinforcement
Epoxy Coated Reinforcing Bars
Zinc -Coated (Galvanized) Steel Bars for Concrete Reinforcement
Deformed and Plain Stainless Steel Bars for Concrete Reinforcement
Deformed and Plain, Low -Carbon, Chromium, Steel Bars for Concrete
Reinforcement
Continuous Hot -Dip Galvanized Steel Bars for Concrete Reinforcement
ASTM A615
ASTM A996
ASTM A706
ASTM A184
AASHTO M336
AASHTO M336
ASTM A775
ASTM A767
ASTM A955
ASTM A1035
ASTM A1094
Unless otherwise designated, bars conforming to ASTM A615 and ASTM A996 shall be
furnished in Grade 60.
In ASTM A184, bar material conforming to ASTM A616 will not be permitted.
In ASTM A955, bar material shall be furnished in Grade 75 unless otherwise designated.
In ASTM A1035, bar material of Type CL will not be permitted unless designated in the plans or
otherwise approved by the Engineer.
709.02 Wire Rope. The wire rope shall conform to the requirements of AASHTO M30 for the
specified diameter and strength class.
709.03 Dowel Bars and Tie Bars. Tie bars for longitudinal and transverse joints shall conform
to AASHTO A775 and shall be grade 40 epoxy -coated and deformed. No cold or wet patching
will be allowed. Tie bar length and diameter shall be designated on the plans. Any cut ends shall
be coated with epoxy paint prior to installation.
Dowel bars for transverse joints shall conform to ASTM A934 for FBE coatings. Dowel bars shall
be a solid carbon steel round bar and shall conform to ASTM A615, grade 60 for the bar core
material. Dowel bars shall be saw cut with all sharp edges removed. Dowel bars shall be fully
encapsulated with a corrosion resistant, multi -layered FBE coating applied at a minimum
thickness of 20 mils and purple in color. No cold or wet patching will be allowed. Bar length and
diameter shall be designated on the plans.
Dowel bar used in the contraction baskets shall meet requirements as above. Dowels to be used
in the baskets shall be prepared for welding. The areas where the dowel will be attached to the
basket frame shall be ground and cleaned before welding. Burning through the FBE coating on
1142
the dowels to weld the dowels to the frames shall not be permitted. After the dowels are welded
into the wire frame, the entire wire basket shall be fully coated with a multi -layered FBE applied
as above. Wires shall be a minimum of 3/8" thick unless otherwise specified. All wire
intersections shall be resistance welded. The dowel bars shall be arc or resistance welded to
the basket on alternating ends of the dowel. Tolerances are ±1/4" unless otherwise specified.
Baskets shall be manufactured so the dowels are horizontal and parallel to the basket.
Dowel bar baskets shall not be shortened or cut unless approved by the Engineer in writing.
Simplex Time Capsule tie bars, dowel bars, and dowel baskets are examples of a product that
meets this specification.
709.04 Welded Wire Mesh. Welded Wire Mesh (WWM) shall be used to reinforce concrete
panels that are smaller than 12 feet x 15 feet and/or panels that are oddly shaped (i.e., not
rectangular). WWM shall conform to ASTM A185, Standard Specification for Steel Welded Wire
Reinforcement, Plain, for Concrete and ASTM A497, Standard Specification for Steel Welded
Wire Reinforcement, Deformed, for Concrete. WWM shall be galvanized, 10 gauge wire with 6
inch x 6 inch square openings.
1143
Section 710 — Fence and Guardrail
710.01 Barbed Wire. Steel barbed wire shall conform to the requirements of ASTM A121, Class
I. Aluminum barbed wire shall be manufactured per ASTM B211 with alloy 5052-O for the line
wire and alloy 5052-H38 for the barbs.
710.02 Woven Wire. Woven wire shall conform to the details and requirements shown on the
plans and to the following:
Zinc coated steel woven wire shall conform to the requirements of ASTM A116, coating Class I.
Aluminum coated steel woven wire shall conform to the requirements of ASTM A116, Type A.
Fittings and attachments shall be zinc coated to conform to the requirements of AASHTO M232.
710.03 Chain Link Fabric. Chain link fabric and required fittings and hardware shall conform to
the requirements of AASHTO M181 for the kind of metal, sizes of wire and mesh specified.
Zinc coating for steel fabric shall conform to ASTM A392, Class I; and aluminum coating for steel
fabric to ASTM A491, Class I.
710.04 Snow Fence. Wire -bound picket fence shall conform to the requirements of ASTM F537.
Posts shall conform to the requirements of AASHTO M281.
710.05 "W" Beam Rail. The rail elements shall be corrugated sheet steel beams conforming to
the requirements of AASHTO M180 of the designated class and type. The beams shall be
galvanized, shop painted or corrosion resistant as may be specified. The same requirements
shall apply to metal offset devices.
Corrosion resistant steel for rail elements and terminals shall not be painted or galvanized.
Corrosion resistant beam rails shall consist of corrugated sheet steel conforming to the
requirements of AASHTO M180, Type IV and shall have a corrosion resistance of at least 4
times that of carbon steel without copper (0.02 Max), or twice that of carbon steel with copper.
The sheet steel may either be in coils or cut lengths when processed for corrugation.
All corrosion resistant material shall be sandblasted to provide a uniform weathered appearance.
All corrosion resistant steel parts shall be handled with care to avoid gouges, scratches, or dents.
Care shall be exercised to keep foreign material such as paint, grease, oil, or crayon, from
contact with the surface. Steel parts either damaged physically or by contact with foreign
substances, will not be accepted.
During shipment or site storage, corrosion resistant steel parts must be positioned to allow free
drainage and air circulation on the surfaces. Natural oxide formation on the steel may occur and
will not be considered objectionable.
1144
The Contractor shall furnish three copies of a certified mill test report to the Engineer. This report
shall show the results of physical and chemical tests of the metal and its coating.
710.06 Timber for Wood Noise Barrier. Timber shall be any of the timber species given in
subsection 508.02 including all species defined as "Native." Throughout the project, posts shall
be of one species; boards may be of another species; and rails may be a mix of any permissible
species, except where single sided fence is built, the rails shall be of one species. The exposed
board surfaces shall be of one finish throughout the entire fence and may be rough sawn, SIS,
S1 S2E, or S48; posts and rails may have any of the finishes. Species selected for posts, rails,
and boards shall conform to the grading rules of the Western Wood Products Association
(WWPA), the Southern Pine Inspection Bureau (SPIB), or the West Coast Lumber Inspection
Bureau (WCLIB) for grading and strength.
(1) Posts. WWPA or WCLIB posts and timbers, No. 1 or better; or SPIB timbers No. 2SR or
better.
(2) Rails. WWPA, WCLIB, or SPIB: Light framing, standard or better; or structural joists and
planks, No. 2 or better.
(3) Boards. WWPA No. 2 common or better; or SPIB No. 1 or better.
(4) Treatment. The selected species shall be pressure treated lumber conforming in all
respects to the AWPA Standard U1, Commodity Specification A: Sawn Products and
AWPA Commodity Standard B: Posts (Ground contact for posts, above ground for balance
of fence). A treatment report is required from the treatment plant.
(5)
Preservative. AASHTO M133.
All lumber shall be manufactured per Product Standard 20-70 as published by the Department
of Commerce and shall be grade marked by a grading agency or have an accompanying
certificate from the grading agency. The grading agency shall be certified by the Board of Review
of the American Lumber Standards Committee.
All posts, rails, and fence board materials shall be dried after treatment to a maximum of 19
percent moisture content.
710.07 Fence Posts. Wood posts shall conform to the details and dimensions indicated on the
plans. Wood posts shall be straight, sound, and seasoned with ends sawed off square or as
indicated. All knots shall be trimmed flush with the surface. Wood posts shall be peeled and shall
be treated with preservative per AASHTO M133 or AWPA Standards. When native cedar posts
are called for on the plans, the requirements for peeling and for treating may be omitted.
All dimension timber and lumber required for fences or gates shall be sound, straight, and free
from knots, splits, and shakes. It shall be of the species and grades indicated on the plans.
1145
Concrete posts shall be made of concrete of the class specified and shall contain steel
reinforcement as shown on the plans.
Steel posts shall be galvanized per AASHTO M111. Fittings, hardware and other appurtenances
not specifically covered by the Contract shall be standard commercial grade, and in accord with
current standard practice. Pipe or roll -formed steel material for fence posts shall conform to the
requirements shown on the plans and to the requirements of Class 1 Pipe, Grade A and Grade
B or Class 3 Formed Steel Sections, of Federal Specification RR -F -191/3E. Pipe material for
fence posts shall conform to the requirements shown on the plans and to the requirements of
Class 1 Pipe, Grade A or Grade B, of Federal Specification RR -F -191/3C.
710.08 Guardrail Posts. Posts shall be of either wood or steel. When the choice of post is at
the option of the Contractor, there shall be only one kind furnished on the project unless
otherwise specified in the Contract.
(a) Wood posts shall be fabricated from an approved or specified timber species and shall be
of the quality, diameter or section, and length as specified or as shown in the Contract.
Treated posts shall be fabricated or framed before treatment and shall conform to the
requirements of AASHTO M133 or AWPA Standards.
(b) Steel posts shall be of the section and length as specified or as shown in the Contract.
Steel shall conform to the requirements of AASHTO M183 for the grade specified.
The posts shall be galvanized or corrosion resistant as may be specified.
All corrosion resistant material shall conform to the requirements of AASHTO M222.
(c) Concrete deadmen for end anchorages shall be as specified or as shown in the Contract.
710.09 Guardrail Hardware. Splices, end connections, end anchor rods, and accessories shall
be as specified or as shown in the Contract.
Bolts, nuts, and washers shall be galvanized per AASHTO M232, Class C, or AASHTO M298,
Class 50, Type 1. All other fittings shall be galvanized per AASHTO M111. Bolts, nuts, and
washers for corrosion resistant guardrail shall be of corrosion resistant material and conform to
or exceed the requirements of ASTM A307.
Where high strength bolts are required, they shall conform to the requirements of ASTM A325.
1146
Section 711 — Concrete Curing Materials and Admixtures
711.01 Curing Materials. Curing materials shall conform to the following requirements:
Burlap Cloth made from Jute or Kenaf
AASHTO M182
Liquid Membrane -Forming Compounds for Curing Concrete
ASTM C309
Sheet Materials for Curing Concrete
AASHTO M171*
Table Notes:
*Only the performance requirements of AASHTO M171 shall apply.
Straw used for curing shall consist of threshed straw of oats, barley, wheat, or rye. Clean field
or marsh hay may be substituted for straw when approved by the Engineer. Old dry straw or hay
which breaks readily in the spreading process will not be accepted.
711.02 Air -Entraining Admixtures. Air -entraining admixtures shall conform to the requirements
of AASHTO M154.
Admixtures that have been frozen will be rejected per subsections 106.08 and 106.09.
711.03 Chemical Admixtures. Chemical admixtures for concrete shall conform to the
requirements of AASHTO M194.
Admixtures that have been frozen will be rejected.
Corrosion inhibiting admixtures shall conform to the requirements of ASTM C1582.
Pigments for integrally coloring concrete shall conform to the requirements of ASTM C979.
1147
Section 712 — Miscellaneous
712.01 Water. Water used in mixing or curing concrete shall be reasonably clean and free of oil,
salt, acid, alkali, sugar, vegetation, or other substance injurious to the finished product. Concrete
mixing water shall meet the requirements of ASTM C1602. The Contractor shall perform and
submit tests to the Engineer at the frequencies listed in ASTM C1602. Potable water may be
used without testing. Where the source of water is relatively shallow, the intake shall be so
enclosed as to exclude silt, mud, grass, and other foreign materials.
712.02 Calcium Chloride. Calcium chloride shall conform to the requirements of AASHTO
M144.
712.03 Hydrated Lime. The hydrated lime for hot mix asphalt (HMA) shall conform to the
requirements of AASHTO M303, Type I. In addition, the particle size requirements shall conform
to AASHTO M303 when tested per CP-L 4209 Physical Testing of Quicklime, Hydrated Lime,
and Limestone.
712.04 (unused).
712.05 Precast Concrete Units. Precast concrete manhole base sections, riser sections, and
grade rings shall conform to AASHTO M199. All other precast units shall be cast in substantial
forms. Structural concrete used shall attain a minimum 28 -day compressive strength of 3000 psi
as determined per AASHTO T22. When air -entrained concrete is specified, it shall have an air
content of 5 to 8 percent by volume. The precast units shall be cured per AASHTO M170.
Additional reinforcement shall be provided as necessary to provide for handling of the precast
units.
A sufficient number of cylinders shall be cast, and field cured from each batch, or truck -mixer
load, of concrete to permit compression tests at 7, 14, and 28 days, and to allow for at least two
cylinders for each test. When the strength requirement is met, the units will be certified for use.
Cracks in units, honeycombed or patched areas in excess of 30 square inches, excessive water
absorption, or failure to meet strength requirements will be cause for rejection.
712.06 Frames, Grates, Covers, and Steps. Metal units shall conform to the plan dimensions
and to the following specification requirements for the designated materials.
Gray iron castings shall conform to the requirements of AASHTO M306 and AASHTO M105,
Class 35B.
Carbon -steel castings shall conform to the requirements of AASHTO M103, grade 415-205,
Class 2.
Ductile iron castings shall conform to the requirements of ASTM A536. Grade shall be optional
unless otherwise designated.
1148
Structural steel shall conform to the requirements of AASHTO M270.
Malleable iron castings shall conform to the requirements of ASTM A47. Grade shall be optional
unless otherwise designated.
Steps shall conform to the requirements of AASHTO M199.
Galvanizing, where specified for these units shall conform to the requirements of AASHTO
M111.
