Special Provisions to 2026 Surface Seal Project Page 1 of 23

SPECIAL PROVISIONS

These special provisions shall supplement, amend, and wherein conflict therewithin, supersede various sections of the “City of Cheyenne and Board of Public Utilities Construction Standards and Specifications, 2022” and all Amendments to date. Special Provisions may also include new sections of specifications not covered in the standard specifications and will be numbered starting from Section 04000.

CONTENTS:

SECTION 02513 – EMULSIFIED ASPHALT SLURRY SEAL

SECTION 02515 – ASPHALT PATCHING

SECTION 04000 – SEQUENCE OF WORK

SECTION 04002 – PRE-FORMED PAVEMENT MARKINGS

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Remove Section 02513 and replace with the following:

SECTION 02513

EMULSIFIED ASPHALT SLURRY SEAL

PART 1 GENERAL

1.01 SUMMARY

A. This section consists of general requirements that are applicable to all types of emulsified slurry seal surfacing. Deviations from these general requirements shall be indicated in the specific requirements.

B. The slurry seal shall consist of a mixture of an approved asphalt, mineral aggregate, water and specified additives, proportioned, mixed and uniformly spread over a properly prepared surface as directed by the

ENGINEER. The completed slurry seal shall leave a homogeneous mat, adhere firmly to the prepared surface, and have a friction-resistant surface texture throughout its service life.

1.02 RELATED WORK

A. Section 01041 - Project Coordination.

B. Section 01050 - Traffic Control.

C. Section 02514 - Crack Sealing.

D. Section 02545 - Bituminous Materials.

1.03 REFERENCES

A. International Slurry Surfacing Association, Recommended

Performance Guidelines for Emulsified Asphalt Slurry Seal

B. ASTM D977: Standard Specification for Emulsified Asphalt.

C. ASTM D2397: Standard Specification for Cationic Emulsified Asphalt.

D. ASTM D244: Standard Test Method for Emulsified Asphalt.

E. ASTM D2419: Standard Test Method for Sand Equivalent Value of

Soils and Fine Aggregate.

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F. ASTM C131: Standard Test Method for Resistance to Degradation of

Small-Size Coarse Aggregate by Abrasion and Impact in the Los

Angeles Machine.

G. ASTM C88: Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.

H. ASTM C117: Standard Test Method for Materials Finer than 75um (No.

200) Sieve in Mineral Aggregates by Washing.

I. ASTM D75: Standard Practices for Sampling Aggregate.

J. ASTM D242: Standard Specification for Mineral Filler for Bituminous

Paving Mixtures.

K. ISSA TB-106: Measurement of Slurry Seal Consistency.

L. ISSA TB-139: Test Method to Classify Emulsified Asphalt/Aggregate

Mixture Systems by Modified Cohesion Tester Measurement of Set and

Cure Characteristics.

M. ISSA TB-109: Test Method for Measurement of Excess Asphalt in

Bituminous Mixtures by use of a Loaded Wheel Tester and Sand

Adhesion.

N. ISSA TB-114: Wet Stripping Test for Cured Slurry Seal Mix.

O. ISSA TB-100: Test Method for Wet Track Abrasion of Slurry Surfaces.

P. ISSA TB-113: Trial Mix Procedure for Slurry Seal Design.

1.04 SUBMITTALS

A. The CONTRACTOR shall submit a signed mix design covering the specific materials to be used on the project to the ENGINEER for approval. After the mix design has been approved, no substitution shall be permitted unless approved by the ENGINEER. Aggregate test results shall be submitted with the mix design.

B. Manufacturer’s specifications, test data, MSDS, and other data required to prove compliance with the specified requirements.

C. Manufacturer’s recommended installation procedures which, when approved by ENGINEER, shall become the basis for accepting or rejecting actual installation procedures used in the work.

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PART 2 PRODUCTS

2.01 MATERIALS

A. Emulsified asphalt shall conform to the requirements of ASTM

Specification for quick set CQS-1hL (3% SBR latex modified).

