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Home My WebLink About730715.tiff Y ..... ...-e:4(yw/+ //I--I,-e--fie/)= RESOLUTION WHEREAS, the Weld County Planning Commission by Resolution has recommended to the Board of County Commissioners that the Weld County Construction Standards (heretofore referred to as "Appendix E") be amended in certain respects; and WHEREAS, said amended construction standards are attached hereto and made a part of this Resolution by reference; and WHEREAS, the Board of County Commissioners approves said amended construction standards in their entirety; NOW, THEREFORE, BE IT RESOLVED, that the Weld County Construction Standards as shown on the attached exhibit, be and the same are hereby adopted; and that said amended construction standards shall not be considered a part of the new Weld County Subdivision Regulations. The above and foregoing Resolution was adopted on the 3rd day of January, A. D. , 1973, by the following vote: BOARD OF COUNTY COMMISSIONERS WELD COUNTY, COLORADO ,";.1--(deez- /7 < ,of� ,a )i Cl A ( , 1 1 ( ( s_ 4 (c. rf_ /,7 4' ATTEST: r Clerk o he Board By: - %4na,' 1�ct,,1,-,/ Deputy County Clerk APPROVED AS TOck'ORM: �- .tL� f,. {fi ,, y Y . Count Attor e J 730715 d.39 /.i% APPENDIX E Specifications for Construction of Streets, Roads, Sidewalks, Curb, Gutter and Parking Areas and Requirements for Street Cuts, and Survey Monuments 1 C I . CONTENTS SECTION 1.0 GENERAL PROVISIONS 1.1 Definitions 1.2 Bond Requirements 1.3 Street Acceptance Procedure 1.4 Responsibility for Compliance 1.5 Closing of Streets and Roads 1.6 Minimum Tests for Specification Control 1.7 Lines and Grade Surveys 1.8 Authority of the Engineer 1.9 Authority and Duties of the Inspector SECTION 2.0 GRADING AND SUB-GRADE PREPARATION 2.1 Scope 2.2 Excavation 2.3 Embankment 2.4 Borrow or Excess Excavation 2.5 Sub-Grade 2.6 Protection of Finished Sub-Grade 2.7 Protection of Utility Lines 2.8 Protection of Miscellaneous Public and Private Installations SECTION 3.0 SUB-BASE MATERIAL 3.1 Description 3.2 Gradation 3.3 Placement SECTION 4.0 BASE COURSE MATERIAL 4.1 Description 4.2 Materials 4.3 Abrasion 4.4 Placing and Spreading SECTION 5.0 ASPHALT PAVING 5.1 Hot Bituminous Pavement Paving Asphalt 5.2 Prime Coat 5.3 Plant-Mixed Asphalt Surfacing 5.4 Manholes, Valve Boxes, Etc. 5.5 Resume Paving SECTION 6.0 SEAL COAT 6.1 Seal Coat 6.2 Cover Aggregates SECTION 7.0 CURB, GUTTER, SIDEWALKS, DRIVEWAYS AND PARKING AREAS 7.1 Scope 7.2 Excavation 7.3 Embankment 7.4 Protection 7.5 Materials 7.6 Batching 7.7 Measuring Air Content 7.8 Forms 7.9 Placing Concrete 7.10 Finishing 7.11 Jointing 7.12 Curing 7.13 Cold Weather Protection 7.14 Marking 7.15 Testing 7.16 Curb and Gutter SECTION 8.0 SPECIFICATIONS FOR SOIL-CEMENT BASE COURSE 8.1 General 8.2 Materials 8.3 Equipment 8.4 Construction Methods 8.5 Design Thickness of Soil-Cement Base SECTION 9.0 STREET CUTS 9.1 Standards 9.2 Definitions 9.3 Specifications•- General 9.4 Street and Roadway Cuts (Paved) 9.5 Street and Roadway Cuts (Graveled) 9.6 Street and Roadway Cuts (Unimproved) 9.7 Permit and Inspection Fees 9.8 Construction Plans, Specifications and Other Pertinent Data SECTION 10.0 SURVEY MONUMENTS SECTION 11.0 TYPICAL SECTIONS & DESIGN STANDARDS GENERAL PROVISIONS 1 .1 - DEFINITIONS 1.1.1 - �vmmissioners - The Board of County Commissioners of the County of Weld. 1.1.2 - Design Grade - The elevation established for final grade. 1.1.3 - Engineer - The County Engineer of the County of Weld or his authorized representative. 1.1.4 - Excavation - The removing of material from its existing position. 1.1.5 - Embankment - A mound constructed of specified materials and in accordance with specified procedures. 1.1.6 - Grading - The operation of moving soil or other natural substances from one position to another to obtain a required elevation for the construction of roadway, side- walk or other improvement. 1.1.7 - Subgrade - That level of the road structure upon which the subbase, the base, if required, or the surface is to be placed. 1.1.8 - Subbase - That material in pavement construction which lies between the subgrade and the base. 1.1.9 - Base - That material in pavement construction which lies immediately below the surfacing. 1.1.10 - Granular Material - A material which consists of particles larger than 200 mesh. 1.1.11 - Prime Coat - An application of a low viscosity liquid asphaltic material to an absorbent surface preparatory to any superimposed treatment or construction. 1.1.12 - Surfacing - Upper portion of road upon which traffic moves. 1.1.13 - Tack Coat - The application of asphaltic material to an existing pavement to ensure thorough bond between super- imposed construction and the old pavement surface . 1.1.14 - Seal Coat - A thin asphaltic surface treatment applied to an existing surface. 1.1.15 - Finished Grade - The final designed level to which finished surfacing is to be constructed. 1.1.16 - Stabilometer A device for measuring resistance to plastic deformations of asphaltic paving materials. 1.1.17 - Construction Joint - Any joint formed to facilitate con- struction. 1.1.18 - Contraction Joint - A dummy groove in the transverse direction formed in the plastic concrete or sawed in hardened concrete to control random cracking. 1.1.19 - Dummy Joint - Any joint that does not extend the entire depth of the slab. 1.1.20 - Expansion Joint - A full depth joint containing inert compressible material to allow for expansion of the concrete slab without damage to the abutting structure. 1.1.21 - Integral Curb - Curb constructed at the same time or shortly after the placing of the pavement slab becoming an integral part of the pavement section. 1.1.22 Mule - A metal hand tool shaped to specified dimensions for shaping plastic concrete to the desired contour. 1.1.23 - Pavement - That part of the street structure that is designed to carry the traffic load on the existing subgrade. 1.1.24 - Soil Cement Pavement - A pavement consisting of a cement stabilized base and an asphaltic wearing surface. 1.1.25 - Culvert - A closed conduit, other than a bridge which conveys water carried by a natural channel or waterway transversely under the roadway. 1.1.26 - Minimum - The following standards generally represent minimum values. The word minimum implies the lowest acceptable limit in design. 1.1.27 - Roadway - That portion of the street right-of-way de- signed for vehicular traffic. 1.1.28 - Street - Any street, avenue, boulevard, road, lane, parkway, viaduct, alley, or other way for the movement of vehicular traffic which is an existing state, county or municipal roadway, or a street or way shown upon a plat, heretofore approved, pursuant to law or approved by official action; and includes the land between street lines, whether improved or unimproved, and may comprise pavement, shoulders, gutters, sidewalks, parking areas and other areas within the right-of-way. For the purpose of this resolution streets shall be classified as defined in 1.1.29 through 1.1.37. 1.1.29 - Freeway - A major regional highway, including interstate highways, designed to carry very large volumes of vehi- cular traffic, with full control of access and all inter- sections grade separated. (An expressway is similar to a freeway except that all intersections need not be grade separated. ) 1.1.30 - Arterial Street - A street or road designed to carry high volumes of vehicular traffic over long distances in a direct manner. 1.1.31 - Collector Street - A street or road designed to collect or distribute vehicular traffic from one or more resi- dential or non-residential areas to or from a Major street or Major highway. 1.1.32 - Local Street - A street or road designed to carry vehi- cular traffic from one or more individual residential or non-residential unit to or from a Collector Street. 1.1.33 - Alley - A minor way which is used primarily for vehi- cular service access to the rear or side of properties otherwise abutting on a street. 1.1.34 - Cul-de-sac - A short dead-end street terminating in a vehicular turn-around area. 1.1.35 - Half Street - A street parallel and contiguous to a property line and of lesser right-of-way width than is required for minor or major streets. 1.1.36 - Service Road - A street or road paralleling and abutting major streets to provide access to adjacent property so that each adjacent lot will not have direct access to the major street. 1.1.37 - Stub Street - A street or road extending from within a subdivision boundary and terminating there with no perma- nent vehicular turn around. Stub streets are provided to permit adjacent undeveloped parcels of land to be developed later with an adjacent connecting street system. 1.1.38 - Street Right-Of-Way - That portion of land dedicated to public use for street and utility purposes. 1.1.38.1 - Control of Access - The condition where the right of owners or occupants of abutting land or other persons to access, light, air or view in connection with a highway is fully or partially controlled by public authority. 1.1.38.2 - Full Control of Access - The authority to con- trol access is exercised to give preference to through traffic by providing access con- nections with selected public roads only and by prohibiting crossings at grade or direct private driveway connections. 1.1.38.3 - Partial Control of Access - The authority to control access is excercised to give preference to through traffic to a degree that, in addition to access connections with selected public roads, there may be some crossings at grade and some private driveway connections. 1.1.38.4 - Uncontrolled Access - The authority having jurisdiction over a highway, street or road, does not limit the number of points o£ ingress or egress except through the exercise of con- trol over the placement and geometries of connections as necessary for the safety of the traveling public. 1.1.39 - Abbreviations 1.1.39.1 - A.A.S.H.O. — American Association of State Highway Officials. 1.1.39.2 - A.G.C. - The Associated General Contractors of America, Inc. 1.1.39.3 - A.R.B.A. - American Road Builders Association. 1.1.39.4 - A.S.A. - American Standards Association, Inc. 1.1.39.5 - A.S.M.E. - American Society of Mechanical En- gineers. 1.1.39.6 - A.S.T.M. - The American Society for Testing Materials. 1.1.39.7 - A.W.W.A. - American Water Works Association. 1.1.39.8 - P.C.A. - Portland Cement Association. 1.1.39.9 - S.A.E. - Society of Automotive Engineers, Inc. 1.2 - BOND REQUIREMENTS The term bond shall be any surety acceptable to the regulating authority, such as, surety bond AAA rated company, cash, real estate, approved demand note, etc. 1.2.1 - Weld County shall require a bond for work in public rights-of-way where it is the duty and responsibility of the county, to maintain said public rights-of-way after completion of the work. 1.2.2 - A noncancellable bond in an amount as specified below payable to the county shall be required in the name of the developer prior to the commencement of any work, said bond shall assure recovery by the regulating agency of any expense insured, within a period of one (1) calendar year, following the acceptance of the construction. Said recovery to be the amounts necessary to repair or replace said construction. Said bond shall not be can- celled without thirty (30) days notice to said county, the bond shall be assignable to a subsequent governmental agency. 