712.07 Geosynthetics. Geosynthetic rolls shall be furnished with suitable wrapping to protect
against moisture and extended ultraviolet exposure before placement. Each roll shall be labeled
to provide product identification sufficient for inventory and process control purposes. Rolls shall
be stored in a manner that protects them from the elements. If stored outdoors, they shall be
elevated and protected with a waterproof cover. The Contractor shall submit a certified test report
from the manufacturer per subsection 106.13 including all data necessary to verify compliance
with this specification.
Securing pins shall be made from galvanized steel wire or other approved wire material, 0.091
inch or larger in diameter. They shall be U-shaped, with legs 6 inches long and a 1 -inch crown.
Physical requirements of geosynthetics shall meet or exceed what is shown in Table 712-1.
Unless otherwise stated, all property values represent minimum average roll values (MARV) in
the weakest principle direction. Stated values are for non -critical, non -severe conditions. Lots
shall be sampled per ASTM D4354.
(a) Geomembrane. Geomembrane shall be manufactured for stopping seepage loss. The
lining shall consist of virgin polyvinyl chloride (PVC) resins, plasticizers, stabilizers, and
other necessary materials that, when compounded, shall meet or exceed the physical
requirements for the thickness specified in Table 712-1.
Individual widths of PVC materials shall be fabricated into large sections by dielectric
sealing into a single piece, or into a minimum number of panels, up to 100 feet wide, as
required to fit the facility. Lap joints with a minimum joint width of 1/2 inch shall be used.
After fabrication, the lining shall be accordion folded in both directions and packaged for
minimum handling in the field. Shipping boxes shall be substantial enough to prevent
damage to contents.
1149
Table 712-1 — Physical Requirements for Geomembrane
Property
0.25 mm
(10 mil)
Thickness
0.51 mm
(20 mil)
Thickness
0.76 mm
(30 mil)
Thickness
Test Method
Thickness, % Tolerance
±7
±5
±5
ASTM D1593
Tensile Strength, kN/m
(Ibs./in.) width
3.50 (20)
8.75 (50)
12.25 (70)
ASTM D882, Method
B
Modulus @ 100%
Elongation, kN/m (Ibs./in.)
1.58 (9)
3.50 (20)
5.25 (30)
ASTM D882, Method
B
Ultimate Elongation, %
350
350
350
ASTM D882, Method
A
Tear Resistance: N (Ibs)
18 (3.2)
29 (6.5)
38 (8.5)
ASTM D1004
Low Temperature Impact,
°C (°F)
-23 (-13)
-26 (-15)
-29 (-20)
ASTM D1790
Volatile loss, % max.
1.5
0.9
0.7
ASTM D1203, Method
A
Pinholes, No. /8 m2 (No.
Per 10 sq. Yds.) max.
1
1
1
Bonded Seam Strength, %
of tensile strength
80
80
80
(b) Reserved.
712.08 Geotextiles. Geotextile rolls shall be furnished with suitable wrapping to protect against
moisture and extended ultraviolet exposure before placement. Each roll shall be labeled to
provide product identification sufficient for inventory and process control purposes. Rolls shall
be stored in a manner that protects them from the elements. If stored outdoors, they shall be
elevated and protected with a waterproof cover. The Contractor shall submit a certified test report
from the manufacturer per subsection 106.13 including all data necessary to verify compliance
with this specification.
Securing pins shall be made from galvanized steel wire or other approved wire material, 0.091
inch or larger in diameter. They shall be U-shaped, with legs 6 inches long and a 1 -inch crown.
Physical requirements for all geotextiles shall conform to the requirements of AASHTO M288.
Materials shall be selected from the New York Department of Transportation's Approved
Products List of Geosynthetic materials that meet the National Transportation Product
Evaluation Program (NTPEP) and AASHTO M288 testing requirements. The current list of
products that meet these requirements is located at:
https://www.dot.ny.gov/divisions/engineering/technical-services/technical-services-
repository/alme/geo.html
1150
Table 712-2 — Typical Values of Permeability Coefficients'
Turbulent Flow
Max. Diameter
Particle Size
Range
Millimeters
(inches)
Min. Diameter
Particle Size
Range
Millimeters
(inches)
Effective
Size
DZo mm
(inches)
Permeability
Coefficient
k cm/s
Derrick Stone
3000 (120)
900 (36)
1200 (48)
100
One-man Stone
300 (12)
100 (4)
150 (6)
30
Clean, fine to coarse
Gravel
80 (3)
10 ('/4)
13 ('/2)
10
Fine, uniform Gravel
8 (%)
1.5 (1/16)
3 (y/8)
5
Very coarse, clean,
uniform Sand
3 (y/8)
0.8 (1/32)
1.5 (1/16)
3
Uniform, coarse Sand
2 (%)
0.5 (1/64)
0.6
0.4
Uniform, medium Sand
0.5
0.25
0.3
0.1
Clean, well -graded Sand
and Gravel
10
0.05
0.1
0.01
Uniform, fine Sand
0.25
0.05
0.06
40 x 10-4
Well -graded, silty Sand
and Gravel
5
0.01
0.02
4 x 10-4
Silty Sand
2
0.005
0.01
1.0 x 10-4
Uniform Silt
0.05
0.005
0.006
0.5 x 10-4
Sandy Clay
1.0
0.001
0.002
0.05 x 10-4
Silty CLAY
0.05
0.001
0.0015
0.01 x 10-4
Clay (30% to 50% clay
sizes)
0.05
0.0005
0.0008
0.001 x 10-4
Colloidal Clay (-2 µm 50%)
0.01
10
40
10-9
Table Notes:
1 Basic Soils Engineering, R.K. Hough, 2nd Edition, Ronald Pess Co.; 1969, Page 76.
Since the permeability coefficient of the soil will be unknown in most non -critical, non -severe
applications for erosion control and drainage, the soil -permeability coefficients listed in Table
712-2 may be used as a guide for comparing the permeability coefficient of the fabric with
that of the in -place soil.
The material for Geotextile (Drainage)(Class 1)shall meet the properties in Table 712-2a. For
example, Mirafi FW-300 or an approved equal will meet this classification.
1151
Table 712-2a — Geotextile (Drainage)(Class 1) — Physical and Mechanical Properties
Properties
Test
Unit
Typical Values
Roll Length (minimum)
Feet
300
Roll Width (minimum)
Feet
12.5
Roll Area (minimum)
Sq. Yd.
417
Grab Tensile Strength
ASTM D4632
Ibs
400 (MD) 335 (CD)
Grab Tensile Elongation
ASTM D4632
%
20(MD) 15(CD)
Trapezoid Tear Strength
ASTM D4533
Ibs
145 (MD) 125 (CD)
CBR Puncture Strength
ASTM D6241
Ibs
1,250
Flow Rate
ASTM D4491
gal/min/ft2
115
Permittivity
ASTM D4491
sec-'
1.5
Percent Open Area
COE-02215
%
8
Apparent Opening Size (AOS)
ASTM D4751
U.S. Sieve
30
UV Resistance (at 500 hours)
ASTM D4355
% strength retained
90
The material for geotextile separators shall meet the properties in Table 712-2b. For example,
Mirafi RS580i or an approved equal will meet this classification.
Table 712-2b — Geotextile (Separator) — Physical and Mechanical Properties
Properties
Test
Unit
Typical Values
Roll Length (minimum)
Feet
300
Roll Width (minimum)
Feet
15
Roll Area (minimum)
Sq. Yd.
500
Tensile Modulus @ 2% strain (CD)
ASTM D4595
Ibs/ft
1,800
Tensile Modulus @ 5% strain (CD)
ASTM D4595
Ibs/ft
4,380
Flow Rate
ASTM D4491
gal/min/ft2
75
Permittivity
ASTM D4491
sec-'
1.0
Apparent Opening Size (AOS)
ASTM D4751
U.S. Sieve
40
Pore Size 095
ASTM D6767
microns
337
Pore Size 050
ASTM D6767
microns
192
Interaction Coefficient
ASTM D6706
--
0.9
Factory Sewn Seam
ASTM D4884
Ibs/ft
3,000
UV Resistance (at 500 hours)
ASTM D4355
% strength retained
90
712.09 Gabions and Slope Mattresses. All wire used in the manufacture and assembly of the
mesh shall conform to Federal Specification QQ-W-461 H, finish 5, class 3.
Wire mesh for gabions (cage thickness 12 inches and greater) shall be 11 gauge (U.S.), soft
temper.
Wire mesh for slope mattress (cage thickness up to 10 inches) shall be 14 gauge (U.S.), soft
temper.
Samples for testing shall include at least one sample of each component of the mesh.
1152
Tie and connecting wire shall be supplied for securely fastening all edges of the gabions and
diaphragms. Gabions shall be provided with four cross connecting wires in each cell 1/2 unit high
and eight in each cell one unit high. Gabions shall also have inner tie wires connecting the front
face to the rear face at approximate spacing of 12 inches in both vertical and horizontal
dimensions. Tie wire shall meet the same specifications for wire used in the mesh except that
tie wire for gabion cages shall not be more than two gages lighter.
All wire used, including tie and connecting wire, shall be certified by mill test reports showing
compliance with specification requirements.
(a) Mesh Opening. The longer dimension of the mesh openings for gabions and slope
mattresses shall be as shown on the plans.
(b) Wire Mesh. Wire mesh shall be woven in such a manner as to be non -raveling and have
elasticity. Tests for compliance with these and the following properties shall be performed
by the Contractor. A certified test report, showing these required results and information
shall be supplied with each project. Tests are to be run on cages of the same specification,
made within a year before the date of letting.
(c) Non -raveling. The mesh for both gabions and slope mattresses shall show no raveling
beyond the mesh opening in which the break occurred when the loading is continued after
the first break in the test conducted with the pull parallel to the axis of the wire twist.
(d) Elasticity. For gabions, when pulled parallel to the axis of the wire twist and deformation is
controlled by spreader bars, no wire shall break until the mesh has been stretched at least
4.5 percent. The pull test shall be performed both parallel and perpendicular to the axis of
the wire twist and in either case, the first wire break shall not occur until the loading on the
table below has been reached.
(e) Edge Wire Connection. The edge wire connection for both gabions and slope mattresses
shall be strong enough so that when tested the first wire break shall occur in the wire mesh.
(f)
(g)
Selvedge. The selvedge on each sheet of mesh for both gabions and slope mattresses
shall be galvanized steel wire (as described above) two gages heavier than that used in
the body of the mesh. For gabions, it shall be attached to the wire mesh strong enough so
that when tested, no wire shall break until the loading on the table below has been reached.
For slope mattresses, the first wire break shall be in the wire mesh.
Field Connections. The field connections between adjacent wire baskets shall be made as
recommended by the manufacturer and shall develop a connection strong enough that the
failure under test shall occur in the mesh rather than in the lacing.
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Table 712-3 — Minimum Strenath Tests for Gabion Baskets Onl
Part
Minimum Strength (pounds per foot)
Wire Mesh
Pulled parallel to wire twist
3,400
Pulled perpendicular to wire twist
1,000
Connection of Selvedge wire to mesh
2,200
(h) Dimensions. Gabions and slope mattresses shall be supplied in the various sizes shown
on the plans. Cages and mattresses furnished by a manufacturer shall be of uniform size.
(i)
(U)
Tolerances. All gabion and slope mattress dimensions are subject to a tolerance limit of 3
percent of manufacturer's stated sizes.
Riprap. Riprap shall consist of hard, dense, sound, rough fractured stone or local
sandstone, as nearly cubical as practicable. Thin slab type stones and flaking rock shall
not be used.
Stone shall have a specific gravity of at least 2.25 and shall be resistant to the action of air
and water. Flaking or fragmental rock will not be permitted.
The sizes of riprap stone for gabions and slope mattresses shall conform to the following:
• Gabions (cage thickness 12 inch or greater) = 4 to 8 inch
• Slope Mattress = 3 to 6 inch
(k) Soil Anchor Stakes for Wire Mesh Slope Mattresses. Soil anchor stakes shall be steel and
may be:
(1) Crane rails of a convenient size, minimum 40 pounds per yard.
(2) Size 2 -inch steel pipe conforming to ASTM A53 either black or galvanized.
(3) Size 3 -inch x 3 -inch x 3/8 inch structural steel angles conforming to ASTM A709 Grade
36 or better.
(4) Used rails, pipe or angles may be used provided the material is not rusted or damaged
to such an extent that the strength of the stakes is affected.
Soil anchor stakes shall be of the lengths called for on the plans.
712.10 Epoxy. Epoxy used for bonding new, or wet concrete, to old concrete shall be an
approved product and shall be of the type specifically intended for bonding wet concrete to
existing concrete. Each container of epoxy shall conform to ASTM C881.
712.11 Plastic Pipe for Underdrains. Polyethylene perforated or nonperforated corrugated
pipe shall conform to AASHTO M252.
1154
Perforated or nonperforated Polyvinyl Chloride Pipe -Smooth Interior, Smooth or Ribbed Exterior,
shall conform to AASHTO M304.
712.12 Geocomposite Drains. Geocomposite drains, underdrains, and edge drains for
subsurface drainage shall be constructed of a drainage geotextile and a semi -rigid drainage
core. A drainage pipe collector may also be included in the drain system.
Drainage geotextile shall be a minimum Class 3, conforming to AASHTO M288. The drainage
pipe collector, when used, shall conform to the requirements designated in subsection 605.02
for the type of pipe used.
The semi -rigid drainage core shall be constructed of material that will not deteriorate in
subsurface conditions and shall conform to the physical requirements of Table 712-4.
Table 712-4 — Physical Requirements for Drainage Core
Property
Value
Test Method
Compressive Strength, kPa (Ibs./sq. in.)