Emulsion rate shall be 10% to 20% by weight to dry aggregate weight and shall be determined by a laboratory approved mix design formula.

Residual asphalt shall be 5% - 15% of dry aggregate weight.

B. CQS-1HL3 shall be an emulsified mixture of straight run vacuum tower bottoms asphalt, synthetic SBR polymer dispersion, emulsifiers and water. The emulsion shall contain a minimum of three (3%) styrene butadiene rubber (SBR) solids by weight of asphalt cement. The SBR polymer dispersion shall be co-milled during the emulsification process such that a bicontinuous polymer-asphalt network is formed upon curing of the finished emulsion. The emulsion shall be pumpable and suitable for use in a slurry seal machine. The emulsion, standing undisturbed for 48 hours will show milky white on top as evidence that the emulsion contains SBR polymer dispersion. The emulsified asphalt shall conform to the following specifications:

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TEST ON

EMULSION

MINIMUM MAXIMUM TEST

METHOD

Viscosity, Say bolt, 77F,s 20 100 ASTM D244

Storage Stability Test 1 ASTM D6930

Particle Charge Test Positive ASTM D244

Sieve Test, % (a) 0.1 ASTM D6933

Distillation: (b) AASHTO T 59

Residue, % 60 ASTM D6997

POLYMER:

Polymer content, % polymer solids based on asphalt solids

3.0 Supplier

Cert.

Polymer Types: SBR Latex Supplier Cert.

TEST ON RESIDUE FROM 325f HOT PLATE EVAPORATION TEST (Colorado DOT 40CP-L2212*) b

Penetration,77F, 100g97.5,5s

40 90 ASTM D5

Ductility, 77 F, 5 cm/min,cm 40 ASTM D113

Solubility in Trichloroethylene, % c

97.5 ASTM

D2042

Elastic Recover, 77 F, 10cm, 1h, 40 ASTM

D5976

a) This test requirement on representitive samples is waived if successful application of the material has been achieved in the field.

b) Distillation to 260°C (T-59 § 11 to 15) shall be the referenced method for percent residue. Residue by hot plate evaporation at 163°C (CP-L2212 modified to a maximum temperature of 325°F) shall be the reference method to obtain material for tests on residue. Residue from distillation shall not be used for tests on residue due to polymer degradation at 260°C. Colorado DOT procedure CP-L 2212* modified to a 163°C maximum temperature may be used for acceptance testing of percent residue.

c) If the solubility of the residue is less than 97.5%, the base asphalt binder for the emulsion shall be tested. The solubility of the asphalt binder shall be greater than 99 percent.

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2.02 AGGREGATE

A. The aggregate shall consist of manufactured granite crusher fines. The smooth textured crusher fines shall have less than 1.25% water absorption. The aggregate shall be clean and free from organic matter, other deleterious substances and clay balls. Oversized material and/or presence of clay balls will require the project to be stopped. The aggregate shall meet the following requirements:

SIEVE

SIZE

TYPE II

(% Passing)

TYPE III

(% Passing)

STOCKPILE

TOLERANCE (%)

3/8" 100 100

# 4 90 - 100 70 - 90 + 5

# 8 65 - 90 45 - 70 + 5

# 16 45 - 70 28 - 50 + 5

# 30 30 - 50 19 - 34 + 5

# 50 18 - 30 12 - 25 + 4

# 100 10 -21 7 -18 + 3

# 200 5 – 15 5 - 15 + 2

If oversized material is present, screening through a ¼” screen will be required prior to delivery to the slurry machine. If clay balls are present, the aggregate may not be used.

