HomeMy WebLinkAbout20221273.tiffRESOLUTION
RE: APPROVE INTERGOVERNMENTAL AGREEMENT FOR DEVOLUTION AND
MAINTENANCE OF WELD COUNTY WAY (COUNTY ROAD 64, AKA O STREET,
NEAR U.S. HIGHWAY 85) AND AUTHORIZE CHAIR TO SIGN
WHEREAS, the Board of County Commissioners of Weld County, Colorado, pursuant to
Colorado statute and the Weld County Home Rule Charter, is vested with the authority of
administering the affairs of Weld County, Colorado, and
WHEREAS, the Board has been presented with an Intergovernmental Agreement for the
Devolution and Maintenance of Weld County Way (County Road 64, aka O Street, Near
U.S. Highway 85) between the County of Weld, State of Colorado, by and through the Board of
County Commissioners of Weld County, on behalf of the Department of Public Works, and the
Colorado Department of Transportation, commencing upon full execution of signatures, with
further terms and conditions being as stated in said agreement, and
WHEREAS, after review, the Board deems it advisable to approve said agreement, a copy
of which is attached hereto and incorporated herein by reference.
NOW, THEREFORE, BE IT RESOLVED by the Board of County Commissioners of
Weld County, Colorado, that the Intergovernmental Agreement for the Devolution and
Maintenance of Weld County Way (County Road 64, aka O Street, Near U.S. Highway 85)
between the County of Weld, State of Colorado, by and through the Board of County
Commissioners of Weld County, on behalf of the Department of Public Works, and the Colorado
Department of Transportation, be, and hereby is, approved.
BE IT FURTHER RESOLVED by the Board that the Chair be, and hereby is, authorized
to sign said agreement.
The above and foregoing Resolution was, on motion duly made and seconded, adopted
by the following vote on the 4th day of May, A.D., 2022.
BOARD OF COUNTY COMMISSIONERS
WELD BOUNTY, COLORADO
ATTEST: did.%)ido;t1
Scott K. James, Chair
Weld County Clerk tq the Board
BY:
Deputy Clerk to the Boar
APP ' -V
ounty Attorney
Date of signature: 5/4/22
cc..P0 CM/GH)
5/4 /22
to/it/22
2022-1273
EG0080
MEMORANDUM
TO: Board of County Commissioners
DATE: May 4, 2022
FROM: Elizabeth Relford, Deputy Director
Public Works Department
SUBJECT: Weld County Way Maintenance IGA - CDOT
This maintenance contract is an Intergovernmental Agreement (IGA) with the Colorado
Department of Transportation (CDOT) and Weld County for the Weld County Way. CDOT
designed and constructed the Weld County in response to the railroad closure of O Street east.
The purpose of this agreement is for CDOT to provide a five-year maintenance warranty on the
concrete panels identified in Exhibit B and Weld County agrees to accept maintenance of the
Weld County Way upon approval of CDOT's devolution process.
Public Works recommends the Board authorize the Chair's signature on the agreement. I am
available to answer any questions you may have.
2022-1273
05/c)ci
F_,C,O0WO
DocuSign Envelope ID: 29244206-06DA-4F04-914D-E4D5D4216F9C
Maintenance and Operations
US 85 Et 0 Street Int. Impv.
The Weld County Way
Weld County
Region # 4 (SMW)
Routing #: 22-HA4-XC-OOO74
OLA #: 331002764
Project # C 0853-120 (23186)
CMS# 178591
AGREEMENT
THIS AGREEMENT, executed this day of 10/10/2022 20_, by and between the
State of Colorado for the use and benefit of the COLORADO DEPARTMENT OF TRANSPORTATION
(the "State" or "CDOT"), and WELD COUNTY "Local Agency"; CDOT and the Local Agency
individually shalt be referred to as a "Party", and together shall be referred to as the "Parties."
RECITALS
CDOT has designed and constructed improvements for US 85 and the 0 Street Intersection in
Weld County, Colorado, hereinafter referred to as the "Project" and/or CDOT has constructed
a Permanent Water Quality ("PWQ") facility and related elements for preventing stormwater
pollution hereinafter collectively referred to as the "Facilities"; and
The Parties recognize the importance and benefit to their respective systems by the Local
Agencies' operation and maintenance of a portion of the Project and/or Facilities; and
The Parties desire to agree upon the division of responsibility for their respective maintenance
and operation obligations on the Project (the "Work") and/or on the Facilities (the "Work") as
shown in Exhibit A pursuant to S43-2-135, C.R.S.; and
Devolution of the Project to Weld County is anticipated.
The Local Agency is adequately staffed and, suitably equipped to undertake and satisfactorily
carry out its operations and maintenance responsibilities under this agreement; and
Required approval, clearance and coordination has been accomplished from and with appropriate
agencies; and
This agreement is executed by the State under authority of SS43-1-106, 43-1-110, 43-1201, et
seq., 43-2-102, and 43-2-144, C.R.S., as amended; and
The Local Agency agrees by its execution hereof that it is duly authorized to enter into this
agreement. Authorization may be evidenced by an appropriate ordinance/resolution or authority
letter. A copy of any such ordinance/resolution or authority letter may be attached as Exhibit B;
and
These recitals are hereby incorporated into the terms of this Agreement.