140 (20)
ASTM D1621
In -Plane Flow Capacity L/s/m (gal./min./ft.), minimum
2.12 (10)
ASTM D4716
Minimum Core Thickness, mm (inch)
6 (0.25)
712.13 Plastic Pipe. Plastic pipe shall conform to the following requirements for the type of pipe
used:
(a) Polyethylene (PE) Pipe. Polyethylene (PE) pipe shall conform to the following requirements
for the type of culvert pipe used:
1. AASHTO M252 (Corrugated Pipe) for nominal pipe sizes of 3 to 10 inches (75 to 250
mm) with the following additions or exceptions:
A. Type S, and Type SP are acceptable. (Type C, Type CP and Type D will not be
accepted.)
B. Rotational Molded Pipe will not be accepted.
2. AASHTO M294 (Corrugated Pipe) for nominal pipe sizes of 12 to 60 inches (300 to
1,500 mm) with the following additions or exceptions:
A. Type S, and Type SP are acceptable. (Type C, Type CP and Type D will not be
accepted.)
B. Rotational Molded Pipe will not be accepted.
3. ASTM F894 (Ribbed, Profile) with the following additions or exceptions:
A. AASHTO LRFD Bridge Design Specifications, SECTION 12, 50 -year life
requirements.
1155
B. Minimum Cell Class per ASTM D3350 of 334433C or 335434C.
C. Minimum section properties as noted in SECTION 12.
4. ASTM F 714 (Smooth Wall) with the following additions or exceptions:
A. A DR of 21 or less will be required.
B. AASHTO LRFD Bridge Design Specification, SECTION 12, 50 -year life
requirements.
C. Minimum Cell Class per ASTM D3350 of 335434C.
The Contractor shall provide a polyethylene (PE) pipe product that is prequalified
under the AASHTO National Transportation Product Evaluation Program
(NTPEP). Only products from suppliers whose manufacturing plant and PE pipe
products comply with this specification shall be placed by the Contractor. The
current list of plants and PE pipe products that meet these requirements is
located at: www.ntpep.org. The Contractor shall use plants listed as compliant
and a size listed in the NTPEP reports on PE Thermoplastic Pipe. Every
Certificate of Compliance (COC) on each diameter PE pipe product delivered to
the project shall include a statement that the product has been manufactured at
a NTPEP inspected plant, has been tested by NTPEP, has a NTPEP product
number, and is currently on the NTPEP website. The COC shall confirm that the
supplied pipe meets the applicable specification limits in subsection 712.13.
Manufacturers shall remain acceptable to the Department as long as the results
of verification samples and performance in the field are satisfactory. Any changes
in the PE pipe formulation will require re -submittal for prequalification testing by
NTPEP.
(b) Polyvinyl Chloride (PVC) Pipe
(1) AASHTO M304 (Profile) for nominal pipe sizes of 4 to 36 inches.
(2) ASTM F794 (Profile) for nominal pipe sizes 4 to 36 inches with 46 psi minimum pipe
stiffness.
(3) ASTM F949 (Profile) for nominal pipe sizes 4 to 36 inches with 46 psi minimum pipe
stiffness.
(c) Polypropylene (PP) Pipe. AASHTO M330 for nominal pipe sizes of 12 to 60 inches with the
following exceptions: Type S and Type SP are acceptable; Type C, Type CP and Type D
will not be accepted.
1156
The Contractor shall provide a polypropylene (PP) pipe product that is prequalified under
the AASHTO National Transportation Product Evaluation Program (NTPEP). Only products
from suppliers whose manufacturing plant and PP pipe products comply with this
specification shall be placed by the Contractor. The current list of plants and PP pipe
products that meet these requirements is located at: www.ntpep.orq. The Contractor shall
use plants listed as compliant and a size listed in the NTPEP reports on PP Thermoplastic
Pipe. Every Certificate of Compliance (COC) on each diameter PP pipe product delivered
to the project shall include a statement that the product has been manufactured at a NTPEP
inspected plant, has been tested by NTPEP, has a NTPEP product number, and is currently
on the NTPEP website. The COC shall confirm that the supplied pipe meets the applicable
specification limits in subsection 712.13.
Manufacturers shall remain acceptable to the Department as long as the results of
verification samples and performance in the field are satisfactory. Any changes in the PP
pipe formulation will require re -submittal for prequalification testing by NTPEP.
(d) Steel Reinforced Polyethylene (SRPE). SRPE pipe shall be AASHTO MP20 ribbed pipe for
nominal pipe sizes 12 to 60 inches with the following exceptions:
Nominal pipe sizes 30 to 60 inches are acceptable; nominal pipe sizes 12 to 27 inches will
not be accepted.
1157
Section 713 — Traffic Control Materials
713.01 Signs — General. Aluminum or steel used for traffic control shall conform to Table 713-
1.
Table 713-1 — Requirements for Aluminum or Steel Used in Traffic Control
Application
Aluminum ASTM
Designation
Aluminum Alloy
No. Temper
Steel ASTM
Designation
B209
6061-T6
Sign panels
B4491
5052-H36
A6532
B9211
5052-H38
Traffic controller
cabinets
B209
6061-T6
A709 Grade 36
Clip bolts
B211
2024-T4
Locknuts or steel nuts
and bolts
B211
2014-T4
A307
Clips and backing
angles
B221
6061-T6
Table Notes:
1 In lieu of ASTM treatment, aluminum sign blanks shall receive a Class 2 anodized coating
before the placement of retroreflective sheeting.
2 Steel sheets shall have a Z600 zinc coating per ASTM A653 and a light phosphate coating.
Phosphate coating of 3.5 oz./sq. ft. will be required for application with reflective sheeting.
Nuts and bolts shall be galvanized or cadmium plated.
713.02 Aluminum Sign Panel Tolerances. Aluminum sign panel sheet dimensional tolerances
shall conform to the applicable requirements of the American National Standards Institute
Dimensional Tolerances for Aluminum Products, ANSI-H35.2(M), with the following exceptions:
The flatness tolerances shall be one-half the values listed in Table 3.12, and shall apply to all
aluminum alloy grades permitted for sign panels.
Sign blanks are to be tensile leveled for sheet thickness less than 0.09 inch, and stretcher leveled
for thickness equal to or greater than 0.09 inch.
The individual sign blank bow tolerance (deviation of a side edge from a straight line) shall not
exceed 1/3 inch, and the dimensions of the opposing sides shall be within 1/16 inch.
Aluminum sign panel shall be subject to the requirements of the first paragraph of subsection
713.09.
713.03 (unused).
713.04 Sign Message Materials. The legend, border, and overlay shall be used per the sheeting
manufacturer's recommendation. Retroreflective sheeting background material shall be on the
CDOT Approved Product List; and the retroreflective sheeting background material shall be the
1158
Itype specified on the plans. At a minimum, ASTM D4956 Type IV shall be used for ground mount
signs. ASTM D4956 Type XI shall be used for Class III overhead signs.
For Class III overhead signs, the legend and borders shall be ASTM D4956 Type XI sheeting.
All reflective sheeting shall be sealed at the seams and edges as recommended by the
manufacturer.
713.05 Hardware. All hardware shall be compatible with sign material and shall not cause
discoloration due to weather.
713.06 (Unused)
713.07 Reflectors. Reflectors shall consist of a clear and transparent acrylic plastic prismatic
reflex lens with a smooth front face, except for the legibly molded manufacturer's trademark, and
a back hermetically sealed surface with prismatic configuration effecting total internal reflection
of light. Firmly fused to the back surface shall be a backing material. The backing material shall
be white opaque plastic of the same type as the lens and delineator reflectors may be backed
with a plastic coated metallic foil. Delineator reflectors shall be housed in embossed aluminum
and provided with a single grommetted mounting hole. The delineator unit shall withstand the
combined corrosion test described in ASTM B117.
713.08 Glass Beads for Traffic Markings. Glass beads for pavement marking shall conform to
AASHTO M247, except for the following:
1. Gradation:
Table 713-2 — Gradation of Glass Beads
U.S.
Mesh
Microns
Modified Epoxy and
Methyl Methacrylate
(`)/0 Passing)
Acrylic Waterborne:
Low Temperature and
High Build (`)/0 Passing)
16
1180
90-100
100
18
1000
65-80
97-100
20
850
85-100
30
600
30-50
50-70
40
425
10-35
50
300
0-5
0-10
80
180
0-5
2. Roundness: All beads shall meet a minimum of 80 percent true spheres per the Office of
Federal Lands Highways FLH T520 or a computerized optical testing method.
3. Color / Clarity: Beads shall be colorless, clear, and free of carbon residues.
4. Refractive Index: Minimum 1.51 by oil immersion method.
1159
5. Air Inclusions: Less than 5 percent by visual count.
6. Coatings: According to the manufacturer's recommendation for optimum adhesion and
embedment.
7. Chemical Resistance: Beads shall be resistant to hydrochloric acid, water, calcium chloride,
and sodium sulfide as tested using the methods outlined in sections 4.3.6 to 4.3.9 of the
TT -B Federal Spec.1325D.
8. For modified epoxy pavement parking, a minimum of 50 percent of the total weight shall be
manufactured using a molten kiln direct melt method. For acrylic waterborne paint, a
minimum of 15 percent of the total weight shall be manufactured using a molten kiln direct
melt method. All molten kiln direct melt glass beads shall be above the 600 µm (#30) sieve.
9. Glass beads used for any type of pavement marking shall not contain more than 75 parts
per million (ppm) arsenic, 75 ppm antimony and 100 ppm lead, as tested per EPA methods
3052 and 6010C, or other approved testing method.
Glass beads shall be furnished in fully identified containers and shall be free of extraneous
material or clumps.
Glass beads for thermoplastic pavement marking shall conform to AASHTO M247, Type 1.
713.09 Sampling and Inspection. The Engineer shall be notified well in advance of beginning
of shop work so that adequate arrangements may be made for sampling and inspection. Shop
inspection may be waived and complete inspection made when the fabricated sign panels are
delivered to the site of the work.
The following samples shall be submitted to the Engineer for approval:
(1) A 12 inch x12 inch sample of finished material for figure frames.
(2) A 12 inch x12 inch sample of reflective sheeting representing each lot used on the project.
(3)
(4)
(5)
(6)
(7)
Two reflectors for each 100, or part thereof, of each size and color, with a limit of 53 samples
for any one size or color. When reflective buttons are so affixed to the cutout frames that
their removal for testing will cause breakage, it shall be the responsibility of the sign
fabricator to furnish a representative sample of reflective buttons.
2 pounds of glass beads, representing each lot used on the project.
1 pint of paint of each color, representing each lot used on the project.
1 pound of thermoplastic marking material and one liter of each primer component.
36 -inch strip of preformed plastic pavement marking.
1160
(8) 36 -inch strip of pavement marking tape.
(9) 1 square foot of preformed thermoplastic pavement marking material.
713.10 Quality Requirements of Reflective Materials. Reflective devices and reflective
sheeting shall be materials that are on CDOT's Approved Products List.
(a) Reflective Devices.
1. Reflective Quality Requirements.
A. Delineator and Median Barrier Reflectors. The specific intensity of each
delineator and median barrier reflector shall be at least equal to the following
minimum values when tested per AASHTO T257, with an observation angle of
0.1 degrees.
Table 713-3 — Quality Requirements of Delineator and Median Barrier Reflectors
Specific Intensity Candlepower per Foot -Candle
Entrance Angle Degrees
Crystal
Yellow
Blue
Red
Green
0
115
70
48
25
62
20
45
25
26
10
34
B. Cut-out Figure Reflectors. The specific brightness of crystal reflectors used in
cut-out figures shall be at least equal to the following minimum values.
Table 713-4 — Quality Requirements of Cut -Out Figure Reflectors
Observation Angle
Degrees
Entrance Angle
Degrees
Specific Brightness: Candlepower per Sq.
In. per Foot -Candle
0.1
0
14.0
0.1
20
5.6
2. Material and Component Requirements. Plastic for delineator and cutout figure
reflectors shall be poly methyl methacrylate conforming to requirements of ASTM
D788, Grade 8. The reflectors shall meet test requirements of CP L-2115, Section 3.2
and 3.3.
(b) Retroreflective Sheeting. Reflective sheeting for traffic control devices shall be listed on the
CDOT Approved Products List and conform to the requirements of ASTM D4956.
1. Retroreflective Quality Requirements.
Drums and Tubular Markers. Retroreflective sheeting shall conform to ASTM D4956
Type IV, with the following modifications:
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The Minimum Coefficient of Retroreflection (RA) shall conform to the following
minimum values.
Table 713-5 — Minimum Coefficient of Retroreflection (RA)[cd/fc/ft2(cd/Ix/m2)]
Observation
Angle
Entrance
Angle
White
Fluorescent Orange
0.2°
-4°
500
200
0.2°
30°
200
80
0.5°
-4°
225
90
0.5°
30°
85
34
2. Daytime Color.
Drums and Tubular Markers. All fluorescent orange sheeting shall meet the color
requirements of ASTM D4956, with the following modifications:
The chromaticity coordinates and total luminance factor shall conform to the
requirements as described in 23 CFR Part 655 Appendix to Subpart F.
The Fluorescence Luminance Factor (YF) shall conform to the following minimum
values.
Table 713-6 — Minimum Fluorescence Luminance Factor (YF
Color
YF Initial Requirement
YF Minimum Requirement
Fluorescent Orange
20
15
713.11 Traffic Signals. Electrical conduit, pull boxes and junction boxes shall conform to the
requirements of Section 613 and subsection 715.06, and to the details shown on the plans.
Conductors shall be nineteen strand or seven stranded, tinned copper wire, rated at 600 volts
and individually insulated with heat -stabilized polyethylene. Conductors and cables shall be
copper and conform to Specification 19-1 of the IMSA.
Direct -burial cable shall be copper and conform to Specification 19-5 of the IMSA except that
conductors shall be seven, wire, stranded.
Pull rope shall be 1/8 inch nylon.