ASTM TEST NO. QUALITY SPECIFICATION

ASTM D 2419 Sand Equivalent 50 Minimum

ASTM C 88 Soundness of Aggregate

15% Maximum using Na2SO4

ASTM C 131 Resistance to Degradation

20% Maximum loss

AASHTO T96 LA Abrasion 20% Maximum loss

2.05 MINERAL FILLER

A. Portland cement, hydrated lime, limestone dust, or other approved filler meeting the requirements of ASTM D242 shall be used if required by the mix design. They shall be considered as part of the dry aggregate.

2.06 WATER

A. The water shall be potable and free of dissolved materials which may affect the mix characteristics or finished characteristics of the product.

Filler shall be of the type specified in the mix design.

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2.07 ADDITIVES

A. Additives may be used to accelerate or retard the break/set of the slurry seal or to improve the resulting finished surface. The use of additives in the slurry mix (or individual materials) shall be made initially in quantities predetermined by the mix design with the field adjustments, if required, after written approval by the ENGINEER.

2.08 MIX DESIGN

A. The CONTRACTOR shall submit to the ENGINEER for approval a complete mix design prepared by the manufacturer of the polymer modified emulsion including certified tests results. Compatibility of the aggregate and modified CQS-1HL shall be certified by the emulsion manufacturer. The mix design shall be in accordance with the ISSA TB-

100 Wet Track Abrasion Loss, Six Day Soak with a maximum loss of

75 grams/sqft. The emulsion supplier shall also provide a base line of emulsion to the owner for testing of latex percentages. The slurry mixture shall meet the following specifications:

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ISSA TEST NO. DESCRIPTION SPECIFICATION

ISSA TB-100 Wet-track abrasion loss, six day soak.

75 g/sqft (807 g/m ) Max.

ISSA TB-109 Sand adhesion by wheel tester

50 g/sqft Max

ISSA TB-105 Asphalt content (based on weight of dry aggregate)

5-15%

Trial Mix Characteristics

ISSA TB-113/3.5 Mix Characteristics No excess free liquids in mix. No excessively dry or stiff mix

ISSA TB-113/3.6 Mix Time at 77°F 180 seconds minimum

ISSA TB-113/3.6 Mix time at 100°F 120 Seconds minimum

ISSA TB-113/3.7 Set Time at 77°F Displacement

30 minutes max.

ISSA TB-113/3.8 Set Time at 77°F Clear Blot

30 minutes max.

Cured Trial Mix Evaluation (24hr-77°F cured mix from ISSA T113/3.6- 30 second mix)

ISSA T113/4.1 Surface Examination No tackiness No shininess

ISSA TB113/4.2 Fines Flotation No fines flotation

ISSA TB113/4.3 Internal Adhesion 95% minimum coating, all size particles securely held in mix, no asphalt/aggregate segregation

Wet stripping Test – modified to a 10 minute boiling period (24 hr 77° cured mix from ISSA T113/3.6 – 30 second mix

ISSA T114 Coated aggregate integrity 95% Minimum coating report solid, broken, crumbly, ect.

ISSA T139 Cohesion value at 77°F 30 mins 12 minimum

60 min report

2hr report

4hr report

24 hr solid spin (26in-lb)

Composition of Mixture: The owner shall approve the design mix and all Slurry Seal materials and methods prior to use and shall designate the proportions to be used within the following limits:

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COMPONENT MATERIALS LIMITS

Residual Asphalt 5% -15% by dry weight of dry aggregate

Emulsion Content 14% to 16%

Mineral Filler 0.5 - 2.0% (Based on dry weight of aggregate)

Polymer Content Shall be a minimum of 3% based on weight of aggregate

Water (potable) As required to provide proper consistency

2.09 RATE OF APPLICATION

A. The slurry seal mixture shall be of proper consistency at all times so as to provide the application rate required by the surface condition. The average application rate, as measured by the ENGINEER, shall be in accordance with the following table:

AGGREGATE TYPE APPLICATION RATE, Average

TYPE II 16 - 20 lbs/yd2

TYPE III 18 - 22 lbs/yd2

PART 3 EXECUTION

3.01 MIXING EQUIPMENT

A. The material shall be mixed by either a truck mounted or self propelled microsurfacing mixing machine which shall be a continuous flow mixing unit able to accurately deliver and proportion the aggregate, emulsified asphalt, mineral filler and water to revolving multi-blade mixer and discharge the mixed product on a continuous flow basis. The machine shall have sufficient storage capacity for aggregate, emulsified asphalt, mineral filler and water to maintain an adequate supply to the proportioning controls.