1.2.3 - Amount of Bonds 1.2.3.1 - Work in Public Rights-of-Way - In new sub- divisions, the subdivider of the property shall post with the regulating agency a bond to cover the estimated cost of the improve- ments shall be that required to bring the area within the public rights-of-way up to the standard of the regulating authority as determined by the regulating authority. In new subdivisions where the subdivider is bonded, the contractor performing the work need not be bonded. The subdivider may bond for only those rights-of-way that he intends to develop immediately. Under this condition, building permits and construction shall be allowed only on those properties on which the abutting rights-of-way are bonded. Work in any other contiguous area may commence upon posting the required bond for that area. There will be no partial release on bonds - work must be completed prior to the release of bond. 1.2.3.2 - Protection and repair of existing improvements shall be made by the posting of the maintenance bond, from which funds may be withdrawn by the regulating authority in the event repairs are not made by the developer. 1.2.3.3 - Work in public rights-of-way, other than new subdivisions, to be accomplished by a private contractor for a private individual where said work in the regulating authority opinion is minor, the contractor shall post a bond of $2,000.00 to assure compliance with the re- gulating specifications. In the case of major construction projects, the bond shall be in the amount of 25 per cent of the pro- ject cost. 1.2.3.4 - Bonded contractors shall be excluded from above requirements. 1.3 - STREET ACCEPTANCE PROCEDURE 1.3.1 - Definitions 1.3.1.1 - Probationary Street Acceptance - When the county accepts streets for partial maintenance the county is accepting responsibility for all maintenance except for actual repair of streets, curbs and gutters, sidewalks, etc. and other maintenance for which the contractor, developer or builder is directly responsible. This term applies from preliminary through final in- spection with all matters corrected as a result of final inspections. Period of partial street maintenance by county is one year. 1.3.1.2 - Full Street Maintenace - When the county accepts streets for full maintenance, the county is accepting responsibility for all repair and maintenance. 1.3.2. - As soon as all the streets which are covered in subject subdivision are built to Weld County specifications, the developer shall send a letter to the County Engineer re- questing inspection to be made of :streets for partial street maintenance. The County Engineer will send a letter to the developer accepting streets for partial street maintenance and only streets covered in the letter will be inspected. 1.3.3 - Streets will be inspected by the County Engineer nine (9) months after initial acceptance and a list of any deficiencies will be sent to the developer for correction. After the developer has notified the County Engineer in writing that deficiencies have been corrected, another inspection will be made by the County Engineer and if streets are satisfactory, the County Engineer will inform the Board of County Commissioners in writing that those streets are ready to be accepted by Weld County for full street maintenance, and the Board of County Commissioners will take the necessary action. 1.3.4 - Seal coating of streets with approved materials shall be done by the developer prior to final acceptance by Weld County. 1.3.5 - Until such time that the developer has written acceptance for full maintenance of the streets signed by the County Engineer upon direction of the Board of County Commissioners, the developer is fully responsible for the maintenance of the streets. Any faulty curb and gutter, cross pans, unsuitable street cuts, chuckholes, etc. will be corrected by the developer at his expense. 1.3.6 - The county will accept no streets for maintenance from November through March due to the fact that deficiencies noted on inspections cannot usually be corrected during this period. 1.4 - RESPONSIBILITY FOR COMPLIANCE 1.4.1 - In order to insure compliance with the regulations con- tained herein, the Board of County Commissioners shall delegate to such qualified person or persons the responsi- bility for such compliance. 1.4.2 - Prior to commencement of the work the developer or con- tractor shall prepare and submit to the County Engineer for approvel, a written schedule covering the general sequence of the entire work to be performed. The work schedule, when approved shall not be subject to change by the developer or contractor without the written consent of the County Engineer. Orderly procedure of all work to be performed under this contract shall be the full responsibility o£ the developer or contractor. 1.5 - CLOSING OF STREETS AND ROADS Should operating conditions require the contractor to close a street or road, the contractor mush accomplish the following requirements. 1.5.1 - Submit a written notice to the County Engineer forty-eight (48) hours prior to closing of street. 1.5.2 - Notify the appropriate fire protection district and police and or sheriff of the exact location of street and dates traffic will be impeded, twenty-four (24) hours prior to closing of street. 1.5.3 - Streets can only be closed between the hours of 8:30 A.M. to 3:30 P.M. or an approved alternate route provided with detour signs. 1.5.4 - Contractor shall furnish, erect and maintain, at his own expense, necessary barricades, suitable and sufficient flashers, construction signs, provide a sufficient number of flagmen, and take all necessary precautions for the pro- tection of the work and safety of the public around his construction operations, as determined by the County En- gineer according to the manual on Uniform Traffic Control Devices 1971, as published by the U.S. Department of Transportation and any state or federal supplements thereto. (See Figure B-1) 1.6 - MINIMUM TESTS FOR SPECIFICATION CONTROL 1.6.1 - Subgrade 1.6.1.1 - Classification 1.6.1.1.1 - Gradation 1.6.1.1.2 - Atterberg limits - A.A.S.H.O. - T89 and A.A.S.H.0 - T90 1.6.1.1.3 - K value (concrete pavement only) - A.S.T.M. - D1196 1.6.1.2 - Compaction 1.6.1.2.1 - Density curves - A.A.S.H.0.- T99 1.6.1.2.2 - Field density - A.A.S.H.O. - T191-61 or any other approved method ac- ceptable to the engineer. 1.6.2 - Subbase 1.6.2.1 - Gradation 1.6.2.2 - Atterbe^, limits - A. r1.S.R.0. - T89 and _-90 1.6.2.3 - California Bearing Method or H.V.E.E.M. Stabilometer. 1.6.2.4 - Density curve - A.A.S.H.O. - T99 1.6.2.5 - Field density - T191-61 or any other approved method acceptable to engineers. 1.6.3 - Base Course 1.6.3.1 - Gradation 1.6.3.2 - Atterberg limits - A.A.S.H.O. - T89 and A.A.S.H.O. - T90 1.6.3.3 - California Bearing or H.V.E.E.M. Stabilometer 1.6.3.4 - Loss on abrasion - A.A.S.H.O. - T96 1.6.3.5 - Fractured faces (By separation and weighing) 1.6.3.5 - Density curves - A.A.S.H.O. - T99 1.6.3.7 - Field Density - A.A.S.H.O. - T191-61 or any other approved method acceptable to engineers. 1.6.4 - Asphalt Paving 1.6.4.1 - Aggregate 1.6.4.1.1 - Gradation 1.6.4.1.2 - Atterberg limits - A.A.S.H.O. - T89 and A.A.S.H.O. - T90 1.6.4.1.3 - Fractured faces 1.6.4.1.4 - Loss on abrasion - A.A.S.H.O. - T96 1.6.4.1.5 - Specific gravity - A.A.S.H.O. - T84 and A.A.S.H.O. - T85 1.6.4.2 — Asphaltic Cement 1.6.4.2.1 - Penetration - A.A.S.H.O. - T49 1.6.4.2.2 - Ductility - A.A.S.H.O. - T51 1.6.4.2.3 - Specific gravity - A.A.S.H.O. - 228-68 1.6.4.2.4 - Viscosity - A.S.T.M. - D88-56 and A.A.S.H.O. -T72-57. 1.6.4.2.5 - Distillation - A.S.T.M. - D402-55 and A.A.S.H.O. - T78-60/ 1.6.4.3 Bituminous Mixture 1.6.4.3.1 - Sampling - A.A.S.H.O. - T168 1.6.4.3.2 - Extraction of asphalt - A.A.S:H.O. - T164-70 or Rotorex (Centrifuge). 1.6.4.3.3 - Gradation of aggregate 1.6.4.3.4 - Stability - A.S.T.M. - D1560 and A.S.T.M. - D1559. 1:6.4.3.5 - Density of laboratory specimens- A.A.S.H.O. - T166. 1.6.4.3.6 - Field density - rings , cores, nuclear methods, cut out piece or any other approved method. 1.6.5 - Concrete 1.6.5.1 - Aggregates 1.6.5.1.1 - Gradation 1.6.5.1.2 - Loss of abrasion - T96 1.6.5.1.3 - Soundness - A.A.S.H.O. - T104 1.6.5.2 - Cement - Appropriate method of test as designated in A.S.T.M. - C150. 1.6.5.3 - Concrete Mixture 1.6.5.3.1 - Slump - A.A.S.H.O. - T119 and A.S.T.M. - C143 1.6.5.3.2 - Air content -- A.A.S.H.O. - T152 and A.S.T.M. - C231. 1.6.5.3.3 - Compressive strength - A.A.S.H.O. - T22 and A.S.T.M. - C78. 1.6.5.3.4 Compressive strength of specimen taken from hardened concrete- A.A.S.H.O. - T24 and A.S.T.M. - C42. 1.6.6 - Soil Cement 1.6.6.1 - Soil 1.6.6.1.1- Gradation 1.6.6.1.2 - Atterberg Limits - A.A.S.H.O. -T89 and T90. 1.6.6.2 - Soil Cement Mixture 1.6.6.2.1 - Moisture density relation - A.A.S.H.O. - T134. 1.6.6.2.2 - Wetting and drying test - A.A.S.H.O. - T135. 1.6.6.2.3 - Freezing and thawing - A.A.S.H.O. - T136. 1.6.6.2.4 - Unconfined compressive strength - Soil Cement Laboratory Handbook. 1.6.6.2.5 - Field density - A.A.S.H.O. - T191-61 or any other approved method accept- able to the County Engineer. 1.7 - LINES AND GRADE SURVEYS Plans for all lines and grades will be furnished under supervision of a Registered Professional Engineer or Land Surveyor to the County Engineer for checking and approval. The contractor shall have all lines and grades set by or under the supervision of a Registered Professional Engineer or Land Surveyor. Bench mark and control survey points shall be preserved by the contractor. If de- ficiencies are found during construction the contractor's operations shall be suspended to permit checking at the discretion of the County Engineer's Office. 1.8 - AUTHORITY OF THE ENGINEER The Engineer or his authorized representative shall give all orders and directions contemplated under the Contract Documents, Specifi- cations or Resolutions relative to the execution of the work. The Engineer shall determine the amount, quality, acceptability, and fitness of the several kinds of work and materials which are to be paid for or installed under the contract or permit and shall decide all questions which may arise in relation to said work and the con- struction thereof. The Engineer's estimates and/or decisions shall be final and conclusive. In case any question shall arise between the parties hereto, relative to the Contract Documents, Specifications or Resolutions, the determination or decision of the Engineer shall be a condition precedent to the right of the Contractor to receive final approval of the work under his contract. 1.9 - AUTHORITY AND DUTIES OF THE INSPECTOR The inspectors shall observe assigned construction and installation processes, insuring that they are carried out in compliance with the appropriate plans and specifications as well as the regulations of the City and/or County. He shall be directly responsible to the En- gineer, shall submit required reports to the Engineer, and have such authority as the Engineer may delegate. GRADING AND SUB-GRADE PREPARATION 1 GRADING AND SUBGRADE PRF '.ATION 2.1 - SCOPE The work covered by this section of the specifications consists in furnishing all labor, equipment, supplies and materials in connection with the excavations, construction of embankments, including borrow and grading pertaining thereto for roads and the preparation of subgrade, as required, complete; in strict accordance with this section of the specifications and the applicable drawings. 