Messenger cable (span wire) shall be 3/8 inch diameter (minimum), seven wire stranded,
common galvanized, utilities grade, rated at 11,500 pounds, per ASTM A475.
Grounding and bonding wires, straps and electrodes shall be copper and conform to NEC Article
250.
1162
Adjustable face vehicle traffic control signal heads and associated equipment shall conform to
the general specifications and definitions contained in the latest issue of Technical Report No.
1, prepared by the ITE, and as shown on the plans.
Adjustable face pedestrian signal heads and associated equipment shall conform to the general
specifications and definitions contained in the latest issue of Technical Report No. 5, prepared
by the Institute of Traffic Engineers, and as shown on the plans.
Traffic signal lamps shall conform to the general specifications and definitions contained in the
latest issue of Technical Report No. 6, prepared by the Institute of Traffic Engineers. Lamps shall
be rated for operation at 120 volts AC. Lamp wattages shall be 60-69 Watts for all 8 -inch traffic
signals, 150 Watts for all 12 -inch traffic signals, 116 Watts for all 16 -inch pedestrian signals, or
as otherwise specified by the manufacturer.
LED Traffic Signal Section optical units shall meet or exceed ITE Adjustable Face Vehicular
Traffic Control and Pedestrian Signal Head Standards. In addition to this, LED optical units shall
conform to the following requirements:
(1) Wattage
Table 713-7 — Wattaae for Traffic Control Sianal Heads
Max. 35 watts
±5 watts for 12 -inch ball
Max. 30 watts
±5 watts for 8 -inch ball
Max. 15 watts
±5 watts for 12 -inch arrow
Max. 15 watts
±5 watts for PED hand symbol
Maximum total harmonic current distortion (THD) shall be < 20 percent.
Power factor shall be > 90 percent.
Load balance requirement: Load in one phase shall not exceed the load in any other phase
by 15 percent.
Note: THD and power factor requirements shall be waived for products designed to
operate at less than 14 watts.
(2) Voltage
Operating shall be between 85 and 130 VAC. Electronic circuitry shall assure proper
operation of the load switch and monitor in the control cabinet.
(3)
Circuit Configuration
The LEDs shall be connected to form multiple series circuits. All series circuits shall be
interconnected at intervals, forming subcircuits not exceeding 15 LEDs for the ball and
arrow signals, and 10 LEDS for the pedestrian hand symbol. In the event of an LED failure,
1163
these subcircuits shall limit the number of extinguished LEDs to no more than 4 percent of
the total on the ball and pedestrian hand signal lamps, and 6 percent of the total on the
arrow lamp.
(4) Enclosure
Shall be dust and water resistant.
(5) Operating Temperature
Between -40 °F and +165 °F
(6) Lens
Shall be replaceable, polycarbonate (UV stabilized "Lexan") convex lens; meet ITE color
standards; minimum of 1/8 inch thickness; and minimum light transmittance of 92 percent,
free from bubbles, flaws and other imperfections. Non-polycarbonate tinted lenses will be
accepted if they meet ITE color standards. Chromacity shall be measured uniform across
the face of the lens. Non-polycarbonate lenses shall also meet 3 1/2 -foot drop tests. The
outside face of the lens shall be smooth. Grooves, ridges, or both that may be used to
enhance optical characteristics of the LED optical unit shall be located on the inside face
of the lens.
(7)
Candlepower Distribution
Shall meet minimum ITE specifications. Intensity shall be measured uniform across the
face of the lens. Brightness shall be maintained in the event of voltage fluctuations or
voltage drops.
Beam Spread
30 degrees both horizontally and vertically.
Manufacturer's Warranty
Repair or replacement guarantee of five years covering all but accidental damage.
Foundations for poles, pedestals, posts, and cabinets shall conform to the requirements of
Section 601.
Bonding and grounding jumpers shall be copper wire or copper strap of the same cross
sectional area; the wire size shall be No. 6 AWG for all systems except the ground terminal
of controllers, which shall be No. 8 AWG.
All exterior parts of the signal heads requiring paint shall be painted Federal Yellow 595B No.
13538 unless otherwise specified.
1164
Traffic signal faces, which are rigidly supported on the top and bottom, may be of an approved
polycarbonate type unless otherwise shown on the plans.
713.12 Thermoplastic Marking Material. Thermoplastic marking material shall conform to
AASHTO M249 except for the following:
(1) In paragraph 3.1.2 of the AASHTO specifications, delete the first two sentences and replace
with the following:
The material manufacturer shall have the option of formulating the material according to its
own specifications. However, the binder shall be composed of alkyd resins where a
minimum of 70 percent (by weight) of the binder shall be maleic modified glycerol ester of
rosin. The physical and chemical properties contained in this specification shall apply
regardless of the type of formulation used.
(2) In paragraph 4.3 of the AASHTO specifications, add the following physical characteristics:
The infra -red spectra of the extracted binder will be compared to the characteristic
absorption bands of maleic modified glycerol ester of rosin.
(3)
In paragraph 6.1 of the AASHTO specifications, delete the second sentence and replace
with the following: The containers of thermoplastic material shall weigh approximately 50
pounds.
713.13 Preformed Plastic Material. Preformed plastic pavement marking material shall
conform to ASTM D4505 for one of the following requirements:
(1) Class 1 tape will not be permitted.
(2) Class 2: for lane lines, crosswalks, stop lines and edge lines.
(3) Class 3: for legends and symbols.
Preformed plastic pavement marking color shall conform to the requirements of ASTM D6628.
Preformed plastic pavement markings shall meet the dimensional requirements of ASTM D4505.
Skid resistance will not be considered a factor for acceptance.
The edges of the preformed plastic pavement marking shall be straight and uniform, and
consistently adhere to the pavement.
Unless otherwise stated in the Contract, preformed plastic pavement marking shall conform to
the following material requirements for the Type shown on the plans:
1165
Table 713-8 — Preformed Plastic Pavement Markin
Property
Type I
Type II'
Type III
Minimum
Thickness (mils)
75
75
60
Minimum Width
(in)
4
7
4
Initial
Retroreflectivity
Retroreflectivity level
1 per ASTM D4505
Retroreflectivity level
1 per ASTM D4505
Retroreflectivity level
II per ASTM D4505
Adhesion (°F)2
Roadway surface
temperature range of
50 °F — 115 °F3 per
ASTM Test Method
1000
Roadway surface
temperature range of
50 °F — 115 °F3 per
ASTM Test Method
1000
Roadway surface
temperature range of
50 °F — 115 °F per
ASTM Test Method
1000
Beads
Ceramic or
combination of glass
and ceramic
Ceramic or
combination of glass
and ceramic
Glass
Minimum
refractive index
1.7
1.7
1.5
Surface pattern
Minimum of 31 mils
and per ASTM
D4505
Minimum of 31 mils
and per ASTM
D4505
N/A
Table Notes:
1 Contrast pavement marking to be used for skip lines, lane lines and gore markings.
2 The adhesion temperature is identical to both the application and test temperatures.
3 Application at a lower temperature may be permitted as approved by the Engineer.
713.14 Preformed Thermoplastic Material.
(a) General. Preformed thermoplastic markings shall be composed of aggregates, pigments,
binders and glass beads, and shall conform to AASHTO designation M249 with the
exception of the relevant differences due to the fact that the material is supplied in a
preformed state. The material shall be either alkyd or hydrocarbon based. Only preformed
thermoplastic pavement marking material listed on the CDOT Approved Products List may
be used.
(b) Physical Requirements.
1. Graded Glass Beads. The material shall contain a minimum of 30 percent graded
glass beads by weight. The beads shall be clear and transparent. Twenty percent or
less shall consist of irregular, fused spheroids, or silica. The refractive index shall be
at least 1.50.
2. Pigments. White — Sufficient titanium dioxide pigment shall be used to insure a color
similar to Federal Highway White, Color No. 17886, conforming to Federal Standard
595.
1166
Yellow — Sufficient yellow pigment shall be used to insure a color similar to Federal
Highway Yellow, Color No. 13655, conforming to Federal Standard 595. The yellow
pigment shall be organic and contain no lead chromate.
3. Skid Resistance. The surface of the preformed thermoplastic markings shall provide
a minimum resistance value of 45 BPN when tested according to ASTM E303.
4. Thickness. The material shall be supplied at a minimum thickness of 125 mils.
5. Environmental Resistance. The preformed thermoplastic material shall be resistant to
deterioration due to exposure to sunlight, water, oil, gasoline, salt and adverse
weather conditions.
713.15 Pavement Marking Tape.
(a) Description. The marking tape shall consist of weather and traffic resistant yellow or white
colored reflective material. The material shall consist of conformable (metal foil) backing
with a pressure sensitive adhesive designed for adhesion to asphalt or concrete surfaces.
(b) Requirements.
1. Color. The color of the visible or outer surface shall closely match the white or yellow
traffic marking paint specified for highway delineation. Glass beads shall be strongly
adhered to the tape.
2. Reflectance. The white and yellow tapes shall have the following initial minimum
reflectance values at 0.20° and 0.50° observation angles and 86.00° entrance angle
as measured per the testing procedures of Federal Test Method Standard 370. The
photometric quantity measured is specific luminance (SL) and is expressed as
millicandelas per square meter per lux.
Table 713-9 — Specific Luminance (SL
Color
White
White
Yellow
Yellow
Observation Angle
0.2°
0.5°
0.2°
0.5°
Specific Luminance
1360
760
820
510
3. Adhesive. The striping tape shall be supplied in rolls ready for application and have a
precoated pressure sensitive adhesive, which shall not have a protective liner or require
a solvent activator.
4. Adhesion. The material shall adhere to asphalt and concrete surfaces when applied at
surface temperatures of 35 °F and above. Once applied, the tape shall adhere to the
pavement at subfreezing temperatures.
5. Conformability. The material shall be thin, flexible, conformable, and show no cracking,
flaking, or bead loss. Following application, the tape shall remain conformed to the
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texture of the pavement surface. The thickness of the material shall not be less than 17
mils.
6. Removability. The tape shall be removable by following manufacturers'
recommendations so long as the material is substantially intact. Removal shall not
require sandblast, solvents, or grinding methods.
7. Durability. The striping material applied per manufacturers' recommended procedures
shall be weather resistant and show no appreciable fading, lifting, or shrinkage during
the useful life of the line.
8. Packaging and Delivery. The striping material as supplied shall be of good appearance
and free from cracks. The edges shall be true, straight, and unbroken. The material
shall be supplied in rolls with no more than one splice per 50 yards of length.
The striping material shall be packaged per accepted commercial standards to prevent
damage during shipment and storage. The tape as supplied shall be suitable for use for
a period of at least one year following delivery when stored at temperatures of 100 °F
or below.
713.16 Pavement Marking Tape (Removable). Pavement marking tape designated in the pay
item as removable shall conform to ASTM D4592, Type I, and shall be four plus or minus 0.1
inches wide.
713.17 Modified Epoxy Pavement Marking Material. Only modified epoxy pavement marking
material that is on the CDOT Approved Products List may be used. Batches or lots of approved
products will be accepted on the project by Certificate of Compliance (COC) per subsection
106.12. The COC shall confirm that the material meets all the Department requirements and is
the same material that was preapproved in the product evaluation process.
(a) Formulation. Modified epoxy pavement marking material shall be a two component, 100
percent solids, material formulated to provide simple volumetric mixing ratio of two volumes
of component A and one volume of component B unless otherwise recommended by the
material manufacturer.
(b) Composition. The component A of both white and yellow shall be within the following limits:
Table 713-10 — Resin/Pigment Components (% by Weight
Pigment
White:
Yellow:
TiO2, ASTM D476, Type II
18-25
10-17
Organic Yellow
6-10
Epoxy Resin
75-82
73-84
The pigment for yellow modified epoxy shall contain no lead or other material such that the
cured epoxy could be considered a hazardous waste under EPA or CDPHE regulations.
1168
The Contractor shall submit to the Engineer a manufacturer's certification of compliance
with this requirement.
(c) Epoxide Number. The epoxide number of the modified epoxy's resin shall be the
manufacturer's target value plus or minus 50 as determined by ASTM D1652 for white and
yellow component A on pigment free basis.
(d) Amine Number. The amine number on the curing agent (component B) shall be the
manufacturers target value plus or minus 50 per ASTM D2071.
(e) Toxicity. Upon heating to application temperature, the material shall not produce fumes that
are toxic or injurious to persons or property.
(f)
(9)
Color. The modified epoxy material, without drop -on beads, shall correspond following
requirements:
White — Federal Standard No. 595B-17925. The Yellowness Index (YI) of white shall not
exceed 8.0 per ASTM E313-10 initially.
After 72 QUV exposure per ASTM G154 with a UVA-340 Lamp at an irradiance of 0.89
W/m2/nm with alternating cycles of 4 hours U.V @ 140 °F, and 4 hours' humidity @ 122 °F
the YI shall not exceed 15 when measured per ASTM E313.
The YI, after 500 -hour QUV testing as above, shall not exceed 27.
Yellow — Materials for pavement markings shall meet the initial daytime chromaticity that
fall within the box created by the following corner points:
Table 713-11 — Initial Daytime Chromaticity Coordinates (Corner Points
1
2
3
4
x
0.530
0.510
0.455
0.472
y
0.456
0.485
0.444
0.400
After 72 -hour QUV exposure per ASTM G154 with a UVA-340 Lamp at an irradiance of
0.89 W/m2/nm with alternating cycles of 4 hours U.V @ 140 °F, and 4 hours' humidity @
122 °F the Yellow shall fall within the initial chromaticity coordinates stated above.
Drying Time. The modified epoxy pavement marking material shall have a setting time to a
no -tracking condition of not more than 25 minutes at a temperature of 73 °F and above.
(h) Curing. The modified epoxy material shall be capable of fully curing under the constant
surface temperature condition of 35 °F and above.