Individual volume or weight controls for proportioning each material to be added to the mix shall be provided. Each material control device shall be calibrated and properly marked. The aggregate feed to the mixer shall be equipped with a revolution counter or similar device so the amount of aggregate used may be determined at any time.

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The mixing machine shall be equipped with a water pressure system and nozzle type spray bar to provide a water spray immediately ahead of and outside the spreader box. The mixing machine shall be equipped with an approved fines feeder that shall provide a uniform, positive, accurately metered, predetermined amount of the specified material.

3.02 SPREADING EQUIPMENT

A. The mixture shall be spread uniformly by means of a mechanical type squeegee box attached to the mixer and equipped with paddles and/or augers to agitate and spread the material evenly throughout the box. The slurry seal mixture shall have the proper consistency as it enters the spreader box. Spraying of additional water into the spreader box will not be permitted. A front seal shall be provided to insure no loss of the mixture at the road contact point. The rear seal shall act as final strike-off and shall be adjustable. The mixture shall be spread to fill cracks and minor surface irregularities and leave a uniform, skid resistant application of aggregate and asphalt on the surface. The spreader box and rear strike-off shall be so designed and operated that a uniform consistency is achieved to produce a free flow of material to the rear strike-off. No “burlap” will be permitted to be drug behind the squeegee box except along seams where a 2” – 3” wide burlap “blanket” will be permitted to be drug to the extent necessary to achieve an acceptable finish at the seams as determined by the owner. Rut filling equipment will require adjustable steel strike-off plates. The seam where two spreads join shall be neat in appearance and uniform. All excess material shall be removed from ends of each job site immediately.

3.03 CALIBRATION

A. Each mixing unit to be used in performance of the work shall be calibrated in the presence of the ENGINEER prior to construction.

Previous calibration documentation covering the exact materials to be used may be acceptable, provided they were made during the previous sixty (60) days. The documentation shall include an individual calibration of each material at various settings, which can be related to the machine’s metering devices. No machine shall be allowed to work on the project until the calibration has been completed and accepted.

B. Test strips shall be made by each machine after calibration and prior to construction. Verification of rate of application shall be made. If this test fails then additional tests strips, at no cost to the OWNER, shall be required until each unit is authorized to work. Any unit failing to pass the tests after the third trial shall not be permitted to work on the project.

Test strips must be accepted or rejected within twenty-four (24) hours after application.

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3.04 LINES

A. Care shall be taken to insure straight lines along curbs and shouders. No runoff on these areas will be permitted. Lines at intersections shall be kept straight to provide a good appearance.

3.05 HANDWORK

A. Areas which cannot be reached with slurry seal machines shall be surfaced using hand squeegees, with burlap drags to provide complete and uniform coverage. The area to be hand worked shall be lightly damped prior to mix placement and the slurry worked immediately.

Care shall be exercised in leaving no unsightly appearance from handwork.

3.06 CURING

A. Areas receiving slurry seal will be allowed to cure from three to five hours or until the treated pavement will not be damaged by traffic. The contractor will protect the area with suitable barricades or markers for the full curing period. Areas which are damaged within 24 hours of application of slurry, or prior to moving to new work locations, shall be repaired by the contractor at their expense.

3.07 WEATHER LIMITATIONS

A. The slurry seal shall not be applied if either the pavement or air temperature is below 50°F and falling but may be applied when both pavement and air temperatures are above 45°F and rising. No slurry seal shall be applied when there is danger that the finished product will freeze before twenty-four (24) hours. No slurry seal shall be applied until pavement is completely dry. The mixture shall not be applied when weather conditions prolong opening to traffic beyond a reasonable time.