NOW, THEREFORE, it is hereby agreed that:
I. Scope of Work
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Routing # 22-HA4-00074
OLA # 0331002764
Project # C 0853-120 (23186)
The "Work" under this agreement shall consist of the maintenance and operations of the
Project and/or Facilities for US 85 and the O Street Intersection in Weld County, Colorado,
as set forth and depicted in Exhibit A.
II. CDOT Commitments
A. The State will provide liaison with the Local Agency through:
Name a Title Chad Hall, Project Manager
Region 4
Address 10601 West 10th Street
City, CO Greeley, CO
Phone: 970.350.2227
Email: chad.hall@state.co.us
B. Upon the execution of this agreement, CDOT shall accept maintenance responsibility
for the project.
C. Maintenance responsibility for the project will continue to be a CDOT commitment until
devolution of the project to Weld County is completed. Maintenance responsibility for
the project will transfer to Weld County upon devolution of the Project to Weld County.
D. As set forth and depicted in Exhibit A, slab replacement, if any, may occur after
devolution of the Project to Weld County.
E. By approving this agreement, CDOT grants the County access to enter CDOT Right of
Way("ROW") to perform inspection. Though a separate access permit will not be
required, notification to CDOT of a Local Agency approved and CDOT accepted Method
of Handling Traffic (MHT) shall be required for any work impacting traffic.
F. CDOT agrees it will not remove or alter the Facilities in such a way that reduces the
documented treatment area as originally constructed. Should CDOT modify the
Facilities to add additional treatment area, the changed treatment area shall be
documented via a drainage report and submitted to the Local Agency for review and
acceptance. CDOT may perform major reconstruction or capital improvement of the
Facilities, if necessary, only after funding for the improvement has been identified and
obtained per CDOT Updated Procedural Directive 501.1, Requirements for Storm
Drainage Facilities and Municipal Separate Storm Sewer System Facilities (MS4),
effective April 22, 2016.
III. Local Agency Commitments
A. The Local Agency will provide liaison with the State through:
Name >:t Title Elizabeth Relford, Deputy Director Public Works
Local Agency Weld County
Address 1111 H St.
City, CO Greeley, CO
Phone: 970.400.3748
Page 2 of 8
Routing # 22-HA4-00074
OLA # 0331002764
Project # C 0853-120 (23186)
Email: erelford@weldgov.com
B. Maintenance services to be performed by the Local Agency at its sole expense under
this agreement shall include the services shown in Exhibit A.
C. The Local Agency grants CDOT access to enter Local Agency ROW to perform CDOT's
maintenance duties.
IV. Joint Commitments
A. If safety concerns are identified relating to the Construction Project and/or Facilities,
CDOT will partner with the Local Agency and any other affected local jurisdictions to
identify the appropriate response to maintain safe and functional Construction Project
and/or Facilities.
B. In the event the Construction Project and/or Facilities fail due to surpassing their
useful life cycle, the Parties will be responsible for improvements that are not covered
by maintenance responsibilities of the Local Agency pursuant to Exhibit A. Only after
funding for the improvement has been identified and obtained may the Parties perform
major capital improvement of the Project and/or the Facilities. If work is performed
without an agreement or funding secured it is done at that parties' own expense.
C. Any fines levied against CDOT, or the Local Agency shall be the responsibility of the
Party whose action or inaction is the cause of the fine, regardless of which Party the
fine is levied against.
D. Prior to slab replacement, both Parties will receive the test data to jointly develop the
process for identifying which, if any, slabs are substandard as identified in Exhibit A.
V. General Provisions
A. This Agreement is subject to such modifications as may be required by changes in federal
or State law, or their implementing regulations. Any such required modification shall
automatically be incorporated into and be part of this Agreement on the effective date
of such change as if fully set forth herein. Except as provided above, no modification of
this Agreement shall be effective unless agreed to in writing by both Parties in an
amendment to this Agreement that is properly executed and approved in accordance with
applicable law.
B. To the extent that this agreement may be executed and performance of the obligations
of the Parties may be accomplished within the intent of the agreement, the terms of this
Agreement are severable, and should any term or provision hereof be declared invalid or
become inoperative for any reason, such invalidity or failure shall not affect the validity
of any other term or provision hereof. The waiver of any breach of a term hereof shall
not be construed as a waiver of any other term, or the same term upon subsequent
breach.
C. This Agreement is intended as the complete integration of all understandings between
the Parties. No prior or contemporaneous addition, deletion, or other amendment hereto
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Routing # 22-HA4-00074
OLA # 0331002764
Project # C 0853-120 (23186)
shall have any force or effect whatsoever, unless embodied herein by writing. No
subsequent novation, renewal, addition, deletion, or other amendment hereto shall have
any force or effect unless embodied in a written agreement executed and approved
pursuant to the State Fiscal Rules.
D. Except as herein otherwise provided, this Agreement shall inure to the benefit of and be
binding upon the Parties hereto and their respective successors and assigns.
E. The term of this Agreement shall begin the date first above written and shall extend for
the useful life of the improvements, unless earlier modified or terminated by written
agreement of the Parties hereto.