(i)
Adhesion to Concrete. The catalyzed modified epoxy pavement marking material, when
tested according to ACI Method 503, shall have such a high degree of adhesion to the
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specified (4,000 psi minimum) concrete surface that there shall be a 100 percent concrete
failure in the performance of this test.
(J )
Hardness. The modified epoxy pavement marking materials, when tested according to
ASTM D2240, shall have a minimum Shore D Hardness value of 80. Samples shall be
allowed to cure at room temperature, 75 plus or minus 2 °F, for a minimum of 72 hours and
a maximum of 168 hours before performing the indicated test.
(k) Abrasion Resistance. The abrasion resistance shall be evaluated on a Taber Abrader with
a 1,000 -gram load and CS -17 wheels. The duration of the test shall be 1,000 cycles. The
wear index shall be calculated based on ASTM test method C-501 and the wear index for
the catalyzed material shall not be more than 60. The tests shall be run on cured samples
of material that have been applied at film thickness of 15 plus or minus '/2 mils to code S-
16 stainless steel plates. The samples shall be allowed to cure at 75 plus or minus 2 °F for
a minimum of 72 hours before performing the indicated tests.
(I) Tensile Strength. When tested according to ASTM D638, the modified epoxy pavement
marking materials shall have a tensile strength of at least 6,000 psi. The Type IV Specimens
shall be cast in a suitable mold and pulled at the rate of 1/4 inch per minute by a suitable
dynamic testing machine. The samples shall be allowed to cure at room temperature, 75
plus or minus 2 °F, for a minimum of 72 hours and a maximum of 168 hours before
performing the indicated tests.
(m)
Compressive Strength. When tested according to ASTM D695, the catalyzed modified
epoxy pavement marking materials shall have a compressive strength of at least 12,000
psi. The cast sample shall be conditioned at room temperature, 75 plus or minus 2 °F, for
a minimum of 72 hours and a maximum of 168 hours before performing the tests. The rate
of compression of these samples shall be no more than 1/4 inch per minute.
713.18 Raised Pavement Marker. Raised pavement marker shall not be less than 3.5 inches
or more than 4.5 inches in the major dimension and not more than 0.75 inch in height. The
marker shall contain a retroreflective element at least 0.38 square inch in area. The color of the
marker and the retroreflective element shall match the color of the pavement marking line. The
reflective quality requirements shall be at least equal to the following minimum values:
Table 713-12 — Raised Pavement Marker Reflective Quality Requirements
Observation Angle
Degrees
Entrance Angle
Degrees
Specific Intensity
Candela per Lux
(White)
Specific Intensity
Candela per Lux
(Yellow)
0.1
0
0.09
0.06
0.1
20
0.04
0.02
The marker shall be ceramic or plastic and shall be secured to old or new pavement using an
adhesive approved by the marker manufacturer.
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713.19 Methyl Methacrylate Pavement Marking. The Methyl Methacrylate material shall be
preapproved by the Department.
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Section 714 — Prestressed Unit Materials
714.01 Prestressing Steel. Prestressing reinforcement shall be manufactured from high tensile
strength steel or alloyed steel. Reinforcement size and grade shall be designated in the Contract.
Prestressing steel materials shall meet the appropriate following requirements:
(1) Seven wire steel strand shall meet the requirements of AASHTO M203. All furnished strand
shall be "weldless" per AASHTO M203, subsection 8.1.4. The Contractor shall furnish one
test specimen per coil. Each test specimen shall be 5 to 6 feet long.
(2) High tensile alloy bars shall meet the requirements of AASHTO M275. Unless otherwise
approved by the Engineer, the Contractor shall furnish two test bars per diameter size, per
heat number. Each test bar shall be 5 feet in length.
All testing specimens shall be furnished free of cost. If test specimens are not delivered in
time for tests to be performed before time of use, the Contractor may elect to incorporate
materials into the work at the Contractor's own risk. All test specimens shall be
representative of the furnished material lot. If ordered by the Engineer, selection of test
samples shall be witnessed by the Engineer's representative, at any location chosen by the
Engineer.
All prestressing unit materials shall be subject to interim inspection and testing, before,
during and after incorporation into the work, as ordered by the Engineer.
714.02 Anchorage Assemblies. If the anchorage assemblies are not attached to the
reinforcement samples, the Contractor shall furnish two anchorage assemblies, complete with
distribution plates, for each size or type to be used when requested by the Engineer.
714.03 Post -tensioning Products. The following lengths of materials shall be furnished by the
Contractor:
(1) For strand to be furnished with fittings; 5 feet between near ends of fittings.
(2) For bars to be furnished with threaded ends and nuts; 5 feet threads at ends.
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Section 715 — Lighting and Electrical Materials
715.01 General. Materials shall be of a standard line from a manufacturer that has at least three
installations of the same type that have been installed and active for a minimum of one year.
Electrical material shall be listed by the Underwriters' Laboratories, Inc. (UL), and shall conform
to the current edition of the National Electrical Code (NEC).
Material shall be the same as, or compatible with, that used and accepted by the agency
responsible for maintenance. The Contractor shall coordinate and conduct a final inspection with
the Engineer and each Owner upon completion of construction. This inspection shall assure that
all lighting and electrical materials comply with these requirements. The Engineer will obtain the
Owner's written approval before accepting the work.
The Engineer may inspect all lighting and electrical materials and accept or reject them at the
project site. Samples may be taken, or manufacturer's certifications may be accepted in lieu of
samples.
715.02 Light Standard Foundations and Concrete Foundation Pads. Concrete shall be
Class BZ for cast -in -place concrete foundations. All concrete shall conform to Section 601.
Anchor bolts shall be designed by the Contractor's Engineer and shown on the working
drawings, or as provided by the pole manufacturer. The threaded ends of the anchor bolts, the
nuts, and the washers shall be galvanized per ASTM A153. Galvanizing on anchor bolts shall
extend 2 to 4 inches beyond the threads.
Reinforcing steel shall conform to Section 602.
715.03 Light Standards.
(a) General. Structural components of light standards, bases, couplers, anchor bolts,
luminaires, and other attachments to be used for lighting shall be designed for a minimum
of 120 MPH wind speed, per AASHTO's LRFD Specifications for Structural Supports for
Highway signs, Luminaires, and Traffic Signals, Figure 3.8.2. For special wind regions, the
wind speed shall be per AASHTO's Section 3.8.3. The CDOT Bridge Design Manual,
Section 32.3 shall be used for Owner approved wind speeds.
Breakaway bases and couplers shall meet the breakaway requirements specified in
AASHTO's LRFD Bridge Design Specifications Section 12. Conformance shall be verified
by crash tests reviewed and accepted by FHWA. A certificate of compliance shall be
provided.
(b) Metal Light Standards. Metal light standards shall be fabricated of either steel or aluminum,
unless otherwise specified. Whenever the light standard metal is not specified, the
Contractor may furnish either steel or aluminum. Material type and shape of light standards
shall be the same throughout the project, unless otherwise shown in the Contract.
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Metal poles shall be tapered and shall be supplied with pole caps.
Standards shall have cable -entrance holes located in conformity with the type of arm
mounting used. Metal surfaces shall be free of imperfections marring the appearance and
of burrs or sharp edges that might damage the cable.
Aluminum alloys shall have a minimum yield strength of 25,000 psi. Aluminum poles, arms,
and fittings shall be made of aluminum alloy conforming to the following for the material
form required:
ASTM Standard
Alloy Number
B 209
6061-T6
B 211
6061-T6
B 221
6061-T6
B 221
6063-T6
B 221
6005-T5
B 241
6061-T6
B 241
6063-T6
Aluminum poles may also be made of aluminum alloy 5086-H34 conforming to ASTM B313
(excluding pressure and burst tests).
Aluminum mast arms shall be tapered unless otherwise shown on the plans.
Steel mast arms shall be made of Schedule 40 standard steel pipe conforming to ASTM
A53.
Steel poles, mast arms and base flanges shall be hot -dip galvanized per ASTM A123. Units
on which the spelter coating has been damaged shall be repaired as provided in AASHTO
M36, or other approved method.
Base flanges for both aluminum and steel poles shall have continuous welds both inside
and outside, unless otherwise permitted. Base flanges inserted into the pole and bonded
shall meet the requirements for materials and strength stated.
Base flanges for aluminum poles and transformer bases shall be aluminum castings of alloy
ANSI 356.0-T6 or UNS A03560 T6 conforming to ASTM B26 or an acceptable equivalent.
Each metal light standard shall be wired with a breakaway, submersible fused connector of
proper capacity rating. The fused connector shall be located in the transformer base. If the
light standard has no transformer base, the fused connector shall be located in the pole at
the hand hole.
Transformer bases shall have vandal resistant, removable access doors.
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The transformer base shall be a frangible breakaway type as shown in CDOT standard S-
613-1 and shall accommodate the anchorage and base flange of the light pole supplied.
Each transformer base shall have a 1/2 inch bolt or lug fastened inside the base for
grounding; the lug or bolt shall be visible from the door opening.
(c) Hardware. Hardware used with steel standards shall be either cadmium plated steel, hot
dip galvanized steel, or stainless steel. All hardware used with aluminum standards shall
be anodized aluminum or stainless steel. Bolts to be inserted in aluminum threads shall be
stainless steel with an anti -seize compound.
715.04 Luminaires and Lamps. Luminaires shall be UL or Intertek Testing Services (ETL) listed
for use in wet locations with a minimum IP66 rating. Luminaires shall be adaptable to the type
of power distribution system to be used.
(a) General. Luminaires shall conform to the following requirements:
1. Housing. The luminaire enclosure shall be an injection -molded or die-cast opaque
housing. The housing shall have a powder -coated, corrosion -resistant finish. The color
shall be gray or as specified per the project.
The housing shall have a door that provides access to all internal components. The
door shall be equipped with a safety catch and a latch. The housing shall have an
inner rolled flange to support the door frame. The door frame shall be an aluminum
casting, hinged to the housing. The door frame shall be sealed to the housing with a
molded silicone gasket and shall be secured with a minimum of four captive screws.
2. Optical Chamber. The luminaire distribution shall be equal to or less than an
Illuminating Engineering Society (IES) TM -15-11 Backlight, Uplight, and Glare (BUG)
ratings listed below in Table 715-1 based on initial luminaire lumens or Light Loss
Factor (LLF) = 1.0. Roadway luminaires with a U value greater than U0 shall not be
accepted. The optical chamber shall be completely sealed from the housing, or the
housing shall be completely sealed. A seamless one-piece memory -retentive gasket
shall seal the optical chamber or housing against the luminaire lens door. All wires
entering the optical chamber shall be gasketed at their point of entry. Socket
mountings, rivets used in the construction or support of the reflector system, and all
other penetrations into the optical chamber shall be completely sealed. The optical
chamber shall be watertight when the luminaire door is closed.
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Table 715-1 — Backlight, Uplight and Glare (Bug) Values
Luminaire Mounting
Location
Minimum Initial
Luminaire Lumen
Range
Backlight (B)
Rating
Maximum
Uplight (U)
Rating
Maximum
Glare (G)
Rating
Maximum
Non median- mounted
Less than 6,000
B1
U0
G1
Non median- mounted
6,000 - 14,000
B2
U0
G2
Non median- mounted
14,000 - 24,000
B3
U0
G3
Non median- mounted
Above 24,000*
B3
U0
G4
Median- mounted
Less than 6,000
B2
U0
G1
Median- mounted
6,000 - 14,000
B3
U0
G2
Median- mounted
14,000 - 24, 000
B4
U0
G3
Median- mounted
Above 24,000*
B4
U0
G4
Table Notes:
*By special application only.
3. Lens and Lens Door. The lens shall be either micro -lens fully sealed to maintain an
IP66 rating; or shall be constructed of clear, flat (for lamps over 3,200 lumens),
tempered glass. The glass shall be thermal -resistant and impact -resistant. The lens
shall be sealed to the door frame with continuous silicone gasketing. The door shall
have an easy -access, quick- release safety latch. The door shall have aluminum or
stainless steel quick -release hinge pins for tool -less or one -hand easy and secure
opening. When the door is closed, the electrical component compartment and the
optical chamber shall be completely sealed.
4. Electrical Components. All components shall be listed for wet locations by
Underwriters Laboratory (UL), ETL or by an Occupational Safety and Health
Administration Nationally Recognized Testing Laboratory (OSHA NRTL). Luminaires
shall operate from 120 to 277 VAC or be adaptable to the type of power distribution
system to be used. All internal wiring and quick disconnects shall be rated for at least
600 VAC and insulated for 302 °F. The dimmable driver shall be easily removed from
the luminaire housing without the use of tools. The following components shall be per
corresponding sections of ANSI C136.37:
A. Wiring and grounding electrodes;
B. Terminal blocks for incoming AC lines;
C. 7 -pin Photocontrol receptacle; and
D. Latching and hinging.
(b) Roadway Luminaires. Roadway luminaires shall be Light Emitting Diode (LED) type with
integral driver, flat lens, aluminum housing, and be UL or ETL listed for wet locations. All
luminaires for the project shall be the same type and design unless the plans specify
otherwise.
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The luminaire and all components shall be UL or ETL listed for wet location and shall have
minimum ingress protection rating of IP66.
The light source shall be composed of LED modules connected to a non-integrated driver and
be ready for connection to a production line luminaire. Luminaires utilizing integrated driver LED
light sources, screw -based products, or panel retrofit products shall not be used.
The luminaire shall have a Type II, III, or IV distribution for non -median mounted luminaires, and
Type II, III, IV or V distribution for median mounted luminaires.
Transmissive optical components shall be applied per LED manufacturer's Original Equipment
Manufacturer (OEM) design guidelines to ensure suitability for the environment in which the
luminaire is installed.