3.08 NOTIFICATION AND TRAFFIC CONTROL

A. All homeowners and businesses affected by the paving shall be notified by the CONTRACTOR two (2) working days in advance of the surfacing by door knocker or flyer, previously approved by the

ENGINEER. Suitable tow-away signs shall be posted twenty-four (24) hours prior to the surfacing. Should work not occur on the specified day, a new notification shall be distributed giving the affected parties two working days notification. The notification shall be in a form of written posting, stating the date that the surfacing will take place. Also, the

CONTRACTOR shall provide a local phone number at which they can be contacted and shall be included on the written posting.

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B. Suitable methods shall be used by the CONTRACTOR to protect the slurry seal from damage from all types of vehicular traffic. Refer to

SECTION 01050, TRAFFIC CONTROL, for additional traffic control requirements.

C. Opening to traffic does not constitute acceptance of the work. Slight tire marks may be evident in sharp-turning areas and will be considered normal as long as there is no rutting.

3.09 SURFACE PREPARATION

A. Immediately prior to applying the slurry seal, the surface shall be cleaned of all loose material, oil spots, vegetation, and other objectionable material. All methods of cleaning shall be approved by the ENGINEER prior to starting. If water is used, cracks shall be dried thoroughly prior to crack sealing or application of slurry seal. Manholes, valve boxes, drop inlets and other service entrances shall be protected from the slurry seal by a suitable method. The ENGINEER shall approve the surface preparation prior to surfacing.

B. Existing street symbols currently in place and not slated for replacement shall be covered prior to application of slurry seal.

Any thermals not protected in place and covered with slurry, either wholly or partially shall be replaced at the CONTRACTOR’s expense.

Thermals shown on the plans to be replaced shall be ground off the surface prior to the slurry seal being applied.

3.10 APPLICATION

A. The slurry seal shall be of the desired consistency upon leaving the mixer. A sufficient amount of material shall be carried in all parts of the spreader at all times so that a complete coverage is obtained.

Overloading the spreader shall be avoided.

B. No lumping, bailing, or unmixed aggregate shall be permitted.

C. No streaks, such as those caused by oversized aggregate, shall be left in the finished surface. If excess oversize develops, the job shall be stopped until the CONTRACTOR proves to the ENGINEER that the situation has been corrected. It may be required to screen the aggregate prior to loading into the units being used for the lay down operation.

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3.11 JOINTS

A. No excess buildup, uncovered areas, or unsightly appearance shall be permitted on longitudinal or transverse joints. The CONTRACTOR shall provide suitable width-spreading equipment to produce a minimum number of longitudinal joints throughout the project. Longitudinal joints shall be placed on lane lines. Half passes and odd- width passes shall be used only in minimum amounts. If half passes are used, they shall not be the last pass of any paved area. A maximum of six (6) inches shall be allowed for overlap of longitudinal lane line joints.

3.12 MIX STABILITY

A. The slurry seal shall possess sufficient stability so that premature breaking of the material in the spreader box does not occur. The mixture shall be homogeneous during and following mixing and spreading. It shall be free of excess water and emulsion and free of segregation of the emulsion and aggregate fines from the coarser aggregate. Spraying of additional water into the spreader box shall not be permitted.

3.13 CLEANUP

A. All areas, such as sidewalks, gutters, valley gutters, and inlets shall have the slurry seal removed as specified by the ENGINEER. The

CONTRACTOR shall remove any debris associated with the performance of the work on a daily basis.

3.14 QUALITY CONTROL

A. Inspection

1. The ENGINEER shall be on site or in communication with the

CONTRACTOR at all times to insure compliance of specifications for the project.