2.2 - EXCAVATION Excavation of every description and of whatever substances en- countered within the limits of the project shall be performed to the lines and grades indicated on the drawings. Except as otherwise permitted by the engineer, all excavated areas shall be excavated in such a manner as will afford adequate drainage. All suitable material removed from the excavation shall be used insofar as practicable, in the formation of embankments, back- filling and for such other purposes as directed by the engineer. Where material encountered within the limits of the work is con- sidered unsuitable by the engineer, such material shall be ex- cavated below the grade shown on the drawings or as directed by the engineer and replaced with suitable material. All excavated materials which are considered unsuitable and any surplus of ex- cavated material which is not required for embankments shall be disposed of by the contractor. 2.3 - EMBANKMENT This work shall consist of the construction of embankments by depositing, placing and compacting materials of acceptable quality above the natural ground or other surface in accordance with the lines, grades and cross sections shown on the plans and as required by the engineer. Before any embankment is placed, clearing, tree removal, sod and topsoil removal over the entire area shall be performed as directed by the engineer. Clearing shall consist of the removal and disposal of obstructions such as foundations, walls, fences, buildings, rubbish, etc. , to a depth of at least 12 inches below subgrade elevation. Sod within the area shall be removed to a depth of 6 inches. Trees, except those designated to be saved, and all stumps shall be removed to at least 18 inches below the subgrade elevation. Trees designated to be saved shall be protected carefully during clearing and subsequent construction operations. Topsoil shall be excavated and stockpiled as directed by the engineer. Each layer of the embankment material shall not exceed 8 inches in loose depth and shall be worked sufficiently to break down oversized clods. The contractor shall thoroughly mix the dif- ferent materials to secure a uniform moisture content and in- sure uniform density and proper compaction. Each layer shall be thoroughly compacted by roller or vibratory equipment suitable for the type of embankment material. 2.4 - BORROW OR EXCESS EXCAVATION In the event sufficient suitable filling material is not obtained within the .limits of this contract to provide all the embankment required, the contractor shall furnish such additional filling material (borrow) to complete the designated embankment. Borrow shall be an acceptable type of soil as the embankment material and shall be approved by the engineer before being placed. 2.5 - SUBGRADE The bottom of the excavation for the pavement or top of the fill shall be known as the pavement subgrade and shall conform to the lines, grades and cross sections shown on the plans. Soft and yielding material and other portions of the subgrade which will not compact readily when rolled or tamped shall be removed as directed and replaced with suitable granular material, placed and compacted as specified herein. Work done under this item will be in accordance with standard specifications for Item No 304 , State Highway Department Specifi- cations and the following standards will be in effect : Soils meeting the Highway Research Board Classification of A-1, A-2-4, and A-3 shall be compacted to a minimum of 1000 of "Standard Density" as determined by Laboratory Test A.A.S.H.0. Method T-99. Other soils shall be compacted to a minimum of 95% of "Standard" and the minimum moisture content shall not be less than 2% below the "Standard Optimum". Additional wetting will be required when in the judgment of the engineer the minimum water require- ment is not sufficient to produce a stable condition in the sub- grade soil. Trenches and structure excavations shall be backfilled to natural or finished grade as soon as conditions permit. Backfill shall be compacted with mechanical tampers in layers of not over 6 inch loose material. Vibratory compactors that are small enough to operate within the limited area may be used. The subgrade shall be finished in an acceptable condition in advance of the pavement construction at all times. No paving, subbase material shall be placed upon a soft, spongy or frozen subgrade or other subgrade, the stability of which is, in the opinion of the engineer, unsuitable for the placement thereof. 2.6 - PROTECTION OF FINISHED SUBGRADE The finished grade shall be maintained in a smooth and compacted condition until the paving has been placed. In the case of concrete paving, the mixer, ready-mix trucks or other equipment shall not operate between the forms in the paving lane unless conditions of the job will not permit operation from the shoulder or outside the lane. Mixer or ready-mix trucks shall not be permitted to operate from previously paved lanes until the pavement is at least 7 days old or a flexural strength of 550P.S.I, is attained with A.A.S.H.O. Standard Method T-23 and T-9'7. If it is necessary to operate trucks between the forms and the trucks cause rutting or displacement of the subgrade material, either lighter trucks shall be used or suitable runways shall be provid3d. The contractor sh:all reroll or handtamp the sub- grade to correct any ruts or other objectionable irregularities which may have been caused by the trucking of materials. Excess concrete and debris shall be removed from the excavation behind the curb line before backfilling. 2.7 PROTECTION OF UTILITY LINES The contractor shall at all times take proper precautions for the protection of utility lines, the presence of which are known or can be determined by the examination of appropriate maps of the utility companies. The contractor shall be responsible for the repair of any damaged service lines. 2.8 PROTECTION OF MISCELLANEOUS PUBLIC AND PRIVATE INSTALLATIONS The contractor shall at all times take proper precautions for the protection of and replacement or restoration of driveway culverts, street intersection culverts or aprons, irrigation crossings, mail boxes, driveway approaches and all other public and private installations that may be encountered during con- struction. SUB-BASE MATERIAL 3.0 SUBBAS MMA'IERIAT, 3.1 - DESCRIPTION This item shall consist of a foundation course composed of granular material., constructed on the prepared base in accordance with these specifications and established by the engineer. 3.2 - GRADATION This material need not be crushed but can be of the pit run variety providing it is grades within the following limits: Standard Size of Sieve Percentage by Weight Passing Sieve 2Yz inch 100% 2 inch 95 - 100% • No. 4 30 - 60% No. 200 5 - 15% Liquid Limit 35 Maximum Plasticity Index 6 Maximum Bearing value and/or stabilometer tests may be required to pro- perly evaluate the quality of the material. The material supplied shall be a well-graded mixture, consisting of sound aggregate particles and sufficient filler or other proper quality binding material, which when placed and compacted will result in a firm, dense, unyielding foundation. 3.2.1 - Select Borrow Material - In the event that suitable material is not available for backfilling excavations from which unsuitable material has been removed, the contractor shall procure select subgrade material con- forming to the requirements. 3.3 - PLACEMENT Select subbase material shall be placed to the minimum depth as determined by the engineer from Figure S-2. The thickness o any one layer shall in no case exceed that which can be properly compacted. Wetting or aerating and rolling of the material will be required as ordered by the engineer. BASE COURSE MATERIAL 4.0 BASE COURSE MATERIAL 4.1 - DESCRIPTION This item shall consist of a foundation course composed of crushed gravel or crushed stone and filler, constructed on the prepared base in accordance with these specifications and established by the County Engineer. 4.2 - MATERIALS Crushed gravel or crushed stone base course material shall consist of hard, durable particles or fragments of stone or gravel crushed to required size and a filler of sand or other finely divided mineral matter. The portion of the material retained on a No 4 sieve shall be known as coarse aggregate and that portion passing a No. 4 sieve shall be known as filler. -When produced from gravel, not less that 50% by weight of the coarse aggregate particles shall be particles having at least one fractured face and if necessary to meet this requirement or to eliminate an excess of filler, the gravel shall be screened. The composite base course material shall be free from vegetable matter and lumps or balls of clay and shall meet the Classification Table for Aggregate Base Course as defined in Section 703.03 Standard Specifications for Road 8 Bridge Construction, State Department of Highways, Division of Highways, State of Colorado, 1971, or the latest revision thereto. 4.3 ABRASION Coarse aggregate shall show a loss of not more than fifty per cent (50%) when tested in accordance with A.A.S.H.O. Standard Method Test for Abrasion of Coarse Aggregate by use of the Los Angeles Machine, Designation: T-96 (A.S.T.M. - C131). 4.4 - PLACING AND SPREADING Base course material shall be placed to a depth as determined by the County Engineer from Figure B-2 on the prepared subgrade as described in Paragraph 2.5 and compacted in layers to required thickness. The material shall be deposited and spread in a uniform layer and without segregation of size to such loose depth that when compacted, the layer shall have a thickness not to exceed four (4) inches. The material shall be compacted to a minimum density of 100% as determined by Laboratory Test Method A.A.S.H.O. - T99. ASPHALT PAVING 5.0 ASPHALT PAVING 5.1 - HOT BITUMINOUS PAVEMENT PAVING ASPHALT This item shall conform to the standard specifications of the Colorado Division of Highways for Item No. 403, Grade 85-100 penetration, unless otherwise specified by the County Engineer. 5.2 - PRIME COAT This item shall conform to the standard specifications of the Colorado Division of Highways for Item 407 and shall be a medium curing asphalt of a grade specified by the County Engineer and shall be applied at a rate specified by the County Engineer. The use of other asphaltic materials may be permitted as directed by the County Engineer. 5.3 - PLANT-MIXED ASPHALT SURFACING This item shall conform and all shall be done in accordance with the standard specifications of the Colorado Division of Highways for Item 401. 5.3.1 - The asphalts, cements and liquid asphalt shall conform with Item 702 of the Colorado Division of Highways Standard Specifications. 5.3.2 - Rolling shall conform to Colorado Division of Highways specifications Item 401.11 except that 2 rollers, one steel and one rubber-tired, self-propelled, non-wobbly wheel, shall be required at all times. 5.3.3 - The contractor will be required to obtain a minimum of 95% laboratory density determined from specimens made in accordance with the Colorado Division of Highways Standard Specifications Item 401.17. Surface smoothness shall conform to Item 401.20 of the Colorado Division of Highways Standard Specifications. (See Figure B-3) 5.4 - MANHOLES, VALVE BOXES, ETC. All manholes, valve boxes, etc. shall be set to grade after the paving of streets. Additional tamping and compaction will .be required after raising manholes. 5.5 - RESUME PAVING When street paving starts again, cut back existing surfact until stable materials are met. SEAL COAT 6.0 SEAL COAT 6.1 - SEAL COAT This item shall conform to the standard specifications of the Colorado Division of Highways for Item 409 and shall be a rapid curing asphalt of a grade specified by the County Engineer. The use of other asphaltic materials will be permitted as directed by the County Engineer. The quantities of the liquid asphalt and the cover aggregate that are to be used shall be determined by the County Engineer. 