F. It is expressly understood and agreed that the enforcement of the terms and conditions
of this Agreement, and all rights of action relating to such enforcement, shall be strictly
reserved to the Parties hereto, and nothing contained in this Agreement shall give or
allow any such claim or right of action by any other or third person on such agreement.
It is the express intention of the Parties that any person or entity other than the Parties
receiving services or benefits under this agreement be deemed to be an incidental
beneficiary only.
G. Local Government Budget Law. The Parties understand and acknowledge that the CDOT
and the Local Agency are subject to the Local Government Budget Law of Colorado. Any
contract or agreement, whether verbal or written, purporting to bind CDOT or the Local
Agency to a fiscal obligation in violation of such law is void and of no effect, by operation
of law.
H. Governmental Immunity. The Local Agency, its officers, agents, and employees, are
relying on, and do not waive or intend to waive by any provision of this Agreement, the
monetary limitations or any other rights, immunities, and protections provided by the
Colorado Governmental Immunity Act, S24-10-101, et seq., C.R.S. as amended, or
otherwise available to the County and its officers and employees.
I. Dispute Resolution. If a dispute occurs over the test results or the interpretation of the
specifications, resolution of the dispute will proceed in the following manner:
1. If the dispute cannot be resolved by the designated Agreement representatives, it
shall be referred in writing to a senior CDOT management staff member designated by
CDOT and a senior manager designated by the Local Agency for resolution.
2. If the initial process described in Section 1,1, above, fails to resolve the dispute
within ten (10) business days, then the dispute shall be decided by the Executive Director
of CDOT. In connection with any appeal to the Executive Director, Local Agency shall be
afforded an opportunity to be heard and to offer evidence in support of its appeal.
Pending final decision of the dispute, CDOT and Local Agency shall proceed diligently
with the performance of this Agreement. The decision of the Executive Director shall be
final and conclusive and serve as final agency action.
Page 4 of 8
Routing # 22-HA4-00074
OLA # 0331002764
Project # C 0853-120 (23186)
3. This dispute clause does not preclude consideration of questions of law in
connection with the decisions provided for herein. Nothing in this Agreement, however,
shall be construed as making final the decision of any administrative official,
representative, or board on a question of law.
VI. COLORADO SPECIAL PROVISIONS (COLORADO FISCAL RULE 3-3)
These Special Provisions apply to all contracts (agreements) except where noted in italics.
A. Statutory Approval 524-30-202(1), C.R.S.
This Contract shall not be valid until it has been approved by the Colorado State Controller
or designee. If this Contract is for a Major Information Technology Project, as defined in
524-37.5-102(2.6), then this Contract shall not be valid until it has been approved by the
State's Chief Information Officer or designee. B. Fund Availability 524-30-202(5.5), C.R.S.
Financial obligations of the State payable after the current State Fiscal Year are contingent
upon funds for that purpose being appropriated, budgeted, and otherwise made available.
C. Governmental Immunity
Liability for claims for injuries to persons or property arising from the negligence of the
State, its departments, boards, commissions committees, bureaus, offices, employees and
officials shall be controlled and limited by the provisions of the Colorado Governmental
Immunity Act, S24-10-101, et seq., C.R.S.; the Federal Tort Claims Act, 28 U.S.C. Pt. VI,
Ch. 171 and 28 U.S.C. 1346(b), and the State's risk management statutes, 5524-30-1501,
et seq. C.R.S. No term or condition of this Contract shall be construed or interpreted as
a waiver, express or implied, of any of the immunities, rights, benefits, protections, or
other provisions, contained in these statutes.
D. Independent Contractor
Contractor shall perform its duties hereunder as an independent contractor and not as an
employee. Neither Contractor nor any agent or employee of Contractor shall be deemed
to be an agent or employee of the State. Contractor shall not have authorization, express
or implied, to bind the State to any agreement, liability or understanding, except as
expressly set forth herein. Contractor and its employees and agents are not entitled to
unemployment insurance or workers compensation benefits through the State and the
State shall not pay for or otherwise provide such coverage for Contractor or any of its
agents or employees. Contractor shall pay when due all applicable employment taxes
and income taxes and local head taxes incurred pursuant to this Contract. Contractor
shall (i) provide and keep in force workers' compensation and unemployment
compensation insurance in the amounts required by law, (ii) provide proof thereof
when requested by the State, and (iii) be solely responsible for its acts and those of
its employees and agents.
E. Compliance with Law
Contractor shall comply with all applicable federal and State laws, rules, and regulations
in effect or hereafter established, including, without limitation, laws applicable to
discrimination and unfair employment practices.
F. Choice of Law, Jurisdiction, and Venue
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Routing # 22-HA4-00074
OLA # 0331002764
Project # C 0853-120 (23186)
Colorado law, and rules and regulations issued pursuant thereto, shall be applied in the
interpretation, execution, and enforcement of this Contract. Any provision included or
incorporated herein by reference which conflicts with said laws, rules, and regulations
shall be null and void. All suits or actions related to this Contract shall be filed and
proceedings held in the State of Colorado and exclusive venue shall be in the City and
County of Denver.