B. Materials

1. An independent testing laboratory shall obtain samples of the aggregate and asphalt emulsion used in the project. Gradation and sand equivalent tests shall be run on the aggregate and residual asphalt content tests on the emulsion. Tests must fall within the mix design’s tolerances. All tests shall be paid for by the CONTRACTOR. Testing shall be performed prior to commencement of the slurry seal operation.

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C. Slurry Seal

1. performed and must be within the tolerances of the job mix design. All tests shall be paid for by the CONTRACTOR.

Testing shall be performed every one hundred fifty thousand

(150,000) square yards of application and fraction thereof.

2. The ENGINEER may use the recorders and measuring facilities of the slurry seal unit to determine application rates, asphalt emulsion content, mineral filler, and additive(s) content for an individual load.

3. It is the responsibility of the CONTRACTOR to check the moisture content of the stockpile and to set the machine accordingly to account for aggregate bulking.

PART 4 METHOD OF MEASUREMENT AND BASIS OF PAYMENT

4.01 METHOD OF MEASUREMENT

A. The quantity of slurry seal laid shall be the number of square yards placed on existing pavements. The number of square yards shall be determined by the ENGINEER after the slurry seal has been placed and accepted.

4.02 BASIS OF PAYMENT

A. Payment shall constitute full compensation for furnishing all materials, for all preparation including covering of all thermals to be preserved, removal of existing thermals slatted for removal prior to slurry, mixing and applying the slurry material, and for all labor, equipment, tools, test design, cleanup and incidentals necessary to complete and warrant the job as specified.

B. Payment shall be made under:

Pay Item Pay Unit

Slurry Seal Sq Yd

END OF SECTION

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Remove Section 02515 and replace with the following:

SECTION 02515

ASPHALT PATCHING

A. This section consists of requirements applicable to asphalt patching.

1.02 RELATED WORK

A. Section 02190 - Aggregates.

B. Section 02231 - Aggregate Subbase and Base Course.

C. Section 02512 - Plant Mix Pavements.

D. Section 02545 - Bituminous Materials.

E. Section 02551 - Tack Coat.

1.03 SUBMITTALS

A. All submittals shall conform to current specifications and shall be approved by the ENGINEER.

2.01 MATERIALS

A. Asphalt mixes used for patching shall conform to the requirement of one-half (½) inch nominal maximum gradation for patches less than four (4) feet in width. Patches greater than four (4) feet in width shall conform to the requirements of three-quarter (¾) inch nominal maximum gradation for a base and a one-half (½) inch nominal maximum gradation for the top lift.

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3.01 PREPARATION

A. Irregular surfaces of existing pavements or bases shall be brought to uniform grade and cross section as directed by ENGINEER.

B. Grading ‘W’ base course shall be a minimum of six (6) inches compacted depth, or as approved by the ENGINEER, conforming to

SECTION 02231, AGGREGATE SUBBASE AND BASE COURSE.

C. All vertical and horizontal asphalt and concrete surfaces abutting the asphalt shall have a tack coat applied per SECTION 02551, TACK

COAT.

D. If the edge of the patch is four (4) feet or less from face of gutter, all asphalt to face of gutter shall be removed and replaced.

E. All patching shall conform to Section 02512, PLANT MIX

PAVEMENTS, except for lift thickness. Temperature requirement shall be 32° and rising and not on frozen base course.

F. Existing pavements shall be removed to clean straight lines parallel and perpendicular to the flow of traffic. Patches shall not be constructed with angled sides or irregular shapes.

G. Patches within patches are to be avoided. Where this can not be avoided, boundaries of the new patch shall match the existing patch.

H. Where three or more patches are proposed within a seventy-five (75) foot long roadway section, the pavement between patches shall be milled and inlaid with new pavement over the entire work area. In cases where the existing pavement is in poor condition and may require an overlay within the next few years, this requirement may be waived by the ENGINEER.

I. Transverse patch length shall extend across the full width of the travel lane. Minimum width for transverse patches shall be five (5) foot for residential; eight (8) foot for collectors and ten (10) foot for arterials.