6.2 - COVER AGGREGATES Stripping resistance of the cover aggregate shall conform to the Colorado Division of Highways Specifications Item 409.03. Con- struction methods shall conform to Colorado Division of Highways Specification Item 703.05. CURB, GUTTER AND SIDEWALK REQUIREMENTS GENERAL Due to the general nature of these specifications, curb, gutter, and sidewalk may not always be required. General location of the proposed subdivision, growth patterns and density as well as the requirements of any city or town having jurisdictional authority due to its proximity to the proposed subdivision shall be the determining factors. The decision whether curb, gutter, and/or sidewalk may be required rests solely with the Board of County Commissioners who shall use the above factors for their determination. 7.0 CURB, GUTTER, SIDEWALK, DRIVEWAYS AND PARKING AREA 7.1 - SCOPE The work covered by this section of the specification consists of furnishing all labor, equipment, supplies and materials and per- forming all operations in connection with the excavation, embank- ment and jointing of concrete curb, gutters, sidewalk, driveways and parking areas as required and in accordance with these speci- fications and applicable drawings and in accordance with the line and grade established by the engineer. For detailed sections: Figures B-4, B-5, B-6, B-7, B-8, B-9, B-10, B-11 and B-12. 7.2 - EXCAVATION Excavation shall be preformed to the lines, grades and cross sec- tions indicated on the drawings and/or staked out on the ground. Suitable material removed from the excavations shall be used as far as practicable for embankments and backfilling. Unsuitable material shall be excavated below the grade shown on the drawings or indicated by grade stakes as directed by the engineer and re- placed with suitable material. Excavated materials which are con- sidered unsuitable and any surplus of excavated material not re- quired for embankments or backfill shall be disposed of by the contractor. 7.3 - EMBANKMENT Embankments shall be constructed by depooitinl., placing and com- pacting materials of acceptable quality above the natural ground in accordance with lines, grades and cross sections shown on the plans and/or staked out on the ground. Before any embankment is placed. cl earinfr, tree _renoval , sod ?.,'td tonsoil remove.] shall be performed as directed by the engineer. Clearing shall include re- moval and disposal of obstructions and rubbish to a depth of 12 inch minimum below subgrade elevation; sod will be removed to a depth of 6 inch minimum; trees and stumps 18 inch minimum below subgrade elevation. Each lift of embankment material, not to ex- ceed 8 inches of loose depth, shall be thoroughly mixed and moist- ened to full depth and compacted to uniform minimum density of 95% of standard laboratory method and optimum moisure content {- 2% as directed by the engineer. (A.S.T.M. D-698) Backfilling behind curb and gutter shall be completed within two (2) months after the construction of the curb and gutter. 7.4 - PROTECTION The finished grade shall be maintained in a smooth and compacted condition until concrete has been placed. The finished grade shall be moist but not wet prior to the placing of concrete. 7.5 - MATERIALS Concrete shall be composed of Portland Cement, air entraining agent, aggregates and water. These materials shall be furnished only from sources of supply approved by the engineer before shipments are started. The basis of approval of such sources shall be the ability to produce materials of the quality and in the quantity required. 7.51 - Portland Cement - Cement of the type specified shall conform to requirements of the current A.S.T.M. Specifications for Portland Cement Type I, Type I1, or Type III (Designation C-1.50) or for air-entraining Portland Cement Type IA, (Desig- nation C-175) cement which for any reason has become partially set or which contains 111mos of caked cement shall be rejected. Either packaged or bulk cement may be used. 7.5.2 - Air-Entraining Agent - Air entraining agents shall con- form to the requirements of the current A.S.T.M. Spec- ifications for air-entraining agents for concrete (Designation C-260). 7.5.3 - Aggregates - All aggregates for concrete shall meet the standard requirements for aggregates for concrete pave- ments of the Colorado Department of Highways or the cures rent A.S.T.M. Specification for concrete aggregates (Designation C-33). Aggregates shall be so handled that moisture content and gradation are reasonably uniform and do not change apprec- iably from batch to batch or hour to hour. No aggregates shall be used which have become .contamin- ated or intermixed. Frozen lumps shall be thawed before use. 7.5.4 - Water - Water used in mixing or curing concrete shall be clean and free from injurious amounts of oil, acids, salt, alkali or organic materials or other substances harmful to • concrete. Water from public supplies or which is suitable for drinking is always satisfactory. 7.5.5 - Joints 7.5.5.1 - Expansion Joints - Expansion ,joints shall be non- ' extrdugin preformed joint filler and shall con- form to standard specifications for preformed ,joint filler for concrete, A.S.T.M. D-1751, "Non- extruding and resilient non bituminous types", or A.S.T.M. D-1752, "non-extruding and resilient non-bituminous types". 7.5.5.2 - Sealing Compound - Sealing material, for filling all types of pavement joints shall comply with A.A.S.H.O. Standard Specifications (Designation M-89 or M-18). 7.5.6 - Curing 7.5.6.1 - Waterproof Paper - Waterproof paper for curing concrete shall conform to the current A.S.T.M. or A.A.S.H.O. Specifications for waterproof paper for curing concrete (C-171 and M-139 re- spectively). 7.5.6.2 - Liquid Membrane Curing Compound - Membrane cur- ing compounds shall be the white:pigmented type and conform to the requirements for the ourrent A.A.S.H.O. Standard Specifications for Liquid membrane forming compounds for curing concrete (Designation M-148 or A.S.T.M. Designation C-309). 7.5.6.3 - Polyethylene Sheeting - Polyethylene sheeting shall consist of single sheet having a thickness of not less than 4 mills (.004") . Moisture re- tention shall conform to the requirements of A.S.T.M. .Specifications, Designation C-156. The material shall be tested for tensile strength and elongation as prescribed in the current A.S.T.M. Specification Designation D-862 - Method A. 7.6. - BATCHING Measurement and batching of cement, fine and course aggregate shall be by weight on scales accurate to within 1/2 of one percent. 7.6.1 - Proportioning Concrete - The concrete shall have a minimum compressive strength of 3000 P.S.T. in 28 days. Proportions of cement, water and aggregate shall be determined in ac- cordance with A.S.I. Standard 613, "Recommended practice for selecting proportions for concrete". Mixes shall com- ply with the following table : NOMINAL SIZE MINIMUM MAXIMUM TOTAL AIR CONTENT OF COURSE CEMENT CONTENT WATER CONTENT (U.S. (PERCENT BY AGGREGATE (INCHES) (SACK PER CU. YD.) GAL. PER SACK OF VOLUME) CEMENT) TABLE II 1 1/2 5.75 6.0 5 + 1% 3/4 6.0 6.25 6 + 1% 3/8 6.50 6.75 7.5 + 1% The entrained air shall be obtained either by using air- entraining cement or an air-entraining agent. For a method of measuring air content, see Section 6.4. The maximum size aggregate shall not exceed 1/4 of the slab thickness. The maximum water content shall include the sur- face water on the aggregate. 7.6.2 - Consistency - The slump of the concrete shall be Class 2-4 as determined by the standard method of test for slump of Portland Cement Concrete, A.S.T.M. C-143. 7.6.3 - Ready-Mixed Concrete - Ready-mixed concrete shall be pro- portioned, mixed and transported in accordance with the cur- rent A.S.`.1'.M. Specifications for ready-mixed concrete (Designation C-44 7.6.4 - Job-Mixed Concrete - If .ready-mixed concrete is not available, then job-mixed concrete shall be in a drum-type mixer and shall conform to the standards of the mixer manu- facturers Bureau of the Associated General Contractors of America. The mixer shall be capable of combining the ag- gregates, cement and water into a thoroughly mixed and uniform mass within the specified time and discharge the material without segregation. The entire contents of the drum shall be discharged before recharging. The volume of the mixed mat- erials per batch shall not exceed the manufacturer's rated capacity of the mixer. 7.6.5 - Time of Mixing - The mixing of each batch shall continue for not less than one minute after all materials, excepting water, are in the mixer. All Mixing water shall be introduced in the drum before one-fourth of the mixing time has elapsed, the mixer shall rotate at the rate recommended by its manu- facturer. The mixer shall be provided with a batch timing device which shall be subject to an inspection and adjustment by the engineer at any time. 7.7 - MEASURING AIR CONTENT The air content of freshly mixed air-entrained concrete shall be checked by the engineer. Concrete with air contents above or below the amount specified in Section 6.4 shall be corrected by adjust- ments in the mix design or quantities of ai-entraining admixture being used. The air content shall be measured in accordance with A.S.T.M. tentative method of test for air content of freshly mixed concrete by the pressure method (➢esignation C-231) or A.S.T.M. method of test for air content of freshly mixed concrete by the volumetric method (➢esignation C-173). 7.8 - FORMS Forms shall be of wood or metal and shall have a depth equal to or greater than the section being placed. Each section of form shall be straight, free from warps and bends. Maximum deviation of the top surface shall not exceed 1/8 inch in 10 feet or the in- side face not more than 1/4 inch in 10 feet. The method of con- nections between sections shall be such that the joint thus formed is tight and free from movement in any direction. Approved flex- ible forms shall be used for construction where the radius is 100 feet or less. 7.8.1 - Setting Forms - The subgrade under the forms shall be com- pacted and shaped so that the form when set will be uniformly supported for its entire length at the specified elevation. The supply of forms shall be sufficient to permit their re- maining in place for at least 12 hours after concrete has been placed. All forms shall be cleaned and oiled each time they are used. 7.8.2 - Grade and Alignment - The alignment and grade elevations of the forms shall be checked by the contractor immediately ahead of concrete placement and necessary corrections will be made. Any forms that have been disturbed or subgrade that has become unstable shall be corrected and forms reset and re- cheolf;ed. :1n 'i arintii.::,s in SCT'c' de and al.i.rnm.ent nail �2 subject to approval by the engineer prior to placing the con- crete. 7.9 - PLACING CONCRETE After the inspector has approved the forms and subgrade, then con- crete shall be deposited on the subgrade to the required depth and width in successive batches and in a continuous operation. The concrete shall be placed as uniformly as possible to minimize the amount of spreading necessary. While being placed, the concrete shall be spaded and/or vibrated with suitable tools to prevent the formation of voids or honeycomb. 