G. Prohibited Terms
Any term included in this Contract that requires the State to indemnify or hold Contractor
harmless; requires the State to agree to binding arbitration; limits Contractor's liability
for damages resulting from death, bodily injury, or damage to tangible property; or that
conflicts with this provision in any way shall be void ab initio. Nothing in this Contract
shall be construed as a waiver of any provision of S24-106-109 C.R.S. Any term included
in this Contract that limits Contractor's liability that is not void under this section shall
apply only in excess of any insurance to be maintained under this Contract, and no
insurance policy shall be interpreted as being subject to any limitations of liability of this
Contract.
H. Software Piracy Prohibition
State or other public funds payable under this Contract shall not be used for the
acquisition, operation, or maintenance of computer software in violation of federal
copyright laws or applicable licensing restrictions. Contractor hereby certifies and
warrants that, during the term of this Contract and any extensions, Contractor has and
shall maintain in place appropriate systems and controls to prevent such improper use of
public funds. If the State determines that Contractor is in violation of this provision, the
State may exercise any remedy available at law or in equity or under this Contract,
including, without limitation, immediate termination of this Contract and any remedy
consistent with federal copyright laws or applicable licensing restrictions.
I. Employee Financial Interest/Conflict of Interest SS24-18-201 and 24-50-507,
C.R.S.
The signatories aver that to their knowledge, no employee of the State has any personal
or beneficial interest whatsoever in the service or property described in this Contract.
Contractor has no interest and shall not acquire any interest, direct or indirect, that would
conflict in any manner or degree with the performance of Contractor's services and
Contractor shall not employ any person having such known interests.
J. Vendor Offset and erroneous Payments §S24-30-202(1) and 24-30-202.4, C.R.S.
[Not applicable to intergovernmental agreements] Subject to S24-30202.4(3.5), C.R.S.,
the State Controller may withhold payment under the State's vendor offset intercept
system for debts owed to State agencies for: (i) unpaid child support debts or child support
arrearages; (ii) unpaid balances of tax, accrued interest, or other charges specified in
SS39-21-101, et seq., C.R.S.; (iii) unpaid loans due to the Student Loan Division of the
Department of Higher Education; (iv) amounts required to be paid to the Unemployment
Compensation Fund; and (v) other unpaid debts owing to the State as a result of final
agency determination or judicial action. The State may also recover, at the State's
discretion, payments made to Contractor in error for any reason, including, but not limited
to, overpayments or improper payments, and unexpended or excess funds received by
Contractor by deduction from subsequent payments under this Contract, deduction from
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Routing # 22-HA4-00074
OLA # 0331002764
Project # C 0853-120 (23186)
any payment due under any other contracts, grants or agreements between the State and
Contractor, or by any other appropriate method for collecting debts owed to the State.
K. PUBLIC CONTRACTS FOR SERVICES. SS8-17.5-101, et seq., C.R.S.
[Not applicable to agreements relating to the offer, issuance, or sale of securities,
investment advisory services or fund management services, sponsored projects,
intergovernmental agreements, or information technology services or products and
services] Contractor certifies, warrants, and agrees that it does not knowingly employ or
contract with a worker without authorization who will perform work under this Contract
and will confirm the employment eligibility of all employees who are newly hired for
employment in the United States to perform work under this Contract, through
participation in the E -Verify Program or the State verification program established
pursuant to S8 -17.5-102(5)(c), C.R.S., Contractor shall not knowingly employ or contract
with a worker without authorization to perform work under this Contract or enter into a
contract with a Subcontractor that fails to certify to Contractor that the Subcontractor
shall not knowingly employ or contract with a worker without authorization to perform
work under this Contract. Contractor (i) shall not use E -Verify Program or the program
procedures of the Colorado Department of Labor and Employment ("Department
Program") to undertake pre -employment screening of job applicants while this Contract
is being performed, (ii) shall notify the Subcontractor and the contracting State agency or
institution of higher education within three days if Contractor has actual knowledge that
a Subcontractor is employing or contracting with a worker without authorization for work
under this Contract, (iii) shall terminate the subcontract if a Subcontractor does not stop
employing or contracting with the illegal alien within three days of receiving the notice,
and (iv) shall comply with reasonable requests made in the course of an investigation,
undertaken pursuant to S8-17.5102(5), C.R.S., by the Colorado Department of Labor and
Employment. If Contractor participates in the Department program, Contractor shall
deliver to the contracting State agency, Institution of Higher Education or political
subdivision, a written, notarized affirmation, affirming that Contractor has examined the
legal work status of such employee, and shall comply with all of the other requirements
of the Department program. If Contractor fails to comply with any requirement of this
provision or SS8-17.5-101, et seq., C.R.S., the contracting State agency, institution of
higher education or political subdivision may terminate this Contract for breach and, if so
terminated, Contractor shall be liable for damages.
THE REMAINDER OF THIS PAGE IS INTENTIONALLY LEFT BLANK
Page 7 of 8
DocuSign Envelope ID: 29244206-06DA-4F04-914D-E4D5D4216F9C
Routing # 22-HA4-00074
CIA # 0331002764
Project # C 0853-120 (23186)
SIGNATURE PAGE
Routing #: 22-HA4-XC-00074
0LA #: 331002764
Project # C 0853-120 (23186)
THE PARTIES HERETO HAVE EXECUTED THIS AGREEMENT
* Persons signing for the Local Agency hereby swear and affirm that they are authorized to act
on the Local Agency's behalf and acknowledge that the State is relying on their representations
to that effect.