Luminaires shall utilize an adjustable slipfitter-type mounting system for installation on 1.25 -inch
(1.66 -inch outer diameter (o.d.)) to 2 -inch (2.375 -inch o.d.) diameter pipe tenons. Slipfitter shall
consist of a two-piece clamp and four 9/16 -inch hex bolts. Slipfitter shall allow for a vertical tilt
adjustment of plus or minus 5 percent in order to mount luminaire plumb to foundation for a U0
rating (no uplight). Luminaires shall be equipped with integrated leveling bubble.
Access to all internal parts requiring replacement shall not require tools ("tool -less entry").
The luminaire housing shall be constructed of aluminum alloy.
The power supply and driver shall be provided in compliance with subsection 715.05. The
dimming driver shall be internal and thermally separated from the LED compartment.
The dimming 7 -pin photocell receptacle shall conform to subsection 715.04(d) below.
The luminaire finish shall be corrosion resistant super triglycidyl isocyanurate (TGIC) polyester
powdercoat. The color shall be gray or as specified per the project.
Powder coat: super TGIC polyester powder coat 2.5 mil nominal thickness.
Finish shall exceed a rating of 6 per ASTM D1654 after 1,000 hours of testing per ASTM B117.
The coating shall exhibit no greater than 30 percent reduction of gloss per ASTM D523, after
500 hours of ultraviolet (UV) testing at ASTM G154.
The effective projected area (EPA) for wind -loading calculations shall be no greater than 1.2
square feet.
The luminaire weight shall not exceed 45 pounds.
1177
The luminaire shall be tested per IES LM -79 and TM -21 certifying photometric performance and
rated life, respectively. IES LM -79 (performance) and TM -21 (predicted life at 55°C) testing shall
both be for the same luminaire's operating drive current.
The luminaire shall have a maximum Backlight rating as shown in Table 715-1, an Uplight rating
of U0, and a maximum Glare rating as shown in Table 715-1.
The luminaire system efficacy shall not be less than 85 luminaire lumens per input watt.
The luminaire shall have an external label per ANSI C136.15 and internal label per ANSI
C136.22.
(c) Light Sources. LED luminaires shall not be retrofit to existing luminaire housing; the
Contractor shall replace the housing along with the luminaire as a single unit. Light sources
shall be compatible with dimmable drivers supplied with the luminaires in which they are to
be installed. The same manufacturer shall provide all light sources of a similar type.
LED light sources shall meet or exceed the following requirements:
1. CCT, CRI and Flux:
A. Correlated Color Temperature (CCT) — All LED light sources shall emit white light
and have a CCT no greater than 3,400K nominal per ANSI C78.277.
B. Color Rendering Index (CRI) — All LED light sources shall have a minimum Color
Rendering Index (CRI) of 70 per the IES LM -79 test results.
2. Luminous Flux — LED light sources shall not exceed the junction temperature
recommended by the LED manufacturer. Luminous flux differences between LEDs shall
not exceed 10 percent.
3. LEDs shall have a minimum rated life of 70,000 hours per IES TM -21 at 55 °C at the
normal operating driver current for the specific luminaire. The lumen output shall be
maintained at 70 percent of initial rated lumens (L70) or greater at the rated life of the
luminaire.
4. LEDs shall be temperature rated for operation and storage within the range of -40 °C to
+50 °C, and shall withstand low and high frequency vibration (ANSI C136.31 Vibration
Level 3G) over the rated life of the light source.
5. Cooling System
A. Mechanical design of protruding external surfaces (heat sink fins) shall facilitate
hose -down cleaning and discourage debris accumulation.
B. The cooling system must be passive utilizing heat sinks, convection or conduction.
1178
C. Fans, diaphragms, pumps, or liquids shall not be used.
(d) Photocontrol Receptacle. Each roadway luminaire shall be furnished with a 7 -pin multi -
contact twist -lock outdoor lighting dimming receptacle per ANSI C136.41.
715.05 LED Drivers. LED drivers shall conform to the following:
(a) Dimming signal protocols are 0-10V direct current (DC) or Digital Addressable Lighting
Interface (DALI).
(b) The operating voltage shall be 120/277 -volt at 50/60 Hz, and the driver shall operate
normally with input voltage fluctuations of plus or minus 10 percent, consistent with NEMA
SSL-1, Electronic Drivers for LED Devices, Arrays or Systems.
(c) The minimum power factor (PF) shall be 0.90 at full input power and across specified
voltage range.
(d) The maximum total harmonic distortion (THD) shall be 20 percent at full input power and
across specified voltage range.
(e) The factory -set drive current shall be 700A or less unless approved by the Project Engineer.
If higher drive currents are proposed, the submittal must be accompanied with IES LM -79
and TM -21 test results for higher operating drive current.
(f)
(9)
Drivers shall be at a minimum Restriction of Hazardous Substances (RoHS) 1 compliant.
The rated case temperature for operation and storage shall be rated for up to plus 85 °C.
The LED driver shall be rated for an ambient operating temperature within the range of
minus 40 °C to plus 50 °C.
(h) All electronics of the power supply shall be protected from all electrical surges with an
elevated(10kV) electrical immunity rating including, but not limited to, lightning strikes and
stray current in rebar and concrete. Surge protection shall be integral to the LED power
supply.
(i)
The luminaire, including driver, shall consume no more than 4 watts in the off state power.
1. Electrical immunity (including surge protection): The luminaire shall meet the
"Elevated" 10kV/5kA requirements per IEEE/ANSI C136.2. The manufacturer shall
indicate whether failure of the electrical immunity system can possibly result in
disconnection of power from the luminaire.
2. Electromagnetic interference: The driver shall comply with Federal Communications
Commission (FCC) 47 Code of Federal Regulations (CFR) part 15 non -consumer
1179
radio frequency interference (RFI) and/or electromagnetic interference (EMI)
standards.
715.06 Alternative Power Sources. Electrical power systems not connected to an electrical
power grid shall be one of the following:
(a) General. Alternative power source systems shall conform to the following:
1. The assembly shall be UL or ETL listed for wet location and shall have a minimum
ingress protection rating of IP66.
2. The assembly shall withstand low and high frequency vibration (ANSI C136.31
Vibration Level 3G) over the rated life the assembly.
(b) Battery. All batteries shall conform to the following and shall be approved by the Project
Engineer:
1. General
A. The battery shall have an extended operating temperature rated for operation
and storage within the range of minus 40°C to plus 85 °C.
B. The nominal voltage shall be 12V.
C. Shall have no less than 80 percent capacity after 12 months of storage at 25 °C.
D. Batteries used for roadway luminaires shall have a minimum rated capacity for
three days autonomy without charge, at full light output for the three-day duration.
E. Batteries shall be rated for a 5 -year design life.
(c) Solar Panel. Solar panels shall be n -type, mono crystalline silicon, with greater than or
equal to 20 percent efficiency at 25°C. All solar panels shall be approved by the project
Engineer.
(d) Wind Turbine. All wind turbines shall conform to the following and be approved by the
Project Engineer.
1. Shall consist of an axial flux coreless permanent magnet synchronous generator.
2. Blade materials shall be reinforced polyamide.
3. Shall include anti -vibration mounts.
4. Shall include regulation to stop turbine from rotating when system is fully charged, or
wind gusts are above design speeds.
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5. The noise generated by the entire assembly shall be less than 55dBA at the adjacent
edge of right of way.
715.07 Conduit. Unless otherwise specified, conduit shall be rigid metallic or semi -rigid plastic
electrical conduit. Metallic conduit shall be clean, free of burrs, and galvanized. All semi -rigid
plastic conduit shall be Schedule 80 and shall be compliant with all ASTM and Bellcore TW-
NWT-000356 requirements.
Plastic conduit shall be a semi -rigid type currently recommended and UL listed for the proposed
use. Underground plastic conduit for street lighting shall conform to ASTM F441 Schedule 80.
Fittings shall be the type used outside the conduit. Fittings shall connect the conduit in a manner
that makes the joints watertight.
All HDPE conduit shall be factory lubricated, low friction, high -density conduit constructed of
virgin high -density polyethylene resin. Conduit shall be capable of being coiled on reels in
continuous lengths, transported, stored outdoors, and subsequently uncoiled for installation,
without affecting its properties or performance.
PVC conduit shall be certified by the manufacturer as meeting ANSI/UL 6 and 651. The
manufacturer shall be ISO 9000 compliant.
Electrical Conduit (Plastic) shall be PVC or HDPE and installed by direct burial methods such as
plowing, open trenching, or other excavation methods.
The installation of conduit shall be performed in such a manner as to avoid unnecessary damage
to streets, sidewalks, utilities, landscaping, and sprinkler systems. Excavations and conduit
installation shall be performed in a continuous operation. All trenches shall be backfilled by the
end of a shift. The material from trenching operations shall be placed in a location that will not
cause damage or obstruction to vehicular or pedestrian traffic or interfere with surface drainage.
The following conduit colors shall be used so that the contents can be easily identified. If more
than three conduits are installed, then the other colors shall be grey and blue:
1. Conduit for fiber —Orange
2. Conduit for power —Red
3. Conduit for other —Black
4. Conduit for future use —Grey
5. Conduit for future use —Blue
Junction boxes used in structures shall be galvanized steel, 6 inches square by 4 inches deep,
with weatherproof covers.
1181
Pull boxes and splice boxes shall be a minimum of 13 inches by 24 inches and 12 inches deep,
sized per NEC 314 and CDOT Standard S-613-3. Pull and splice boxes shall have heavy-duty
weatherproof covers rated for roadway applications. The housing shall be resistant to sunlight
exposure, weathering, and chemicals; it shall be unaffected by freeze/thaw cycles. Covers shall
fit flush to the sidewalk, turf area, or roadway surface. Hardware and inserts shall be stainless
steel. The cover for street lighting circuits shall be marked "ELECTRICAL" or "STREET
LIGHTING". The cover shall list the minimum HS load rating of 22,500 psi.
715.08 Lighting Circuitry and Wiring. All wiring shall be copper with 600 -volt insulation, rated
for outdoor use. Wire sizes #14 AWG through #10 AWG shall be solid copper. Wire sizes #8
AWG and larger shall be stranded copper; except, service ground conductors to grounding
electrodes shall be #4 stranded, insulated copper. All conductor sizes shall be, at minimum,
sized to the breaker amperage feeding the circuit per NEC Table 310.16.
A breakaway submersible, in -line fuse holder and fuse for each hot conductor and breakaway
submersible connector shall be installed on the neutral if a neutral is required. The grounding
wires shall not be fused or breakaway.
Fuse connectors shall be installed in the phase wires of their respective circuits at the junction
box located as a back box to the luminaire or within the pole base or transformer base. The
Contractor shall provide sufficient excess conductor length to allow withdrawal of the connected
fuse holder from the hand hole. Fuses and fuse holders shall be UL listed and shall be installed
in such a manner that the fuse stays with the load side when holder is separated. The Contractor
shall form loops in the leads on each side of the fuse holders and so position the fuse holders
that they may be easily removed or inserted through the opening of hand hole. All electrical
apparatus used in the lighting system shall be rated to adequately handle the necessary loads
and shall conform to power source requirements.
Bonding and grounding electrodes shall conform to the requirements of subsection 613.08.
715.09 Secondary Service Pedestals, Lighting Control Centers, and Meter Power
Pedestal. Secondary Service Pedestals, Lighting Control Centers, and Meter Power Pedestals
shall be metal conforming to ANSI C47.12.28, Pad Mounted Enclosure Integrity Standard and
shall be the nominal size and dimensions shown in the Contract.
The cabinets shall be constructed of 12 -gauge corrosion -resistant steel with hoods and covers
constructed of 14 -gauge corrosion- resistant steel. Cabinets shall be MEMA 3R or NEMA 4
construction and shall be UL listed as "Enclosed Industrial Control Equipment" (UL508A).
Cabinets shall be vandal resistant dead -front enclosures.
The cabinet's external finish shall be polyurethane industrial grade powder paint of 1.7 mil
minimum thickness. The cabinet's internal finish shall be polyurethane industrial grade powder
paint of 1.7 mil minimum thickness or bare aluminum.
1182
All external fasteners, rivets, screws and bolts shall be stainless steel. Fasteners, except sealing
screws, shall not be removable by external access. Hinges shall be stainless steel continuous
piano hinge type hinges.
External nameplates shall be permanently attached to the cabinet. A stainless steel handle shall
be provided on the front exterior of each cabinet door or hood. Cabinet shall be equipped with a
three-point latch. All handles shall be pad lockable per Weld County requirements.
The cabinet shall have separate isolated sections for metering equipment (if required), utility
termination, and Weld County equipment. All sections must be sealed and pad lockable. The
metering section shall have a hinged swing back hood with an integral hinged polycarbonate
sealable window for visual access to meters. The utility termination section shall be sealed and
securable with a padlock. The section shall have a lift off cover with a stainless steel handle.
Sufficient clearance shall be provided for a 4 -inch diameter conduit for utility cables. Utility
landing lugs shall be UL listed and shall accommodate 6-#350 kcmil conductors. An optional
meter fusible disconnect ahead of the meter shall be provided for utility companies that require
them.
The Weld County compartment door shall be sealed and securable with a padlock. The
compartment door shall be anchorable in an open position. There shall be a print pocket on the
inside of the door. The print pocket shall hold all wiring schematics and instructions in a clear
weatherproof sleeve with a side opening. Required UL labeling shall be located on the inside of
the Weld County door. Distribution and control equipment shall be behind an internal dead -front
door with a quarter -turn securing latch and be hinged to open more than 90 degrees. The dead -
front door shall be hinged on the same side as the Weld County section door.
Pedestal mounting bolts shall not be visible or accessible externally. Pedestal mounting shall
include pedestal mounting base and hardware. Pad mounting shall include concrete pad
mounting base, anchor bolt kit and hardware.