7.9.1 - Colod Weather Concreting - Except by specific written auth- orization, concreting shall cease when descending air tempera- ture in the shade and away from artificial heat falls below 50° F. It shall not be resumed until the ascending air temp- erature in the shade and away from artificial heat rises to 50° F. When concrete is permitted during cold weather, the temperature of the mix shall be not less than 60° F.' nor more than 80° F. at the time of placing. Aggregates or water or both may be heated, but the water shall not be hotter than 175° F. and ag- gregates shall not be used which are hotter than 150° F. Be- fore concreting is started, remove ice, snow and frost. When concrete is being placed in cold weather and temperature may be expected to drop below 36° F. , a supply of straw, insulated curing blankets or other suitable material shall be provided along the line of work. At any time when-the air temperature may be expected to reach the freezing point during the day or ni,27ht , the material so provided shall spread over the concrete to a sufficient depth to prevent freezing of the concrete. Concrete shall be protected from freezing temperatures until it is at least 5 days old. Concrete injured by frost action shall be removed and replaced at the contractor's expense. 7.9.2 - Hot Weather Concreting - Except by written authorization, concrete placing shall cease if the temperature of the plastic concrete cannot be maintained at 90° F. or lower. To facili- tate the placement of concrete in hot weather, the aggregates or water of both may be cooled. 7.10 FINISHING After the concrete has been placed and consolidated in the forms, if shall be finished. Wood float shall be used. Excessive work- ing of the surface will not be permitted. Final texture of the surface shall be obtained by lightly brooming the surface .to produce slightly roughened surface with not more than 1/8 inch variation when measured with a 10 foot straightedge. 7.10.1 - Edging - Before final finishing is completed and before the concrete has taken its initial set, all edges in contact with the forms shall be tooled with an edger having 3/8 inch radius. 7.11 - JOINTING Transverse joints will be located at maximum intervals of 10 feet. to control random cracking, the joints shall be formed, sawed or tooled to a minimum depth of 1 !4 of the total thickness. If divider plates. are used, the maximum thickness of plates shall be 1/2 of the • total thickness. 7.11._1 - Expension Joints - Expansion joints shall be placed as shown on the plans or a:3 designated by t1.1 ensineer and shall extend to the full depth of the concrete. Expansion joints shall be edged with a suitable edging tool. 7.12 - CURING Concrete shall be cured by protecting it against moisture loss, rapid temperature change, from rain, flowing water and mechanical injury for a period of not less than five days after placement. It shall be the contractor's responsibility to protect the concrete from the elements and traffic and if neglected the engineer shall direct that the necessary protective measures be taken at the ex- pense of the contractor and no further pouring will be permitted. 7.12.1 - Moist Curing - Moist curing shall be accomplished after initial set by covering with wet burlap, cotton mats or other approved fabric used singly or in combination. Curing mats shall be kept continuously wet and in intimate contact with the concrete for the duration of the moist cure. 7.12.2 - Waterproof paper and polyethylene Sheets - The surface of the concrete shall be thoroughly moistened with a fine spray of water and then covered after initial set with the water- proof paper or sheeting. Paper or sheeting shall cover the entire width and edges shall be lapped at least 12 inches to insure complete coverage. Paper or sheeting shall be adequate- ly weighted to prevent displacement or billowing due to wind. ("Waterproof paper for curin3 concrete", A.S.T.M. C-171). 7.12.3 - Liquid Membrane Curing Compound - Only white-pigmented membrane curing compound shall be used and shall be applied immediately after the water sheen has left the finished con- crete. The compound shall be applied at a rate to completely cover the surface uniformly and at a rate that will achieve the performance requirement specified in A.S.T.M. C-309. The compound shall be kept agitated to prevent the pigment from settling. After the forms have been removed, the exposed edges shall be covered immediately with the compound. 7.13 - COLD WEATHER PROTECTION When concrete is being placed in cold weather and temperature may be expected to drop below 35' F. , a supply of straw, insulated curing blankets or other suitable material shall be provided along the line of the work. At any time when the air temperature may be expected to reach the freezing point during the day or night, the material so provided shall be spread over the concrete to a suffuc- ient depth to prevent freezing of the concrete. Concrete shall be protected from freezing temperatures until it is at least 5 days old. Concrete injured by frost action shall be removed and replaced at the contractor's expense. 7.14 - MARKING Sidewalks shall have the name of the contractor and the year of con- struction impressed therein, using block letters not less than one inch high and 3/8 inch deep. Impressions shall be made in sidewalks at each end of each day's construction. 7.15 - TESTING 7.15.1 - Quality of Concrete - Compliance with the requirements of these specifications shall be determined by routine field tests performed by a recognized testing* agency designated by the engineer in strict accordance with current A.S.T.M. procedures and will be conducted without expense to the Count-. 7.15.2 - Measuring Air Content - The air content of freshly mixed air-entrained concrete shall be checked by the engineer. Concrete with air contents above or below the amount specified in Section 7.7 shall be corrected by adjustment in the mix, design or quan- tities of air-entraining admixture being used. The air content shall be measured in a ordance with A.S.T.M. tentative method of test for air content of freshly mixed con- crete by the pressure method (Designation C-231) or A.S.T.M. method of test for air content of freshly mixed concrete by the volumetric method (Designation C-173). 7.16 - CURB AND GUTTER Curb and gutter will be thickened to a depth of 12 inches at the end of all curb and gutter back a distance of 12 inches when the con- struction of curb and gutter will not be resumed for a period of six months or more. (See Figure B-3). SOIL CEMENT BASE COURSE SPECIFICATIONS 8.0 SPECIFICATIONS FOR SOIL-CEMENT BASE COURSE 8.1 - GENERAL 8.1.1 - Description - Soil-cement base course shall consist of soil and Portland Cement uniformly mined, moistened, compacted, fin- ished and cured in accordance with these specifications and it shall conform to the lines, grades, thicknesses and typical cross section shown on the plans. 8.2 - MATERIALS 8.2.1 - Portland Cement - Portland Cement shall comply with the latest specifications for Portland Cement, A.S.T.M. C-150 for the Type I. One cubic foot of Portland Cement shall be con - sidered to weigh 376 pounds. 8.2.2 - 'mater - Water shall be free from substances deleterious to the hardening of the soil-cement. 8.2.3 - Soil - Soil shall consist of the material existing in the air to be paved, of approved select soil, or of a combination of these materials proportioned as directed. The soil shall not contain gravel or stone retained on a 3 inch sieve or more than 45 percent retained on a No. 4 sieve. The minus No. 4 fraction shall not contain less than 15 percent nor more than 35 percent passing the No. 200 sieve. The percentage of minus 0.05 millimeter shall not be more than 25 percent. 8.2.4 - Cement Content - Cement content shall not be less than 3 percent by meight of the material as determined by the Mois-- tore-Density Test (A.S.T.M. Designation D-558-57) and shall not be less than the amount required to produce a compressive Stre;' th of 300 P.S. T. in 7 days. Materials existing in the area and borrow materials not meet- ing the requirements set forth in 8.2.3 shall be tested in accordance with the Wet-Dry and Freeze-Thaw Test (A.S.T.M. Des- ignation D-559-57 and D-560-5?) to determine the required cem- ment content. 8.3 - EQUIPMENT 8.3.1 - Description - Soil-cement may be constructed with any mach- ine, combination of machines or equipment that will produce the results meeting the requirements for soil pulverization, cem- ent application, mixing, water application, incorporation or materials, compaction, finishing and curing as controlled by these specifications, 8.4.2 to 8.4.9 inclusive. 8.4 - CONSTRUCTION METHODS 8.4.1 - Preparation - Before other construction operations are be- gun, the area to be paved shall be graded and shaped as requir- ed to construct the soil-cement in conformance with the grades, lines, thicknesses and typical cross section shown on the plans. Any additional soil needed shall be placed as directed. Un- suitable soil or material shall be removed and replaced with acceptable soil. The subgrade shsll be firm and able to support without dis- placement the construction equipment and the compaction herein- after specified. Soft or yiel ding subgrade shall be correctd and made stable before construction proceeds. 8.4.2 - Pulverization - The coil shall be so pulverized that at the completion of moist mi.xin3, 100 percent bar dry weight passes a 1 '.?1ch sieve and a nin1.T'? m of 80 r.o•.�nt oases a No. 4 sieve , exclusive of cravel or stone retained on these sieves. • 8.4.3 - Cement Application - Mixing and Spreading - Mixing of the soil, cement and water shall be accomplished either by the mixed-in-place of the central-plant-mixed method. No cement or soil-cement mixture shall be spread when the soil or subgrade is frozen nor unless the air temperature is 40° F. in the shade and rising. The percentage of moisture in the soil at the time of cement application shall not exceed the quantity that will permit a uniform and intimate mixture of soil and cement during mixing operation; and it shall not exceed the specified optimum moisture content for the soil-cement mixture. The operations specified in 8.4.3 to 8.4.5 inclusive shall be continuous and completed in daylight within 6 hours. An soil and cement mixture that has not been compacted shall not remain undisturbed for more than 30 minutes. Method A - Mixed-in-Place - The specified quantity of cement shall be spread uniformly on the soil. Spread cement that has been displaced shall be replaced before mixing is started. After the cement has been applied, it shall be mixed with the soil. Mixing shall continue until the cement has been sufficiently blended with the soil to present a uni- form colored mixture. Immediately after the soil and cement have been mixed, water shall be incorporated into the mixture. Excessive concentrations of water on/or near the surface shall be avoided. A water supply and pressure distributing equip- ment shall be provided that will assure the application within 3 hours of all mixing; water required on the section being processed. After all mixing water has been applied, mixing shall continue until a uniform and inti- mate mixture of soil, cement and water has been obtained. Method B - Central-Plant-Mixed - The soil, cement and water shall be mixed in a pubmill either of the batch or continuous flow type. The plant shall be equipped with feeding and metering devices which will add .the soil, cem- meet and water into the mixer in the specified