THE LOCAL AGENCY
Name: Scott James
Title: Chair, Weld Count Board of Count
Y Y
Com sioner
STATE OF COLORADO
Jared S. Polis, GOVERNOR
Colorado Department of Transportation
Shoshana M. Lew, Executive Director
[{1.- ii-anisow
`6008;1Z2E__
Stephen Harelson, P.E., Chief Engineer
Date: 10/7/2022
Signature
Date: MAY 0 4 2022
LEGAL REVIEW
Phil Weiser, Attorney General
NA
Signature - Assistant Attorney General
Date:
Page 8 of 8
�aa -/0273
DocuSign Envelope ID: 29244206-06DA-4F04-914D-E4D5D4216F9C
Routing # 22-HA4-00074
OLA .0331002764
Project 8 C 0853-120 (23186)
ALL AGREEMENTS REQUIRE APPROVAL BY THE STATE CONTROLLER
CRS §24-30-202 requires the State Controller to approve all State Agreements. This Agreement is not valid until signed
and dated below by the State Controller or delegate. The Local Agency is not authorized to begin performance until
such time. If The Local Agency begins performing prior thereto, the State of Colorado is not obligated to pay The Local
Agency for such performance or for any goods and/or services provided hereunder.
STATE CONTROLLER
Robert Jaros, CPA, MBA, JD
By; CDocuBiyned by:
lett& Ott {
""1115ft ce of the State Controller
Date:
10/10/2022
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
Scope of Work
Affected area: The scope of work described herein to be performed by CDOT, if necessary, applies only
to those slabs on the Weld County Way where tested flexural strength was lower than 650 psi. This area
is shown in yellow highlight on the attached drawing [Attachment 1— Map of Affected Area]. The scope
of work described herein to be performed by Weld County applies to the entirety of the Weld County
Way once ownership is transferred to Weld County.
Schedule:
• The Weld County Engineer (or appointed authority) will contact the CDOT Region 4 Materials
Engineer by March 31, 2027, to schedule a site investigation to assess the pavement condition in
the affected area.
• Site investigation will occur prior to May 1, 2027.
• Any necessary slab replacement by CDOT shall occur within 18 months of the site investigation
date.
CDOT Responsibilities:
• CDOT will use CDOT Specification 412 from the 2019 CDOT Standard Specifications to identify
slabs that require replacement [Attachment 2 — CDOT Standard Specification 412].
• CDOT and Weld County will agree on the process to develop the scope of determining all
necessary slab replacement prior to developing plans.
• CDOT will be responsible for all costs associated with slab replacement.
• 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 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.
• All aspects of the slab replacement project will be governed by CDOT Standard Specifications and
associated Standard Special Provisions at the time of project advertisement.
CDOT will function as the owner on the contract during construction and until final slab
replacement project acceptance.
CDOT will provide all material tests and inspection reports to Weld County following acceptance
of the slab replacement project.
CDOT will maintain the drainage (ditches, inlets, culverts and water quality pond) and comply
with all associated stormwater regulations until the Weld County Way is transferred to Weld
County via Devolution by Transportation Commission (TC) Resolution.
• CDOT will be responsible for all maintenance of the project until devolution of the project area
to Weld County.
• CDOT is simultaneously agreeing to devolve ownership of Weld County Way to Weld County in
accordance with CDOT's devolution process by TC Resolution.
Weld County Responsibilities:
Exhibit A - 1 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
• Weld County will assume all maintenance responsibilities on Weld County Way once ownership
of Weld County Way is transferred to Weld County. This includes but is not limited to snow
removal, mowing, and maintenance of signing and striping, as well as maintenance of the
Facilities and any associated documentation. Weld County maintenance activities will not relieve
CDOT of its responsibilities for any necessary slab replacement.
Weld County will ensure that shoulders on Weld County Way are maintained to allow drainage
away from the roadway prism in accordance with the construction plans.
• If road damage outside of normal wear and tear, including but not limited to hazardous material
spills, occurs within the affected area prior to the end of the five-year period, Weld County will
notify CDOT in writing within 30 days of the damaging event. CDOT will not be responsible for
the repairs or slab replacements not attributable to the original construction.
• Weld County will contact CDOT Region Materials Engineer by March 31, 2027, to schedule the
site investigation.
• Weld County will provide temporary easements to CDOT for all necessary site work associated
with the slab replacement, from inspection through completion and acceptance of the work.
• Weld County will sign a letter releasing CDOT from further maintenance responsibilities on Weld
County Way following (1) agreement that slab condition does not warrant replacement per
CDOT Standard Specification 412, or (2) project acceptance of slab replacement. [Attachment 3
— DRAFT Acceptance Letter]
• Should Weld County fail to initiate the site investigation prior to March 31, 2028, Weld County
will have implicitly accepted the roadway and CDOT shall have fulfilled all obligations on Weld
County Way. In this case an acceptance letter will not be necessary.