Secondary service pedestals, lighting control centers, and meter power pedestals shall be rated
for 600 VAC, installed with protection against damage from greater currents. The pedestals and
centers shall be grounded with grounding electrodes in conformance with the current edition of
the National Electric Code (NEC). The following equipment is for a typical installation and may
or may not be required as shown on the plans:
(1) Fusible meter disconnect ahead of meter (optional per utility company requirements).
(2) Service meter pedestal or a meter socket. The Project Engineer shall confirm location of
meter. The meter shall confirm to the utility company requirements.
(3)
(4)
(5)
Service main circuit breaker that is installed in a circuit load center as sized on the plans.
Circuit load center with an all -copper bus for Weld County loads.
Circuit breakers.
1183
(6) Ground fault circuit interrupter receptacle (GFCI) (20 amp, 120 VAC NEMA 5-20R).
(7) Multiple pole light contactors.
(8) Test switch.
(9) Photoelectronic control with exterior mounted 3 -prong twist -lock receptacle.
(10) Mounting pans or false backs for circuit breakers, contactors, relays, switches,
transformers, and other types of electrical equipment mounted inside the cabinet.
(11) 18" snow skirt (floor stand kit), optional per the Project Engineer's requirements.
(12) Cabinet style HVAC unit (heating, ventilation, and air-conditioning), optional per the Project
Engineer's requirements.
The internal wiring of cabinets shall be assembled by a UL listed facility or by a licensed master
electrician, using UL listed components. Cabinets shall conform to one or more of the following
standards where appropriate: UL 50, Cabinets and Boxes; UL 67, Panel Boards; UL 869A,
Service Equipment; and UL 508A Standard for Industrial Control Panels.
Circuit breakers and equipment shall be labeled with an engraved permanent label on the dead -
front panel to indicate the circuit controlled.
Multiple Pole Light Contactors shall be "lighting" type, specifically rated for the type of lighting
load specified. The contactors shall have a 600 -Volt rating. All multiple pole light contactors shall
be unenclosed, single phase with the number of poles specified on plans; they shall be open
type lighting contactors with the rating shown or specified. Contactors shall be constructed for
surface mounting on a false back or bracket within a weatherproof cabinet. The contactor coil
shall operate on 120 Volt for 120/240 Volt circuits and 277 Volt for 277/480 Volt circuits. Contact
material shall be designed for LED driver loads and require no maintenance such as filing,
burnishing, or dressing at any time the contactor is in service.
A 277 VAC rated test switch or hand-off auto (HOA) switch shall be installed in the control
cabinets if shown. The test switch shall be a heavy-duty single pole switch or circuit breaker
rated at 20 amps and shall be installed in the control cabinet as a roadway lighting test switch.
The switch shall be wired to shunt the photoelectric control relay power contactor and energize
the lighting circuit contactors. The HOA switch shall be single or double pole, double throw,
center off with 15A contacts. The HOA switch shall be wired to the photocell control when switch
is in the Auto position, lighting contactor(s) shall close when photocell in in low light closure.
HOA shall be wired to energize the lighting contactor(s) closure when the HOA is in the Hand
position. The HOA's off position will turn off the control circuit.
1184
All components of the photoelectric control relays shall be housed in a weatherproof, locking,
non -rusting container. The photoelectric control relay shall be rated for long life LED loads and
attach to a three -prong locking receptacle by a twisting motion.
The photoelectric control relay shall meet or exceed the requirements of ANSI C136.10. The
photoelectric control shall be factory set to turn on lights when ambient lighting levels fall to 1.4
foot-candles plus or minus 0.2 foot-candles when operated at 120 VAC. When operated at 250
VAC, turn on shall not change more than plus or minus 0.3 foot-candles from the 120 VAC value.
The maximum off to on ratio shall be 1.5:1. The photoelectric control shall be a cadmium sulfide
photoelectric control encapsulated for humidity protection, or a silicon junction type
phototransistor. The photoelectric control shall be designed for normal operation at a dual
voltage of 105 V and 285 V. Power consumption shall be less than 1 watt. At the designated
voltage, the photoelectric control shall be capable of controlling a minimum load of 1,000 watts.
Minimum operating temperature range shall be from minus 40 °C to plus 65°C. A time delay
control circuit shall prevent false turn offs by transient lighting conditions. The unit shall include
a failsafe circuit for the lighting load such that the lighting systems remain energized if any
functional failure of the photoelectric control circuit occurs.
715.10 Heavy Duty Safety Switch. All switches shall be heavy duty rated. Switchblades and
jaws shall be fixable and plated copper. Switches shall have a pad lockable handle. Switches
shall have defeatable door interlocks that prevent the door from opening when the handle is in
the ON position (except for double -throw switches). Defeater mechanism shall be front
accessible. Switches shall have deionizing arc chutes. Switch assembly and operating handle
shall be an integral part of the enclosure base.
Switches rated 30 A to 600 A shall have reinforced, rejection type fuse clips. Switchblades shall
be readily visible in the "ON" and "OFF" position. Switch operating mechanism shall be non-
teasible, positive quick-make/quick-break type. Bail type mechanisms are not acceptable.
Fusible switches shall be suitable for service entrance equipment (except for 4 -pole switches
and 1200 A when used on 480Y/277 wye systems). Switches shall have line terminal shields
(except for non -fusible double throw switches).
Switches shall be suitable for systems capable of 200 kA at 480 V with Class J, L, R, or T fusing
as applicable for single -throw switches; 100 kA at 600 V for double -throw switches. Embossed
or engraved ON -OFF indication shall be provided. Double -make, double -break switchblade
feature shall be provided. Fuse pullers shall be provided on all NEMA 3R, 4X and 12 switches
through 200 A. Renewal parts data shall be shown on the inside of the door.
All enclosures shall be NEMA 3R unless otherwise noted. Other types, where noted, shall be
NEMA 4X watertight corrosion -resistant 316 stainless steel or NEMA 12 dust -tight and oil -tight
special industry (dual NEMA 12/3R rating through 800 A). All enclosures shall have a factory
installed ground terminal block. Nameplate shall be front cover mounted, containing a permanent
record of switch type, ampere rating, and maximum voltage rating. 30 A to 100 A, NEMA 4X or
NEMA 12 enclosures shall be provided with draw -pull latches.
1185
Section 716 — Water Line Materials
716.01 Cast Iron Pipe. Cast iron pipe shall conform to the requirements of Federal Specification
WW -P-421, Class 150 with Type III mechanical joints.
716.02 Welded Steel Pipe. Welded steel pipe shall be of the length, diameter and metal
thickness shown on the plans and shall conform to the following:
(1) Pipe shall conform to the applicable requirements of AWWA Standard C 200, Section 3,
manufactured from steel sheets conforming to ASTM A1011, Grade 33 or 36, plates
conforming to ASTM A283 Grade C or D, or ASTM A572 Grade 42; or it shall be
manufactured to meet the requirements of ASTM A53, Grade B or ASTM A139 Grade B or
C.
(2) Surface Preparation and Coating. Inside and outside surfaces shall be blast cleaned with
sand, steel grit, steel shot or a combination of steel grit and steel shot to remove mill scale
and rust, per subsection 509.24(b). Pipe that is cement mortar lined per AWWA Standard
C205 shall not be blast cleaned. Paint and coating schedule for pipe larger than 10 inch
shall conform to Table 716-1.
Pipes to be disinfected after installation, per AWWA Standards
Table 716-1 — For Pipes Carrying Potable Water
Buried Pipe
Buried Pipe
Exposed Pipe
Exposed
Pipe
Interior
Exterior
Interior
Exterior
Lined with
cement mortar
per AWWA
Standard C 205
80 mil thickness tape coating
systems for the exterior of steel
water pipelines per AWWA
Standard C 214
Lined with cement mortar
per AWWA Standard C 205
or coal tar epoxy per Corps
of Engineers C 200
Subsections
509.24 and
509.29
Table 716-2 — For Pipes Carrying Non -potable Water and for Sewers
Buried Pipe
Buried Pipe
Exposed Pipe
Exposed Pipe
Interior
Exterior
Interior
Exterior
Lined with cement
mortar per AWWA
Standard C 205 or coal
tar epoxy per Corps of
Engineers C 200
80 mil thickness tape
coating systems for the
exterior of steel water
pipelines per AWWA
Standard C 214
Lined with cement
mortar per AWWA
Standard C 205 or coal
tar epoxy per Corps of
Engineers C 200
Subsections
509.24 and
509.29
Type of pipe and its coating for pipe 10 inch and smaller shall be as shown on the plans.
Bell and spigot ends with rubber gaskets, flanges, mechanical couplings, or field -welded joints
may be used, as conditions require to join the pipe.
1186
All field welds shall conform to Section 509 and shall have linings and coatings replaced equal
to the original coating. Wire brushing shall be used where necessary to clean the pipe.
Where cement mortar lining is used with welded joints or bell and spigot ends with rubber
gaskets, the joint cut back shall be mortared after the pipe has been laid. This cement mortar
lining and application shall conform to AWWA Standard C 205.
On buried pipe coated with a tape coating system conforming to AWWA Standard C 214, the
field joints shall be cleaned, primed, and wrapped with two thicknesses of 35 -mil cold applied
elastomeric joint tape conforming to AWWA Standard C 209, Type 11.
Damage to the pipe lining or coating due to the Contractor's operation shall be repaired at the
Contractor's expense.
716.03 Galvanized Pipe. Galvanized pipe and fittings shall conform to the requirements of
ASTM A53.
716.04 Copper Pipe. Copper pipe shall conform to the requirements of ASTM B88, Type "K"
and shall be annealed. Pipe shall be supplied with solder type fittings.
716.05 Plastic Pipe. Polyethylene pipe (PE) shall conform to the requirements of ASTM D2104
when size, type, and schedule or series are designated or ASTM D2239 when size and pressure
ratings are designated. Polyvinyl Chloride pipe (PVC) shall conform to the requirements of ASTM
D1785 when size and schedule are designated or ASTM D2241 when size and pressure ratings
are designated.
All plastic pipe used as water pipe must bear the National Sanitation Foundation (NSF) seal of
approval.
716.06 (Unused).
716.07 Valves and Valve Boxes. Valves shall be designed to exceed the required working
pressure of the water line but shall not be less than the values.
(a) Gate Valves.
1. General. Valves shall have non -rising stems, unless otherwise specified, with inside
screw and shall open to the left or counterclockwise. Valves shall be equipped with
double O-ring stem seals conforming to AWWA C500. All valves shall have the
manufacturer's names, catalog number and working pressure molded or stamped
thereon. Valves shall be painted as specified in AWWA C500, Section 27, and shall
be furnished complete with all accessories. Ends of valve shall fit the pipe or fitting to
which attached (push -on, mechanical, bell -and -spigot or flanged).
2. Gate valves shall be for buried service; however, they shall be protected against
freezing above the frost line.
1187
3. Valves Smaller than 3 Inch. Valves shall be of the wedge -disc type with non -rising
stem, screw ends and bronze body. Metal composition of the body, center -piece and
other cast parts shall be cast bronze meeting the requirements of ASTM B62. All
packing shall have each ring cut to fit, with staggered joints. Continuous (spiraled)
packing shall not be used. Valves shall be provided with handwheels and stuffing box
glands. Unless otherwise specified, valves shall be for 200- pound water service.
4. Valves 3 Inch and Larger. Valves 3 inch and larger shall conform to AWWA C500,
except that they may be furnished with 2 -inch square operating nuts or hand -wheels.
Bypasses, when required, shall conform to the details shown on the plans or
established.
The intended position of the valve in the water line (either horizontal or vertical) shall
be as shown on the plans.
(b) Other Valves. Butterfly valves, globe valves, air relief valves, check valves, tapping valve
and sleeve and other appurtenances shall be as shown on the plans.
(c) Valve Boxes. Unless otherwise specified or shown on the plans, valve boxes shall be of
the adjustable screw type, complete with drop cover.
1188
Section 717 — Rest Area and Building Materials
717.01 General. All materials and equipment shall be new and shall be of recognized standard
quality.
717.02 Masonry and Masonry Wall Reinforcement.
(a) Masonry. Concrete blocks or concrete ornamental blocks shall be lightweight aggregate
concrete blocks conforming to ASTM C129, Type 1. Corner block shall be installed at all
wall openings. All block shall be uniform in color and be smooth textured. Ornamental block
shall be of the type as scheduled on the plans.
Structural glazed tile shall be of the types, color, and sizes shown on the plans.
Face brick shall be 2 1/4 inch x 3 5/8 inch x 7 5/8 inch (nominal 8 inch) modular size brick.
Brick required at ends of rowlock shall be solid brick (no holes). All face brick shall conform
to ASTM C216, Grade SW Type FBS (rough). The style of brick to be used shall be as
scheduled on the plans.
(b) Masonry Wall Reinforcement. Masonry wall reinforcement for curtain walls, shelter wall
panels and information center wall panels shall be ladder type for 6 -inch wall, 9 gauge,
galvanized, with deformed side rods.
"Z" ties for cavity walls of building shall be 3/16 inch x 6 -inch galvanized rod. Corrugated
wall ties shall be 7/8 inch x 7 -inch x 20 gauge galvanized steel.
717.03 Mortar for Masonry and Structural Glazed Tile. Mortar shall conform to subsection
704.04. Coloring shall be added to the mortar for the face brick to yield a mortar compatible with
or approximating the color of the face brick.
Remixing or retempering of mortar will not be permitted.
Waterproofing compound shall be used in all mortar. Mixing waterproofing compound with
mortar shall be in strict accordance with the manufacturer's instructions.
717.04 Metal Specialties.
(a) Metal Toilet Stalls. Metal compartments for toilet rooms shall be of the type and style as
scheduled on the plans.
Each toilet compartment shall be furnished with a cast alloy chrome plated Combination
Coat Hook and Bumper and a chrome plated, single -fold type toilet paper dispenser.