quantities. Mixing shall continue until a uniform and intimate mix- ture of soil, cement and water is obtained. The mixture shall be placed on the moistened subgrade in a uniform layer by an approved spreader or spreaders. No more than 30 minutes shall elapse between the place- ment of soil-cement in adjacent lanes at any location ex- cept at longitudinal construction joints. The layer of soil-cement shall be uniform in thickness and surface con- tour and in such quantity that the completed base will conform to the required grade and cross section. Dump- ing of the mixture in piles or windrows upon the subgrade will not be permitted. No more than 60 minute, shall elapse between the start of moist mixing and the start of compaction of soil cem- ment. 8.4.4 - compaction - At the start of compaction the percentage of moisture in the maxture shall not be below or more than two per- centage points above the specified optimum moisture content. The specified optimum moisture content and density shall be de- termined by a moisture density test, A.S.T.M. D-557-57, on representative samples of soil-cement mixture. Prior to the beginning of compaction, the mixture shall be in a loose condition for its full depth. The loose mixture then shall be uniformly compacted to the specified density within 2 hours. During compaction operations, shaping may be required to obtain uniform compaction and required grade and cross sec- tion. 8.4.5 - Finishing - After compaction the surface of the soil-cement shall be shaped to the required lines, grades and cross section. If necessary during shaping operations, the surface of the base shall be lightly scarified to remove any tire imprints or smooth surfaces left by equipment. The resulting surface shall then be compacted to the specified density. Rolling shall be supplemented by broom dragging if required. The moisture content of the surface material must be maintained at not less than its specified optimum moisture content during finishing operations. Surface compaction and finishing shall be done in such a manner as to produce, in not longer than 2 hours, a smooth, dense surface free of compaction planes, cracks, ridges, or loose material. Any portion of the soil-cement that has .a density of 5 pounds or more below that specified shall be corrected or replaced to meet these specifications. 8.4.6 - Curing - After the soil-cement has been finished as specified herein, it shall be protected against drying for 7 days by the application of bituminous material. The curing material shall be anpli?d as soon ao possible after the completion of finishing operations. The finished soil-cement shall be kept continuously moist until the curing material is placed. The bituminous material specified shall be uniformly applied to the surface of the completed soil-cement at the rate of approx- imately 0.2 gallon per square yard with approved heating and distributing equipment. The exact rate and temperature of applica- tion for complete coverage without excessive runoff will be speci- fied by the engineer. At the time the bituminous material is applied, the soil-cement surface shall be dense, shall be free of all loose and extran- eous material and shall contain sufficient moisture to prevent penetration of the bituminous materials. Water shall be applied in sufficient quantity to fill the surface voids of the soil- cement immediately before the bituminous curing material is applied. Should it be necessary for construction equipment or other traffic to use the bituminous covered surface before the bitu- minous material has dried sufficiently to prevent pickup, suff- icient granular cover shall be applied before such use. Tne curing material shall be maintained by the contractor during the 7 day protection period so that all of the soil-cement will be covered effectively during this period. Finished portions of soil-cement that are traveled on bey equip- ment used in constructing an adjoining section shall be protected in such a manner as to prevent equipment from marring or damag- ing completed work. Sufficient protection from freezing shall be given the soil- cement for 7 days after its construction and until it has hard- ened. 8.4.7 - Construction Joints - At the end of each day's construction a straight transverse construction joint shall be formed by cutting back into the completed work to form a true vertical face. Soil-cement for large, wide areas sahll be built in a series of parallel lines of convenient length and width meeting the ap- proval of the engineer. Straight longitudinal joints shall be formed at the edge of each day's construction by cutting back into the completed work to form a true vertical face of loose or shattered material. 8.4.8 - Processing and Compaction Along Concrete Gutter - All mater- eal along the gutter shall be moved away from the edge into the mixing area for the full depth of processing and sufficient distance to insure complete mixing with cement and water. The mixted material shall then be replaced and compacted in such a manner to insure full depth and required density adjacent to the existing gutter. Moving, mixing, replacement and compaction shall be done without damage to the gutter edge. 8.4.9 - Manholes and Service Boxes - Prior to construction of the base, all manholes and service boxes shall be lowered to suffic- ient depth below the surface and protected by an adequate cover so that processing and compaction of the bane may proceed with- out obstructing; the .full width of the street. After completion of tha so j,-cement base course and berore complete hardening O' the base, these areas shall be excavated, the material wasted and the manholes and services raised to finished grade. The area excavated shall be of such extent as to provide sufficient working space to perform the operations necessary in raising the manhole or service box and to insure the soil-cement base along the periphery is clear of the covered area. Soil-cement base that is fractured or broken adjacent to the excavation shall be removed and wasted. The space between the cut section and the manhole or service box shall be backfilled with Portland Cement concrete. 8.4.9.1 - Traffic - Completed portions of soil-cement may be opened immediately to local traffic and to construction equipment and to all traffic after the 7 day curing period provided the soil-cement has hardened sufficiently to pre- vent marring or distorting of the surface by equipment or traffic and provided the curing, as specified in 8.4.6, is not impaired. $.4.9.2 - Maintenance - The contractor shall be required, within the limits of his contract,, to maintain the soil-cement in good condition until all work has been completed and accept- ed. Maintenance shall include immediate repairs of any de- fects that may occur. This work shall be done by the con- tractor at his own expense and, repeated as often as may be necessary to keep the area continuously intact. Faulty work shall be replaced for the full depth of treat- ment. Any lower areas shall be remedied by replacing the material For the full depth of treat,=en`.. Any Low , as shall be remedied by replacing the material for the full depth of treatment rather than by adding a thin layer of soil-cement to the completed work. 8.5 - DESIGN THICKNESS OF SOIL-CEMENT BASE 8.5.1 - Minimum Thickness - The minimum thickness of soil-cement base shall be 4 inches when approved selected borrow soils are used and 5 inches when existing soils are used. 8.5.2 - Minimum Total Thickness - Soil-cement base material shall be placed to a depth as determined by the engineer from Figures B-13 amd/or B-l4. STREET CUTS • 9.0 STREET CUTS 9.1 - Standards Standards or permits, fees, specifications and other regulations regarding the backfilling of the installation of underground water, sanitary sewer and storm sewer pipes and the improvement of roads and/or sptreets by person/persons, firms or corporations within Weld County. That no person/persons, firms or corporations shall enter upon rights-of-way of Weld County for the purpose of installing water, sanitary sewer or storm sewer lines, curb and gutter or steet improvements of this county without first having obtained the permits and having paid the fees that are herein established and without com- plying fully with the fees, regulations and specifications of this county which are hereby established by this resolution pertaining thereto, as follows: That all utilities intending to use dedicated public right-of-way in a manner and location as shown on the approved Utility Board plat shall be installed prior to any construction of streets, curb or gutter, and that all streets and utility easements shall be rough cut to grade prior to any utility construction under the jurisdiction of Weld County. 9.2 - Definitions 9.2.1 - Base Course - This material shall consist of a foundation course composed of crushed gravel or crushed stone and filler and shall be free from vegetable matter and lumps or balls of clay and shall meet one of the following grading requirements. Standard Size of Sieve Percentage by Weight Passing Sieve TYPe I • TType II 1/z inch 100% 1 inch 90-100% Type I Type II 3/4 inch 60-90% 100% 3/8 inch 45-'75% No. 4 30-60% 30-60% No. l0 20-50% 25-60% No. 40 lO-30% 25-503 No. 200 5-15% 5-12% Liquid Limit 25 Max* 25 Max* Plasticity Index 6 Max 6 Max *30 Max. , if nonplastic bearing value and/or stabilmeter tests may be required to properly evaluate the quality of the materials. 9.2.2- Unsuitable Material - Soft and yielding material and rock or shale, which will not compact to the specified density when rolled or tamped. 9.2.3 - County Commissioners - Board of County Commissioners of Weld County, Colorado. 9.2.4 - Jetting -- The backfilling of trenches over six (6) feet in depth will be accomplished in lifts not to exceed six (6) feet and water jetter to saturation but not super saturation after each lift. After the upper lift has been placed, the complete trench shall be water jetted again and left to stand for a per- iod not less than forty-eight (48) hours prior to the completion of backfill. 9.2.5 - Permit - Written authorization by the county allowing person/ persons, firms or corporations to enter county streets. roads or rights-of-Dray for the purpose of construction, installation and excavation. 9.2.6 - Road - A dedicated public right-of-way, with or without im- provements, which serves or intended to serve the needs of ve- hicular traffic within rural portions of the county. 9.2.7 - Street - A dedicated public right-of-way, which serves or is intended to serve the local needs of residential, industrial or commercial areas. 9.3 - SPECIFICATIONS - GENERAL 9.3.1 - To avoid interference with rush hour traffic, the following conditions must be observed in making cuts in improved through streets, bus route streets and main thoroughfares. 9.3.1.1 - Only one side of the street in a block may be cut at any time. 9.3.1.2 - Should operating conditions require opening the full width of a street at one time, advance approval of plans for opening must be obtained from the office of the desig- nated representative of the Board of County Commissioners. Applicant shall notify the appropriate fire protection district and the Weld County Sheriff's office concerning exact location of street barricades and dates traffic will be impeded. 9.3.1.3 - All cuts shall be made in accordance with Section. 7, LEGAL RELATIONS AND RESPONSIBILITY TO THE PURLTC , of the STANDARD SPECIFICATIONS FOR ROAD AND BRIDi; CO STRUCrTON adopted by the Colorado Department of Hi R'hwaY5 on January 1, 1953, and any revisions there. 