Attachments
Map of Affected Area
CDOT Standard Specification 412
DRAFT Acceptance Letter
Exhibit A Pages 3-5
Exhibit A Pages 6-25
Exhibit A Page 26
Exhibit A - 2 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
41201
SECTION 412 PORTLAND CEMENT CONCRETE PAVEMENT
DESCRIPTION
412 01 This work consists of constructing a pavement composed of portland cement concrete on a prepared
subgrade or base course m accordance with 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
' IL,3,, `t , .aah.V,,,v,, 1>Fi� "d 2i��'- r—i' P T ';',-I‘ a .v�'a �" .t -. 1 F-,
m=ine-Aggregate/1- �E � � �� � , 4,54,,,it-t.1193-,C.)1 °703 01 � "���1 i. ��7��a ,��4y , t11 r. K}}
�`�r,.� 2...+ ,nl'�,."- rtS'ie» .6,...,... '�'i2u M' �'`bg.�7...�
Coarse Aggregate
703 02
xs�
Portlandgement+`�t��- � ` 701x01
�c...- �:.`sr.s.wc.�`S'�...:.r..�ii.,
Fly Ash
Air Entraining Admixtures
701 02
„5".
�w<F72O1 7"7-��`'��� s r,
711 02
—.LA 1
_cimtzSealant witt Bac,er=Rod �� ;- 705 01 �Wel
Curing Materials 71101
McInforcingtSteeel EFL_
Chemical Admixtures
711 03
$u.
�x �W
Dowel;Bars and Tie Bars � s : . � i 4'4S a'' 709 03i. :,; � �i} ayil
CONSTRUCTION REQUIREMENTS
412.03 Classification. Concrete shall conform to the requirements for Class P concrete as specified in Section
601, unless it is fast track concrete pavement, which shall conform to the requirements for Class E concrete as
specified in Section 601
412.04 Proportioning Proportioning shall conform to the requirements of subsection 601 05
412.05 Batchmg. Botching shall conform to the requirements of subsection 601 06
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 Engmeer 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 mto the concrete mix
including but not limited to
:3
Sle
(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
16,
Exhibit A - 6 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
(6) Training of operators, haulers and inspectors in regards to aggregate quality.
(7) Plant site selection and layout.
(8) Grizzlies and screens on conveyors.
(9) Stabilization of haul roads and construction accesses.
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.
4-24
412.07
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. 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 on previous projects with
acceptable results or may require a test section constructed prior to 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 ingredients, 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 prior to use. Surface vibrators shall be
operated within a frequency range of 3,500 to 6,000 VPM.
Exhibit A - 7 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
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 hand held
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'/4 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 1200 pounds.
Within the frequency range, the Contractor shall adjust the frequency to provide optimum consolidation
for the mix and placement conditions.
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.
4-25
412.08
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.
Wastewater generated from concrete saw operations shall be contained and disposed of in accordance with
subsection 107.25.
(d) 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 and slope. For slip form paving, the elevation and slope of the trimmer shall
Exhibit A - 8 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
be automatically controlled from outside reference lines established for this purpose. 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.
The subbase or base course shall be brought to the specified cross section. High areas shall be trimmed to the
proper elevation. Low areas in untreated bases may be filled and compacted to a condition similar to that of the
surrounding grade, or filled with concrete integral with the pavement. Low areas in treated bases shall be filled
with concrete integral with the pavement. 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. 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 2000 psi prior to commencing paving. Determination that the concrete has reached
2000 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.
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
4-26
412.12
Exhibit A - 9 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
slump tests.
412.12 Finishing. The sequence of operations shall be strike -off and consolidation, floating, and fmal
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 in accordance
with subsection 107.25.
(a) Hand Finishing. Hand finishing shall be minimized wherever possible. The Engineer shall be notified
prior to 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 in accordance with 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
(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 prior to
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.
Exhibit A - 10 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
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.
4-27
412.13
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 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 in accordance
with 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 11/4 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 insure 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
Exhibit A - 11 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
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 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 shall be at the
Contractor's expense. Concrete strength shall have a compressive strength of at least 2500 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 prior to
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
3. 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 in accordance with 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 prior to 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
4-28
412.13
concrete after the auger. In the event the tie bars are placed behind the machine paving mold,
vibration will be required during placement. 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/z inch below the saw cut. Tie bars shall have a minimum embedment of 12
Exhibit A - 12 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
inches on each side of the joint. The weakened plane joint shall be made by sawing in hardened
concrete in accordance with 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. Horizontal support wires
or shipping braces shall be nondeformed 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 assembly. 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. Dowel bars shall be furnished in a
rigid welded assembly or placed by a dowel bar insertion (DBI) machine.
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 prior to 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.
The rigid assembly shall be fabricated from number 1/0 wire or heavier with vertical support wires
every 1 foot. 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.
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 baskets placed in a
test section and one 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 bar assemblies for each
base type. Each 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 basket frame 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.
When dowel bar assemblies are used and the shipping wires are cut or dowel bar inserters are used,
the use of the MIT Scan -2 will be required and joint scores shall be calculated.
When dowel bar assemblies are used and the shipping wires are not cut, the use of the MIT Scan -2
will be required, however, no joint score will be calculated. 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 taking the corrective measures listed after Table 412-1. CP 79
will be used to determine if a basket is misaligned or missing. Dowel bar assemblies will be
inspected by the Engineer prior to concrete placement for misalignment. If misalignments
exceeding the rejection tolerances listed after Table 412-1 are found, the assembly shall be reset.