(b) Mirrors. Mirrors shall have clear anodized aluminum or stainless steel vandal -proof frames
with finish similar to #44 satin stainless steel. Corners shall be mitered and reinforced.
1189
Mirror glass shall be 1/4 inch thick, #1 quality polished plate, 18 -inch -wide x 24 -inch -high,
of the type and style as scheduled on the plans.
717.05 Sanitary Napkin Disposal. Sanitary napkin disposal shall be of the type and style as
scheduled on the plans.
717.06 Doors, Frames and Windows. General. All steel doors, door frames and windows shall
be as scheduled on the plans. All doors shall be full flush type, with no exposed seams.
(a) Frame and Window Construction. All frames shall be No. 16 -gauge steel, with 2 -inch face,
1/2 inch or 5/8 inch integral stops and 5 1/2 inch or 5 3/4 inch depth.
Window frames and door frames shall be shipped as "set up," when welded units are used,
with all comers and intersections welded and ground smooth. Frames may be knocked -
down when units with steel tabs are furnished. Window frames shall have bottom panels of
heights shown on the plans.
Hinge jambs shall be mortised for 4 1/2 inches x 4 1/2 inches template hinges and prepared
for the ANSI Universal lock strike or approved equal.
(b) Door Hardware. Hardware shall be reinforced and completely prepared for field attachment
into drilled and tapped holes.
All hardware, whether specifically mentioned or not, required to fully complete the work as
shown on the plans and in the specifications, shall be included and of the same type and
quality as that specified.
All hardware shall be as scheduled on the plans. Lockset shall conform to Federal
Specification FF-H-00106b, Series 86C-4 where applicable and shall be mortise type.
Finish of all hardware shall be U.S. 10 as identified in Fed. Spec. FF-H-00106b, Section
6.8, Table II.
(c) Hardware Sets. For hardware locations refer to the door schedule on the plans.
(d) Keying. All doors shall be keyed alike. Three keys shall be furnished per building.
717.07 Ceramic Tile. Unless otherwise specified, all tile shall conform to ASTM C126.
All floor tile shall be delivered to the job in unopened, sealed containers. They shall be
accompanied with a certificate of grade signed by the manufacturer and the Contractor, together
with adequate identification of the containers.
Ceramic floor tile shall be of unglazed tile of the style and pattern as scheduled on the plans.
Ceramic tile for the Mosaic shall be 1 -inch x 1 -inch squares and part squares. The colors and
placement shall be as shown on the plans.
1190
The Contractor shall submit samples to the Engineer for approval, in duplicate, of each kind of
tile proposed for use. When approved, one sample shall be retained for comparison with the
finished work.
717.08 Roofing, Flashing and Roof Insulation. General. All roofing materials shall bear the
manufacturer's label on sealed packages. All insulation shall be marked for proper identification.
Asphalt for applying roofing shall conform to ASTM D312, Types I, and III.
Felt for roofing shall be Type II (30 -pound type) (not perforated) for the base sheet, and Type I
(15 -pound type) (perforated) for additional layers. Felt shall conform to ASTM D226.
Roofing aggregate shall meet the quality requirements of subsection 703.02 and shall be graded
uniformly with 100 percent passing the 19.0 mm (3/4 inch) screen and 100 percent retained on
the 4.75 mm (No. 4) screen.
Lumber shall be construction grade or better, Douglas Fir, Larch or Hemlock.
Shingles shall be good grade (No. 2) cedar shingles, with a weight of at least 36 pounds per
bundle. All membrane roofing shall be four ply. Lumber roofing shall be as shown on the plans.
All joints shall be sealed with a two -component type, polysulfide-base synthetic rubber sealant
or an approved equal. Sealant shall meet the requirements of ANSI A116.1, Class B. Primer
shall conform to the requirements of the manufacturer of the sealant used.
Joint filler used as back up for sealant shall be plastic foam joint filler.
Care shall be taken to ensure that back-up material shall not contain any asphalt. (Asphalt is
incompatible with this type of sealant).
717.09 Carpentry. Ceiling panels, adhesive for panels, moldings to conceal joints, corners and
intersections of panels and walls, color and style of panels shall be as scheduled on the plans.
717.10 Interior Insulation. All insulation, except that required for roof or in frame walls, shall be
expanded polystyrene having a "K" factor of 0.26 (average) at a mean temperature of 70 °F and
a Perm rating of 1.2 or less, with thicknesses as shown on the plans. Adhesive for bonding the
insulation to the masonry walls shall be an asphalt emulsion material that is acceptable to the
manufacturer of the insulation. Insulation required for underside of roof or in -frame walls shall
be blanket -type fiberglass, thickness as shown on the plans with a density of 3/4 pound per cubic
foot and shall have a vapor barrier of the embossed vinyl, scrim reinforced, aluminum foil type.
717.11 Glass and Glazing. All glass shall be obscure type, 1/4" thick, rough one side and
polished one side or as called for on the plans.
All glass shall bear the identifying label of the manufacturer.
1191
717.12 Trash Receptacles. The trash receptacles shall be of the type and style as scheduled
on the plans. Each receptacle shall be furnished with 25 disposable polyethylene liners.
Receptacles shall be painted with baked enamel finish, Metallic Gray bottom and Sea Mist top.
717.13 Paint and Special Coating. The special makes of prepared paints, sealant or special
coatings that may be specified or otherwise required must be delivered in the original package
with the seals unbroken and labels attached.
717.14 Plumbing. The sanitary drainage system within the building and to the septic tank or
sanitary hookup shall be made of standard weight cast iron soil pipe. The pipe shall be furnished
in standard lengths with inner and outer surfaces concentric, smooth inside and free from
defects. Any pipe cracked in cutting shall be removed.
Cast iron pipe, including bell, shall weigh at least the following average weights per 5 foot of
length:
Table 717-1 — Pipe Weights per 5 -Foot Length
2 inches
20 pounds
3 inches
30 pounds
4 inches
40 pounds
6 inches
65 pounds
Fittings for cast iron pipe shall be standard design fittings of the same inside diameter as the
pipe with which they are used, and of equal quality and weight in all parts.
Cast iron pipe and fittings shall conform to Commercial Standard CS 188 for Standard Weight
Cast Iron Soil Pipe and Fittings.
Lead for caulking joints in cast iron pipe shall be soft pig. All oakum shall be pitched. Use 12
ounces of lead for each 4 -inch diameter of pipe used.
All hot and cold -water piping and supply lines above grade shall be Type L, copper pipe with
sweated and brazed fittings. Pipe, valves and fittings shall be of Bridgeport, Case or Mueller, or
an approved equal. Connections involving different metals shall require a dielectric union. Solder
shall be 95.5 tin and antimony and shall be applied as per manufacturer's instructions.
Underground water lines under concrete slab of the building shall be ASTM B88, Type "K" hard
drawn copper pipe with brazed fittings. Brazing material shall be silver solder.
Pipe for sewage vent lines shall conform to the Colorado Plumbing Code. A suitable vent screen
shall be provided for each vent line.
Underground water line to building, sanitary station and trailer pad shall be 100 -psi pressure
rated, virgin polyethylene pipe.
1192
Fittings shall be of polyethylene or nylon with stainless steel clamps. All pipe and fittings shall
be approved by the National Sanitation Foundation and shall bear that mark.
717.15 Heating and Ventilating.
(a) Heaters. The wall heaters shall be of the make and model scheduled on the plans.
(b) The forced air furnace shall be of the make and model scheduled on the plans with
adjustable pulley type belt drive blower. Motor shall be 120 V/60 cycle single phase.
Furnace shall be complete with cabinet, electric heating section, blower, filters, motor, belt
drive, adjustable pulley on motor, safety controls, relays, and all other items as may be
incidentally required for a complete and ready to operate installation. Capacity shall be as
indicated on the plans.
(c) Grills. Grill location, model, style and sizes shall be as shown on the plans.
(d) Thermostat. Thermostats shall be as specified under electrical work in subsection 717.16.
(e) Exhaust Fan and Curb. Exhaust fan shall be of the make and model scheduled on the
plans. Fan shall be mounted on a prefabricated curb equipped with automatic back draft
damper. Fan shall be operated by a timer. Fasten curb directly on top of sheathing.
(f)
Duct Work. Duct work shall be fabricated from galvanized steel sheets per recommended
practice as outlined in the current edition of the American Society of Heating, Refrigeration
and Air Conditioning Engineering Guide. Aluminum may be used at the Contractor's option
and shall conform to gauge shown in the table below. All duct work shall be fabricated from
the one material selected by the Contractor.
The following sheet gauges and thicknesses shall be used throughout:
Table 717-2 — Duct Work Sheet Gauaes and Thickness
Maximum
Side (Inch)
Steel U.S.
Gauge
Aluminum
Thickness (Inch)
Type Of Transverse
Joint*
Bracing
Up to 12
26
.020
S, Drive Pocket or Bar
Slips, on 7"-10" centers
None
13 to 18
24
.025
None
19 to 30
24
.025
1" x 1" x1/8" at 60"
Table Notes:
* Other joint connections of equivalent mechanical strength and air tightness may be used.
The flat side of all ducts shall be cross broken.
All horizontal ducts are to be supported with angle iron hangers secured to the construction
above, at intervals not to exceed 7'-10". All vertical riser ducts shall be supported at floor
and ceiling with angle iron rests secured to the ducts.
1193
(g) Outlets, Inlets and Vents. All outlets, inlets and vents shall be of the type and style called
for on the plans, or an approved equal.
717.16 Electrical.
(a) Conduit. Conduit below grade, finish floor elevation, or embedded in concrete shall be rigid
steel, hot dipped, sherardized or galvanized, unless otherwise specified. Each length of
conduit shall be stamped with the name or trademark of the manufacturer and shall bear
the Underwriter's Laboratories, Inc. label.
Thin wall electrical metallic tubing conduit will be permitted above grade, unless otherwise
noted on the plans.
(b) Conduit Fittings. Conduit fittings shall be compatible with the conduit furnished, with cast
covers and where installed exposed to the elements, shall have vellum or fiber gaskets.
(c) Conductors. All 120 and 220 -volt wire and cable shall be single conductor, soft drawn,
copper wire with 600 -volt insulation. Type TW shall be used for overhead runs. Type THW
shall be used in runs under floor slab inside building.
Cable serving water wells may be one cable of three conductors, Type USE; three single
conductors, Type USE, placed in the same trench; or two conductors Type UF, with ground
wire. The wire size shall be as shown on the plans with no splices below ground.
Cable serving outdoor lighting may be one cable of two conductors Type USE or two single
conductors, Type USE placed in the same trench. The wire size shall be as shown on the
plans with no splices below ground.
Main service cables shall be Type USE. Wire size shall be as shown on the plans for direct
burial type. Cable sheathing and insulation shall conform to ASTM D4227. Splices will not
be allowed between the utility pole and the main circuit breakers at building.
All wire smaller than #10 AWG, shall be solid copper and all wire #10 AWG and larger shall
be stranded copper wire.
Aluminum wire will not be allowed. Wire size not shown on the plans shall be sized
according to the requirements of the National Electric Code.
(d) Thermostat. Thermostat for controlling furnace or wall heaters shall be of the low voltage
type.
Thermostat for operating emergency light shall be 32-90 °F range, heavy duty, line voltage
type, to make contact on temperature drop.
(e) Emergency Light. The emergency light shall be weatherproof, with guard, red glass globe,
gasket and 6 volt, 25 watt, medium base extended service lamp.
1194
(f)
(9)
Device Plates. Device plates in Utility room shall be pressed steel to suit the device to be
covered. Device plate in Men and Women's rooms shall be stainless steel type 430.
Emergency Battery Charger. The charger shall be 6 volt, 50 -amp hour rated, operating on
110 -120 -volt AC, 60 cycle, without lights, mounted on a bracket supplied by the
manufacturer, complete with fast charge ammeter, trickle charge millimeter, test switch and
pilot lights. The battery shall be 6 -volt plastic or glass jar lead acid type. All shall be mounted
in a 20 gage minimum steel cabinet, adequately ventilated by louvers.
(h) Disconnect Switches. All safety switches shall be S/N, fused, and Type "ND" construction
as prescribed by the National Electrical Code. Weather-proof housing for exterior switches
shall be provided.
(i)
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Timer. Timer for exhaust fan shall be 10 ampere, SPDT, 120 V for intermittent operation. A
24 -hour dial with 96 tabs to permit 15 -minute switching changes shall be provided.
Miscellaneous. Lighting switches, receptacles, hand dryers, photoelectric cells, contactors,
switches, panels, lighting fixtures, area luminaires and poles shall be the style, type and
color as scheduled on the plans. Note: The Contractor shall furnish the Engineer three
portfolios (bound copies) containing names of manufacturers, cuts and curves of all lighting
fixtures to be used on the project within 30 days after approval of all materials has been
made. The portfolios shall be made on 8 1/2 inch x 11 inch sheets, with cuts glued on and
fixtures identified by number as per specifications. These portfolios will not be returned and
will become the property of the Department.
717.17 Sewer, Septic Tank, Leaching Field, Sanitary Station and Sewer Lift Station.
Concrete reinforcing steel, concrete pipe and sewer piping (vitrified clay, plastic, and cast iron)
and associated construction methods shall be as specified under the appropriate subsections of
Section 600 or 700.
Cast iron manholes and waterstops for septic tanks and water tower and hatch for trailer sanitary
station shall be the type and size as scheduled on the plans.
The gravel material used for leaching fields shall be crushed stone, crushed or natural gravel
meeting the following grading requirements:
Table 717-3 — Leach Field Gravel Material Gradation
Sieve Size
Mass Percent Passing Square Mesh Sieves
25.0 mm (1 inch)
100%
19.0 mm (3/4 inch)
95%-100%
4.75 mm (No. 4)
0%-5%
1195
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