9.3.1.4 - In the event that, differences of opin1OU ;:hoa'd arise batween the representative of the commi ^,' `ers and th permittee as to compliance with specifications or these regulations, then such dispute shall be submitted for arbi- tration to an independent testing laboratory or engineering consultant, whose findings shall be binding upon both. Costs of such arbitration or testing shall be borne by the part or parties whose contention is not supported by such professional findings. 9.3.2 - Responsibility of person/persons, firms, or corporations making excavations in roads, streets or rights-of-way in Weld County. 9.3.2.1 - The person/persons, firms or corporations making ex- cavation in the roads, streets or rights-of-way of Weld County will hold harmless the county, the County Commis- sioners, the County Engineer and county employees individ- ually from liability for injury to persons or damage to property resulting from such excavation or backfill of the underground structures or failure to repair street surfaces as herein provided. They further shall hold harmless the county, the County Commissioners, the County Engineer and county employees individually from liability for injury to persons or damage to property resulting from the inadequacy of barricades, lights or other proper warning, devices. 9.3.2.2 - All barricades and/or other warning devises used in any construction within public rights-of-way shall conform to the Manual on Uniform Traffic Control Devices for Streets and Highways, 1971, and any state or federal revision th,!reto. Construction practices within public rights-of-way shall be in accordance with the practices as outlined by the Depart- ment of Labor and Employment, the Industrial Commission of Colorado, and the Occupational Safety and Health Act of 1970 (Public Law 91-596). 9.3.2.3 - During the development phase in new subdivisions while streets are being layed out, constructed and/or surfaced, or while utility lines are being layed or installed, auth- orization may be granted to totally barricade streets in the interest of public safety, such authorization to be in writing and approved by the Commissioners or their duly designated representative. Such authorization shall state the period when such total barricading will be allowed. 9.3.3 - Requests for inspection shall be made at least twenty-four (24) hours in advance except for Saturdays, Sundays, holidays or at night and in this case, a forty-eight (48) hour request shall be made. 9.4 - STREET AND ROADWAY CUTS (PAVED) 9.4.1 - All cuts made in asphalt or concrete surfacing of county roads or streets must be made only after obtaining special permit and only by mechanically cutting to a true horizontal and vertical line and shall be cut one (1) foot wider on both sides of the trench to be excavated after backfill and compaction. 9.4.2 - All excavations made in the county .roads or streets shall be carefully backfilled and compacted by one of the three (3) alt- ernate methods described as .follows in 9.4.2.1, 9.4.2.2, or 9.4.2.3. 9.4.2.1 - Pervious Free Draining Materials For Backfill - Mater- ials in this class shall be clean sands or gravels and must be of such gradation and sizes as to be pervious. Materials in this class will ordinarily be included within the class- ifications GW, GP, SW and SP (or combinations) of the Uni- fied Classification System. Materials in this class will be compacted by thoroughly wetting by ponding or jetting and compacted by vibratory means until Ninety (90) percent minimum density as determined by the Proctor Method Stan- and (A.A.S.H.O. Designation T-99) is obtained. For back- fill depth greater than twenty (20) feet, the materials shall be compacted to ninety-five (95) percent density and determined by the Proctor Method Standard (A.A.S.H.O. Designation T-99). 9.4.2.2 -Impervious Materials For Backfill - Materials in this class will be clayey or silty or silty sands and gravels (classification GM, GC, SM, SC) , Clays (CL, CH) , Silts (ML, MH) , or combinations of these classifications. These materials shall be compacted by rolling or tamping in twelve (12) inch maximum loose layers (after moistening to optimum moisture content) to ninety (90) percent minimum density as determined by the Proctor Method Standard (A.A.S.H.O. Designation T-99) , fill depths greater than twenty (20) feet shall be compacted to ninety-five (95) percent density Proctor Method Standard. 9.4.2.3 — Borderline Soils For Backfill - Soils which cannot de- finitely be placed in either of the above categories shall be compacted in moistened layers as described for imperv- vious materials above to ninety (90) percent density stan- dard proctor for depths less than twenty (20) feet and to ninety-five (95) percent density standard proctor for cuts greater than twenty (20) feet. 9.4.2.4 - At no time will wet, soggy, frozen or other unsuitable material, as determined by the designated representative of the Board of County Commissioners, be allowed as backfill. If proper backfill material is not at the excavation site, suitable material must be brought in and unsuitable material removed from the site. 9.4.2.5 - All excavations that are made in pave streets must be completely restored within a period of no more than fifteen (15) days subsequent to acceptance of backfill by a re- presentative of the Board of County Commissioners. A min- imam of six (6) inches of select base material shall be in- stalled and thoroughly compacted immediately beneath the paving to be installed and no less than the base course im- mediately adjacent to such cut will be acceptable. In the event that weather conditions preclude the restoration by permanent hot mix asphalt cement, then temporary repairs shall be made by tamping and rolling into place a cold mix type asphalt cement. Such cold mix patches shall be removed and replaced by a permanent hot mix asphalt cement within thirty (30) days after the general availability of hot mix asphalt cement in Weld County. Such permanent hot mix as- phalt cement patches ,hall in no instance be less than two and one-half (2'/z) inches in thickness nor less than the hot asphalt cement adjacent to the excavation, and shall ce installed in accordance with good construction practices. 9.4.2.6 - All permanent street surface repairs shall have con- traction and other cracks filled with a proper asphaltum product approximately thirty (30) days subsequent to date of street repair and be completely seal coated within a period of ninety (90) days subsequent to the original re- pair. Fine mix seal coating will be permitted on lateral cuts. (Note : Proper barricading is essential that such cracking, sealing, and seal coating be effective. Ad- equate traffic control should be available). 9.4.2.7 - In the event that asphaltic concrete base, soil cement base or other base course materials be encountered by ex- cavation, restoration shall be made in kind subject to the approval of the engineer or designated representative. 9.4.2.8 - All paved streets wherein excavation has been performed will be thoroughly cleaned and completely policed from all debris and extraneous material created by permittee. 9.5 - STREET AND ROADWAY CUTS (GRAVELED) 9.5.1 - All excavations made in the country roads or streets shall be carefully backfilled and compacted by one of the methods described under STREET AND ROADWAY CUTS (PAVED) or by the method described as follows in 9.5.1.1 : 9.5.1.1. - At no time will wet, soggy, frozen or other unsuitable material, as determined by the designated representative of the Board of County Commj.s, ioners, he allowed as backfil_l. If proper backfill material is not at the excavation site, suitable material must be brought in and unsuit- able material removed from the site. 9.5.1.2 - Any disturbed surface of the roadway, including the area of the trenching shall be completely restored with gravel and base material at least equal to the original installation. (NOTE: The individual or corporation who proposes to work in graveled streets would do well to have a meeting with the engineer or his representative prior to beginning work, that a determination can be made as to existing conditions prior to excavation and back- fill; otherwise, it will be assumed that there is a min- imum of six (6) inches of base course material on all county roadways. ) 9.6 - STREET AND ROADWAY CUTS (UNIMPROVED) . 9.6.1 - All excavations made in the county roads or streets shall be carefully backfilled and compacted by one of the methods des- cribed under STREET AND ROADWAY CUTS (PAVED) or (GRAVELED) or by the method described as follows in 9.6.1.1 : 9.6.1.1 - At no time will wet, soggy, frozen or other unsuitable material , as determined by designated representative of the Board of County Commissioners, be allowed as backfill. If proper backfill material is not at the excavation site, suitable material must be brought in and unsuitable mat- erial removed from the site. 9.7 - PERMIT AND INSPECTION FEES 9.7.1 - In order to defray the expense of the permit and inspection of excavation, backfill and compaction, surfacing and resurfac ing and the installation of curb, gutter, valley gutter, pans and sidewalks, the following fee schedule shall be applicable'= to person/persons, firms, companies or corporations. 9.7.1.1 - STREET CUTS PIPE SIZE COST/LF (inclusive) Sanitary Sewer (backfill only) /z" - 8" $.02/LF Storm Sewer Permit Fee $5.00 10" - 15" $.02/LF (This includes first 25 LF) Water lines (backfill only) 27" - 2" $.10/LF in excess of 42" $.15/LF 9.7.1.2 - CURB AND GUTTER AND CROSS PANS ( and sidewalk if monolithic) Permit Fee $5.00 plus $.12/LF 9.7.1.3 - VALLEY GUTTER Permit Fee $5.00 plus $.12/LF 9.7.1.4 - CROSS PANS Permit Fee $5.00 plus $.12/LF 9.7.1.5 - SIDEWALK Permit Fee $5.00 plus $.02/LF 9.7.1.6 - STREET OR .ROAD CONSTRUCTION Subbase Permit Fee $5.00 plus $0.02/Sq. Yd. Base Course Permit Fee $5.00 plus $0.02/So. Yd. Surface Permit Fee 35.On p1 7').05/Sq . Sri. 9.7.1.7 - ALL INSPECTIONS MADE ON SATURDAYS , SUNDAYS , HOLIDAYS OR AT NIGHT Add 50% to above Fees 9.7.2 - All Permits and inspection fees shall be payable in advance of excavation or construction in the rights-of-way, streets or roads of Weld County. The lack of a permit for the job shall be construed as a valid reason to require the stoppage of all work in connection with excavating, backfilling, constructing curb, gutter, sidewalk, valley gutter, pans and the building of roads or streets. 9.7.3 - Excavating, backfilling, constructing curb, gutter, side- walk, valley gutters, pans and the building of roads or streets without a valid permit shall result in the doubling of all fees and inspection costs when the applicant is operating without such permit. 9.7.4 - As an alternative of the above inspection fee schedule, the following procedure is permissive. 9.7.4.1 - That an independent professional engineer registered in the State of Colorado obtain a permit at a charge of $5.00 per permit, each operation to be covered by a sep- arate permit. (Street cut, curb and gutter, sidewalk, valley gutter, parts, street or road construction would be six (F) operations and would require six (b) separate permits. 9.7.4.2 - That professional engineer will be responsible to the Board of County Commissioners of Weld County for all in- spection and tests necessary to insure that the applicable work to be done on this project is in accordance with or above the requirements and specifications of Weld County. 