See Standard Plan M-412-1 for schematic describing the measurement of each tolerance.
Exhibit A - 13 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
(1) 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.
(2) Longitudinal (side) Shift and missing bars.
Addition of dowel bars using an approved dowel bar retrofit method.
(3) Depth.
Inadequate cover above the bar —Remove 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, analyze the results 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 85% of the dowel bars placed are found to be
within the rejection criteria. All dowel bars exceeding the Rejection Criteria must be addressed using
the above corrective measures. The Contractor may continue paving at his own risk before the test
section evaluation is
4-30
412.14
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 week's work. All data shall be submitted
in the manufacturer's native file format, along with the calibration files.
The electronic report shall include the following:
(1) Contract number, date, highway number and direction of traffic.
(2) Joint number, lane number and station.
(3) Bar number and x -location of dowel bar.
(4) Horizontal and vertical misalignment of each bar in inches.
(5) Overall misalignment of each bar in inches of each bar.
(6) Side shift of each bar in inches.
(7) Depth to center of each bar in inches.
Exhibit A - 15 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
(8) Joint Score.
(9) All measurements exceeding the rejection criteria shall be highlighted in red.
Due to potential magnetic interference from tie bars, dowel bars located within 15 inches of a tied
joint shall not be included in the evaluation.
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 no 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 score is greater than 10 or any one bar in a single 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 within the rejection criteria.
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 in accordance with 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 in accordance with 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 compound meeting the
requirements of ASTM C309, Type 2. The ASTM C309 Type 2 curing compound shall be volatile organic
content (VOC) compliant.
The curing 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 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 compound shall be applied within 30
minutes after the initial
412.15
4-31
Exhibit A - 16 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
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 compound in one application of at least 1 gallon per 120
square feet. Additional curing 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 compounds 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
Class E concrete open to traffic, the damaged portions shall be repaired immediately with additional curing
compound, 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 2000 psi. The compressive strength of the concrete
shall be determined by the use of maturity meters. Three maturity meters shall be used 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 meters shall remain in place until
the concrete has attained a compressive strength of 2000 psi. 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. Each maturity meter shall be
capable of recording the time and temperature at three depths, 'h inch below the surface, mid slab and 'A inch
above the bottom of the pavement.
The Contractor shall develop maturity relationships for each mix placed during the cold weather conditions
described above in accordance with CP 69:
The development of the maturity relationship is part of the trial mix and shall be submitted to the Engineer prior to
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 2000 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 in accordance with 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 prior to joint sealing and final smoothness
Exhibit A - 17 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
measurement. Defective concrete pavement replaced after smoothness measurement shall be retested for localized
roughness. The Contractor's corrective work plan shall be approved prior to 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.
(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:
Pavement slabs in driving lanes containing one or more cracks that are T/3 in depth or greater that
separate the slab into two
(3)
or more parts.
4-32
412.18
(4) 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.
(5) Pavement slabs containing honeycombed areas.
(6) Pavement slabs containing an extreme void as defined below.
(7) Pavement slabs containing more than one void greater in depth than half the pavement thickness.
(8) 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.
Pavement slabs containing 20 or more severe voids as defined below.
(9)
Voids are a 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 'A 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 the Department'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:
Exhibit A - 18 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
(1)
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.
(2) 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.
(3)
The cavity formed shall be thoroughly cleaned.
(4) 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.
(5)
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 prior to the continuation of the concrete
paving operation.
412.17 Surface Smoothness. The roadway surface smoothness shall be tested in accordance with
subsection 105.07.
412.18 Sealing joints. Before installation of the backer rod or sealant, the following shall be completed:
Repair of defective pavement slabs and repair and proper curing of cracks or spalls in accordance with
subsection 412.16.
(2) Corrective work for texturing.
(3) Corrective work for pavement smoothness in accordance with 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 prior to commencing work. These recommendations shall be
adhered to by the Contractor, with such exceptions
(1)
4-33
412.19 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 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.
Exhibit A - 19 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
Cleaning, repairing, and proper curing of all spalls, fractures, breaks, and voids in the concrete surface of the joints
shall be accomplished prior to 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 prior to 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 prior
to 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 impact and
vibration of the consolidating and finishing equipment. Flange braces shall extend outward on the base at least
2/3 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 2000 square yards.
The top face of the form shall not vary from a true plane by more than %a inch in 10 feet, and the vertical leg
shall not vary more than 'A 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 in
accordance with 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 '/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
Exhibit A - 20 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
and free from play or movement in any direction. The forms shall not deviate from true line by more than
'/a 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 prior to 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
4-34
rechecked.
412.21
(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 in accordance with subsection 412.14.
412.20 Construction by Slip Form Method. The subgrade shall be completed in accordance with
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 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. The Contractor shall perform the process control (PC) testing
for pavement thickness. A process control testing plan shall be submitted and must be approved prior to 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 1000 square feet or
remaining fraction thereof. A minimum of one random measurement shall be taken in each unit.
Exhibit A - 21 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
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 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 in accordance with AASHTO T 148. When the cores are removed from the
pavement, the Engineer will take possession and determine their length in accordance with AASHTO T 148.