J. Edges of longitudinal patches on collectors and arterials shall not fall in existing wheel paths. The edges of patches parallel to the direction of travel shall be limited to the boundaries of lanes or to the center of travel lanes.

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K. Patches shall have a smooth longitudinal grade consistent with the existing roadway. Patches shall also have a cross slope or cross section consistent with the design of the roadway.

L. The width of patches shall be consistent to simplify future maintenance.

3.02 APPLICATION

A. Patch depths shall be a minimum of 4” or match existing up to six (6) inches, on all streets designated as local streets and alleys. Patch depths on all streets designated as collectors and arterials shall be a minimum of 6” or match existing up to twelve (12) inches.

B. The hot mix bituminous pavement shall be placed with a self-propelled paver if patching widths are greater than eight (8) feet. For patch widths greater than four (4) and up to eight (8) feet, the mixture shall be placed with either a self-propelled paver or a box spreader. For patch widths less than four (4) feet in width or where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impractical, the mixture shall be spread, raked, and luted by hand tools. The use of tampers shall not be allowed for compaction effort on asphalt. The use of plate type compactors shall only be permitted in areas not accessible to a roller.

C. In order to obtain a good bond between existing and new asphalt pavements, all areas where the existing pavement is cut for the installation of an appurtenance or structure the Contractor shall saw cut the full depth of the existing asphalt pavement a minimum of twelve inches (12”) (300mm) beyond the excavation. This entire edge will be properly coated with tack oil prior to the installation of the new asphalt pavement. The new pavement section will be applied in two

(2) lifts.

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A. Asphalt patching shall be measured by the square yard. Patch shall be measured from edge of asphalt patch to edge of asphalt patch including milled area.

A. Payment shall constitute full compensation for all material, excavation, compacted base course, tack coat, asphalt, milling, equipment, tools and labor, and for performance of all work and incidentals necessary to complete this item.

B. Pay shall be made under:

Pay Item Pay Unit

Asphalt Patching 6” Sq. Yd.

Asphalt Patching 4” Sq. Yd.

END OF SECTION

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SECTION 04000

SEQUENCE OF WORK

PART I GENERAL

1.01 ADDITIONAL TIMING AND WORK CONSTRAINTS FOR THIS

PROJECT.

A. The following additional timing and work constraints apply to this project. These constraints are in addition to those found in the Administrative Instructions.

1. Normal working hours for this project are 7:00a.m. to 6:00 p.m. Monday through Friday. Work on Saturdays requires written permission from the City Engineers’ Office. No work is allowed on Sundays and Holidays.

2. All street closures must allow access to emergency services at all times and must be re-opened by 5:00 p.m.

3. The following streets shall be completed when school is NOT in session. Plainview Road and Douglas Street.

4. Two message boards shall be available at all times to be used at the City’s discretion for alerting the public to traffic conditions and advance notices. Payment shall be included in the lump sum price bid for traffic control.

5. “Business Access” signs are not specialty signs and shall be available as needed. Payment shall be included in lump sum price bid for traffic control.

6. Contractor is responsible for temporary striping prior to the newly slurried road being opened to traffic. All temporary striping shall be performed under the supervision of a City

Traffic Department representative. City forces will restripe areas required.

END OF SECTION 04000

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SECTION 04001

PRE-FORMED PAVEMENT MARKINGS

A. The markings shall be a resilient white or yellow marking tape, with or without contrast, product with uniformly distributed, factory applied glass beads throughout the entire cross sectional area. The markings shall be resistant to the detrimental effects of motor fuels, lubricants, hydraulic fluids etc. Lines, legends and symbols are capable of being affixed to bituminous and/or Portland cement concrete pavements.

Other colors shall be available as required.

B. The markings shall be able to be applied in temperatures down to 40 degrees Fahrenheit without pre-heating of road surface before application.