9.7.4.3 - It will be required that documentary evidence of a contractural employment of said designated registered professional engineer shall be submitted to the Weld County Commissioners' designated representative's office at the time construction plans, profiles and designs are submitted .for approval and prior to the issuance of said permit for construction. Said evidence shall recite that the registered professional engineer has complete control and authority over the work to be accomplished. Immedi- ately upon completion of work, the registered professional engineer shall file a report including "as-built drawings locating all cuts by dimensions and house numbers" with the Board of County Commissioners stating that all work done under his charge has met or exceeded all county spec- ifications, regulations, and written requirements. 9.8 - CONSTRUCTION PLANS, SPECIFICATIONS AND OTHER PERTINENT DOCUMENTS 9.8.1 - That ten (10) days prior to commencement of work for the ex- tension of water mains, sewer mains or construction of storm sewer mains or construction of storm set•e.s, the engineering plans and specifications shall be presented to the Board of County Commissioners through their designated representative for review and study. These plans and specifications shall be approved by the County Commissioners' designated representative prior to construction. SURVEY MONUMENTS APPENDIX D Survey Monuments I. CONSTRUCTION A. Corner Monuments and Reference Marks. 1. Firm Soil Number 4 steel rebar 24" long. Survey caps at least 1" in diameter. No more than 4" protruding from ground. Mound of stones, if available. 2. Solid Rock 1 3/8" diameter metal tablet with 1/z" long shank counter- sunk in rock and grouted with "Por-Rok", epoxy cement, or equal, as shown in Figure 1-2. 3. Loose soil, Sand, Marsh, etc. Monuments shall not be set, but shalt be witnessed pursuant to Section 136-2-1, C.R.S. 4.• Monuments Within Streets or Roads. a. Number 4 rebar 24" long. Survey cap at least 1" in diameter. b. At the time a road is paved, all such monuments within the paved area shall be fitted with cast iron monument boxes as shown in Figure 2. c. Any monuments set after a road or street is paved shall also be provided with monument boxes. d. Monuments which shall have to be moved for road or street construction shall be referenced with at least tIlree dis- tance ties or two line ties as shown in Figure 3, and shall • be renet %ao oort aF nrao.:icabTe .tftor road or ntreet earth- work is completed and preferably before pavinr;. B. Bench Marks 1. 1 3/8" diameter metal tablet with lYz" shank set in solid bed- rock or concrete (see Figure 1-b) or cast in place monument as shown in Figure 4, or fire hydrants and other permanent loca- tions as is common practice. 2. Each bench mark shall be built within a street or road right- of-way or on other dedicated land in a location'.that will not be disturbed by site grading or road construction. NOTE: Construction standards given above are minimum. More massive and durable monuments are, of course, permitted. II. MARKINGS A. General. All monuments, markers, and bench marks shall have affixed securely to the top thereof the registration number of the land surveyor responsible for the establishment of such monument, marker, or bench mark. B. Aliquot Corners. Aliquot corners within the Public Lard Survey System shall be marked with the Bureau of Land Management designation pursuant to Chapter IV of the "Manual of Instructions for the Survey of Public Lands of the United States, 1947", except that the date may be omitted. C. Bench Marks. Bench marks shall be painted or stamped with the letters "B.M.". III. WHEN SET A. See 136-2-1 , C.R.S. B. See also snb-section I A 4b and I, A 4c above. TYPICAL SECTIONS & DESIGN STANDARDS GENERAL - Design standards for roadway sections : Should a question arise on a roadway section not covered in this manual, the Board of County Commissioners or their authorized representative may, at their discretion, refer to the Roadway Design Manual as published by the Department of Highways State of Colorado and/or the latest revisions thereto. BOUNDARY MONUMENT REFER" ACE MARKS OUTER REFERENCE MARK MAY BE "NATURAL" FORESIGHT OF PERMANENT NATURE SUCH AS CORNER OF BLDG., PEAK OF ROOF, FLAGPOLE, ETC. REFERENCE MONUMENT OR MARKER • THREE DISTANCE TIES BOUNDARY MONUMENT REFERENCE MONUMENT \ � OR MARKER OR TWO LINE TIES �d • FIGURE 3 BENCH MARK CONSTRUCTION METAL CAP PROTRUDING 0.01 FT. FROM CONCRETE CET"( _ No. 4 REBAR 24" LONG � CONCRETE POURED IN ALTERNATE TOP PLACE (METAL TABLET WIRED TO TOP OF REBAR) H3" DIA. FIGURE 4 // 7i LOCAL STREET SINGLE-FAMILY RESIDENTIAL AREA 1-75+-4.5-+- g' I 12 _ -I* I21 l_ g. ----'11"--4.51+7.5`4 I PARKING MOVING I LANES PARKING ' R.tfl.W. R.01W. • .__--Q02%FT. SLOPE MIN. Q02'/FT. SLOPE MIKE " 2P-6 2'-6"-iiw.,..• i 3 91 6.".• 17- 36P PAVEMENT ` 60P RO.W. P P MULTIPLE-FAMILY RESIDENTIAL AREA ( SAME AS ABOVE) --{I ` in _to 1- _ 1O _LI —1- _3 N N w - a a J w z a ¢ ,_i � w F N 1- U- IL W J O O W CC cn 1-- a ~ w W J i g M 3 CI! 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N Q „ZI Ucv _ CL )- I- 4:::•)".s . -A. 6'-0" r y'. 4._61. � [1 111 1._61, ,B•'.„, ,. — ______ __ _____ _ ______..____, i t l l f 4 11 .1 611 ;"' ; 1 4 V2 6 4 V2 .;' 1%;?�. R-I V2 i I U,3__....1------- -.,;0.: ..R , ,��1 4 .e.,,i 611 1, %a 'ti• — 41-I11 4 i".I . SECTION X --#C --b-X BACK EDGE OF WALK NORMAL WALK GRADE ' • NORMAL. WALK GRADE \\\\\\\\\\\\�� i ///��//////j� A \\\\ \ III 111 /%///�/ EXPANSION JOINT }'\\ \\\\\\ ////////// �"EXPANSION JOINT \ \� \\\\\\ CONTRACTION JOINTS Q (IF NOT MONOLITHIC) \\\1\\�\�� IO' MAX. SPACING %/////P�///, \\<A\\\ ` II II //////�//4 \\\�\\\` I I ( i i I /%////////; • ''\\ \\\. /////////..i !' CURB TRANSITION •SECTION `FLOW LINE t 6'-011 .1• - 101-011 ib1� 551_0" � EDGE OF PAN TOTAL WIDTH OF 6f1 DRIVE SECTION � r -a C --lib-X ' ,-- _ N _ ■i �ii�■��■■ _ co tri 0 w N_ -� O m a h ct) LALA 1 m 1 cn 'r x cn >- W w z Q Q O v o J — _ — ro Lu ,a,, v O Q 0 CC U.) . cc 0 0 h 7d Yee o is 1- Y cc N � W � z � a w w ao W U J -_ Q d h Z W � h w z • U W J_ W O U cn U \ h Q 2 U7 Q O t7Z ZZ OZ 81 91 t7I ZI 01 8 9 b 3Sd8 031V381. 1N3W30 S3H0N1 GUIDELINE LAYOUT FOR UTILITIES IN FRONT OF LOT As Looking North or East 0.5�. . 3.01 3.01 _� 3.01 2.0' . I Curbwalk 3.51 Y ,t,Y--7-11.-:;:1)---- . ,`; .;.:,, f T.V. , o oTele. i d w 0 c Property Line 1 lrrig. cl f Power I et w E Gas d N O ' w/ c "' 5.51+ `� 3.5 1 2.0' I 1.5' ' 2.0 i 2.0' Curbwalk .I� 'T' ' "i e.=:,. .tea--- / ///I T.V._s:p��J:�.rr O i N 1 A —Ctil //e, - O 1 4 C. I Power Tele. Irrig. c _ _ w J Scale, 1'= 3a Gas i i C Property I E Line I o w l'A .TAL TABLET IN SOLID POCK Grout or Epoxy b. Bench Mork a. Boundary Monument ( Cross-Sectional View ) FIGURE I . MONUMENT BOX INSTALLATION Set Box to Match Final Grade Pavement 4 • Q •• . e 0: , .,9 ,o . Base ' �° 6 ■ ' _0' Excavation c� • ' • 0.`,• • 'o Line . . ,, Pit Run b Do Not Backfill Gravel `1.o:- • Around Monument n Undisturbed Soil Survey ( Or Firmly Backfilled Monument Or Concrete Footing ) FIGURE 2 . 20' Utili)— and Drainage Easement ' ; 8' - 0" 00.410'- 0" i 4 2-6 is t y, 1 ' 3' i 2L�'�4' II - Y 21 .t 3 H j.. LIIIII1 =Pr- T.V.`-pro-- ) © -- -.4,Gas -----......j - : Tele.---e— , lrrig. w_ in Power--e --- w- W Drainage T' tI Pan €111K---Water , / Lot Line Sanitary 0.C 1.- Sewer + — - - With Sewer or Water I GUIDELINE UTILITY LAYOUTS IN 20' EASEMENT 20' Utility and Drainage Easement ...• 8'—0„ 8'—0" i r 1.. d nuain A ...-..:,..4:z.4 111f ' Alt. T.V. --,4 st.,-- Irrig. 1_0 l TeIe. i Gas •---' ; Tele.^.o ' Power- Lot Line ' Without Sewer or Water SCALE • I '= 5'- 0" RURAL SUBDIVISION q I&MIN. I G _ "X" "X" 5--• 12�MAX. If /,q�- +-S1. 0.02:/Ft. SI.0.02' Ft.--.••• I SE ECTION SLOPE i°F F N. R Si.10,1 S'� O° n u 6. PAVED SHOULDERS F NOTE: MAY BE REDUCED BY 21 IN MOUNTAINOUS TERRAIN I 1 ,&MIN. "Y" — .8X,e r ..X.. j, "y"_ 121MAX. 4.444) SI.0.02%Ft. 1 SI.0.02%Ft. POINT OF SLOPE SELECTION Oi°��F it.IO:I 4k 4 „H" 8,'10 PAVED SHOULDERS OA Ce. :r BOUNDARY MONUMENT REFEREN CE MARKS OUTER REFERENCE MARK MAY BE "NATURAL" FORESIGHT OF PERMANENT / NATURE SUCH AS CORNER OF BLDG., PEAK OF ROOF, FLAGPOLE, ETC. / REFERENCE MONUMENT OR MARKER THREE DISTANCE TIES BOUNDARY MONUMENT REFERENCE MONUMENT OR MARKER OR TWO LINE TIES BENCH MARK CONSTRUCTION METAL CAP PROTRUDING 0.01 FT. FROM COTE / NO 4 REBAR 24 LONG' CONCRETE POURED IN PLACE ALTERNATE TOP (METAL TABLET WIRED TO TOP OF REBAR) -►{ 3" DIA. j MULTILANE CROSS SECTIONS HALF SECTION CONCRETE HALF SECTION ASPHALT (CUT SECTION) � MEDIAN (FILL SECTION) , "Y.1--",-----"Y.1--",-----24 OR 336' 1.4 VA BI MIIL�iE• - 24`O R 36' -•=--1 . 12 MAX. ��S1,_AF 1 SELE POINT O SLOPE CTIF ON MEDIAN BARRIER AS SHOWN ON PLANS !,l { Ri O,o ' 41e(F i FLUSH MEDIAN c. MEDIAN HALF SECTION CONCRETE VARIIXBLE HALF SECTION ASPHALT (CUT SECTION) (FILL SECTION) � 6' 6'MIN * .-„Yu-^-6-240R3b'—'4'� -4-a--240R36'---4-41Y”-•- .4- . `-4Y”-•- POINT OF SLOPE -4- SELECTION YW.. :k777_,.-- ,, POINT OF SLOPE SELECTION "�' DEPRESSED MEDIAN ti. MEDIAN • I VARIABLE _ ! EDGE OF SHOULDER 12' MIN. VARIABLE -•-6'M IN.---P-1-6'MIN:•-+' ! . POINT OF SLOPE - SELECTION I FRONTAGE ROAD w W/2 W/2 ' { 1 I/4„ f t v2.. t2" FOR STANDARD LOCAL STREETS W T=6" FOR COLLECTOR STREETS W=81-0" T=8" REINFORCE WITH 6/6 - 10/IO WIRE MESH CROSS PAN • I/2 ROADWAY WIDTH • FULL GROWN SECTION' BO t- • I'_6'' 4. 0' 6" V2"EXPANSION JOINT �-- - - ---T ---- (15 MINIMUM RESIDENTIAL) AN INCREASE OF 5' WILL Y \0 BE REQUIRED- IN EACH 1 O� STEP OF STREET QP CLASSIFICATION CPNTRACTION \ W/2 ` A JOINT \ I w \: W/2 , r INDICATES GUTTER IN LI/2" EXPANSION JOINT ABSENCE OF PAN PLAN OF INTERSECTION _ _ T O N ' [ . \ - , CD I 1 . O CO .E..." ti Z U LA W to cc z Y cr o Z I-- t1) Li .-, Q ca Z W r � O 4. z 4 v. Zvi 0 7 4 ll- 2 -2 D m , �,� .N � ? r) O D + y Y CI) p O ft `L 4 ) � a. (/ `L Z m z 2 © �, N cn v a.J u.1 W w / " L 3 vJ w d D, �, m mQ c `L � Cr m w = - = - cr ca in c0 v tN w w �� y: v t-• z H H w CC W W U 'a W Y � CC V Z J 0 0 Z Z Z OU to � O� O C.) W � U U in U F U J S � z 0, J � a z ltJ W = = Q" a to We Y Q. E c a L1J V Q CO N N CD O+ Q (x , O M ' 0 Q IQ 2 Q o z W W W' J '�_ U w J O �l Q _ Z O I.0 r A W F Q U a _ 1. � .L - . `, �r t z a oz 81 91 171 z1 01 9 9 b 53HON1 -1V101 Y 6=0" y., e_0„ � r vi" /2"Fn_ T. 4..;:0444'.0-,1-::. „.._, 6.. 21/2" -rte i SECTION 8 ALLEY WIDTH _ .o PROPERTY LINE -0-A ..-e.B 1 4,-6„R g'-0's 4'-g"R t2•^0" --0•A --P8 ...- - a --sr... ' 10-34,,:-• 1•44-'a 'ov,?p,, tiy,!P' .Z' a .I: • _r:•. .c,•-y. J :.••••• �.q r .' sr CO Y.•i Ji,u f 'Pry, � .r o,y _ r•' 'el ••• , '.f.i 1 es-4M ••:1 IF, J a\v" •• l i 9 no W _y. U -CV .� 4.'� f'"r': { •• ' • W �.:,, h Wi pl;.t U N ...•• r •-• "i , ��r a I 111 ..v._,,e,•�\�� Z f,�A ',y L. III iii W - „t•—14 ",' cc a CI1 0 U <''" N M O N _-'e-1 a ,.td.-.: n2 „91 j r i • rvy' Q N K 84Z5�•` W CO NM w 1({�� z „s Iff .'. y.. z a N J_ Q H Q W � O Q O U U m W En J U J CC U W O U E z f O M 1d 1 i w z _t T cc W a 0 ¢ a avo Z wit pima .c ,G ,OZ-,81 r ,G NIW ,8Z Q J ~ W O I— W W Ir Z F O_ CO H Q U J O Q J � Z } W a o 3 N W w \\ CC > 0 aV0 I ...5")CVw,bZ.5� 'NIA ,5L 'NIA El w z_ J >- t- cc W d O ¢ a L� 2=0" 6„ I V2"R 5:0" 6„ I V2" 2„R 12.5„ • r; T - _.1 '3•, NOTE:AT DRIVEWAYS THE SLAB SHALL BE 6" THICK LOWER EDGE OF TEMPLATE SLOPE= I-3" PER FOOT TOWARD CURB 6"INCH CURB a GUTTER 4 INCH SIDEWALK SLAB VARIABLE s- VARIABLE s _ V2" • • •0.'� r 2"R -T. 6„ DETAIL OF ALLEY GUTTER FOR 6 INCH CURB a GUTTER A LLEY WIDTH • PROPERTY LINE • SIDEWALK SIDEWALK i VARIABLE j 4=6', R 2-0" PLAN OF ABOVE SECTION Hello