The lower tolerance limit (TL) for pavement thickness shall be Plan Thickness (PT) minus 0.4 inches. This
TL shall be used in the formulas in Section 105 for Incentive and Disincentive Payments (I/DP), Quality
Levels (QL) and Pay Factor (PF) determinations. Any pavement thickness test value that exceeds the PT by
more than 1.0 inch shall be assigned a value of PT + 1.0 inch for the purpose of calculating the QL, PF and
I/DP.
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
4-35
412.22 incentive
and disincentive
payments.
Pavement thickness tests will be evaluated in accordance with 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 in accordance with Section 105.
Cores taken at locations not randomly determined, such as process control cores will not be used to
compute I/DP.
Exhibit A - 22 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
(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 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
in accordance with 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 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 3000 psi. Concrete compressive strength shall be determined by maturity meters.
Prior to opening the pavement to traffic the roadway shall be cleaned, as approved.
Prior to placement of concrete whose strength will be determined with maturity meters, the Contractor shall
provide the Engineer a report of maturity relationships in accordance with CP 69. 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 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, and Place Concrete Pavement to be paid for under these items
will be the number of square yards completed and accepted. The width for measurement will be the width of
the pavement shown on the typical cross section of the plans, including additional widening where called for,
or as otherwise directed by the Engineer in writing. The length will 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 inch
4-36
Exhibit A - 23 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
Adjustments in payment because of deviations in air content will be in accordance with subsection
601.17 using $100.00 per cu. yd. for the unit bid price.
4-37
Exhibit A - 25 of 26
EXHIBIT A
Scope of Work
Routing # 22-HA4-XC-00074
OLA # 331002764
Project # C 0853-120 (23186)
[DATE]
CDOT Region
Dear [Region 4 Materials Engineer],
Weld County has coordinated with the Colorado Department of Transportation regarding the slab
replacement on Weld County Way in accordance with the Scope of Work attached to IGA ##.
CDOT has completed all obligations under IGA ## and is therefore removed from any further obligations
on Weld County Way.
If you have any questions, please contact me at [PHONE #].
County Engineer, Weld County
Materials Engineer
10601 W. 10th St.
Greeley, CO 80634
Re: Final Acceptance of The Weld County Way
Sincerely,
[Name]
Exhibit A - 26 of 26
Routing # 22-HA4-00074
OLA # 0331002764
Project #C 0853-120 (23186)
EXHIBIT B - LOCAL AGENCY RESOLUTION
LOCAL AGENCY
ORDINANCE
or
RESOLUTION
(if applicable)
Exhibit B — page 1 of 1
DocuSign Envelope ID: 2924420B-06DA-4F04-914D-E4D5D4216F9C
LOCAL AGENCY ORDINANCE
or RESOLUTION
(if applicable)
EXHIBIT B - LOCAL AGENCY RESOLUTION RESOLUTION
Routing# 22-HA4-00074
O LA#0331002764
Project #C 0853-120
(23186)
RE: APPROVE INTERGOVERNMENTAL AGREEMENT FOR DEVOLUTION AND
MAINTENANCE OF WELD COUNTY WAY (COUNTY ROAD 64, AKA O STREET,
NEAR U.S. HIGHWAY 85) AND AUTHORIZE CHAIR TO SIGN
WHEREAS, the Board of County Commissioners of Weld County, Colorado, pursuant to
Colorado statute and the Weld County Home Rule Charter, is vested with the authority of
administering the affairs of Weld County, Colorado, and
WHEREAS, the Board has been presented with an Intergovernmental Agreement for the
Devolution and Maintenance of Weld County Way (County Road 64, aka O Street, Near
U.S. Highway 85) between the County of Weld, State of Colorado, by and through the Board of
County Commissioners of Weld County, on behalf of the Department of Public Works, and the
Colorado Department of Transportation, commencing upon full execution of signatures, with
further terms and conditions being as stated in said agreement, and
WHEREAS, after review, the Board deems it advisable to approve said agreement, a copy
of which is attached hereto and incorporated herein by reference.
NOW, THEREFORE, BE IT RESOLVED by the Board of County Commissioners of
Weld County, Colorado, that the Intergovernmental Agreement for the Devolution and
Maintenance of Weld County Way (County Road 64, aka O Street, Near U.S. Highway 85)
between the County of Weld, State of Colorado, by and through the Board of County
Commissioners of Weld County, on behalf of the Department of Public Works, and the Colorado
Department of Transportation, be, and hereby is, approved.
BE IT FURTHER RESOLVED by the Board that the Chair be, and hereby is, authorized
to sign said agreement.
The above and foregoing Resolution was, on motion duly made and seconded, adopted
by the following vote on the 4th day of May, A.D., 2022.
ATTEST: W...etAvo JC k.A.k.
Weld County Clerk tQ the Board
BY:
Deputy Clerk to the Boar
ounty Attorney
Date of signature: 5/4/?2
CC.Pcs(ERkl-0
514/22 Exhibit 8 - page 1 of 1
BOARD OF COUNTY COMMISSIONERS
WELDOUNTY, COLORADO
Scott K. James, Chair
r�eman, Pro-�
='rry L. ck
2022-1273
EG0080
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