C. The markings shall be applied with the use of a propane heat torch

1.02 MANUFACTURING CONTROL AND CERTIFICATION

A. The manufacturer shall be ISO certified and provide proof of current certification. The scope of the certification shall include manufacturer of reflective highway markings.

2.01 PAVEMENT MARKINGS

A. Shall be Premark® as manufactured by Flint Trading Inc. or approved equal.

B. Contrast markings, when available, shall be used on concrete surfaces.

2.02 ENVIRONMENTAL RESISTANCE

A. The material shall be resistant to deterioration due to exposure to sunlight, water, salt or adverse weather conditions and impervious to oil and gasoline.

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3.01 APPLICATION

A. Application shall be in strict accordance with the manufacturer’s directions as stated in the submittals. Apply a compatible primer/sealer as needed to ensure proper adhesion as directed by the manufacturer.

Markings on concrete shall be applied using Premark SP-sealer (2 component) as supplied by Flint Trading or an authorized dealer.

Markings on bituminous asphalt older than one year shall be applied using Premark sealer (1 component) as supplied by Flint Trading or an authorized dealer. Premark material must be laid in place and the heating process MUST be underway prior to sealer curing.

B. All layout required in the construction of the pavement marking is the responsibility of the CONTRACTOR. Lay out shall be approved by the

City of Cheyenne Traffic Department prior to the installation.

C. Concrete Pavement Application; grind inset grooves into pavement surfaces prior to the application of all pavement markings onto concrete. Ensure the grinding machine is equipped with a dust collection system or that wet grinding is performed so the discharge will meet current DEQ requirements. The depth of the groove shall be

125 mils ± 20 mils. The bottom of the groove shall have a rough flat grind finished surface. The width and length of the groove shall not be more than one (1.5”) inch greater than the dimensions of the pavement marking. When grinding for an irregular shaped symbol, follow the width and length tolerances to the extent practicable as approved by the ENGINEER.

Remove loose particles, dirt, tar grease, residue of prior pavement markings, and other deleterious material from the surfaces to be marked.

3.02 TECHNICAL SERVICES

A. The successful BIDDER shall provide technical services as required.

3.02.1.1 TRAINING AND CERTIFICATION

A. Installation training provided by manufacturer to each employee must be completed prior to project start date. Certification of this training must be in writing and submitted prior to installation.

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3.03 PLACEMENT AND ACCEPTANCE

A. Marking tape shall be applied according to manufacturer’s recommendations.

B. The City of Cheyenne Traffic Department shall verify the placement and dimensions of finished markings.

Applied pavement markings shall be straight and close to the intended alignment without abrupt changes that result in an unacceptable appearance.

Remove and replace pavement markings that do not meet the minimum Retro reflectivity requirements.

Removal and replacement of unsatisfactory pavement marking shall be at no additional cost to the CITY.

C. The CONTRACTOR shall replace all failed pavement markings at no additional cost to the CITY, before the project is accepted. The

CONTRACTOR shall have thirty (30) calendar days; exclusive of days the CONTRACTOR is prevented from working due to adverse weather and road surface conditions, to replace the failed pavement markings.

If the work is not completed in this period, the ENGINEER, after giving the CONTRACTOR written notice, shall reinstate the assessment of working day changes. Working day changes shall continue until the work is accepted.

3.04 TRAFFIC CONTROL

A. Prior to installation, the CONTRACTOR shall provide the necessary construction zone traffic control. Traffic control devices shall be placed to keep traffic from traveling on the prepared pavement and/or markings during installation.

A. Stop bars and crosswalk bars shall be paid by the square foot in place.

B. Legends shall be paid by each installed.

Special Provisions to 2026 Surface Seal Project Page 23 of 23

A. The accepted quantities of Traffic Markings shall be paid for at the contract unit price per each item listed in the Bid Proposal; which payment shall be full compensation for furnishing all labor, materials, pavement preparation, equipment, tools and incidentals necessary to complete the work.

END OF

SECTION 04001