DRAFT_Poison_Spider_Trailhead_Renovations-SOW_and_Specifications_1.pdf

STATEMENT OF WORK (SOW) AND TECHNICAL SPECIFICATIONS

FOR

ACCESS ROAD & PARKING LOT PAVING

POISON SPIDER TRAILHEAD NEAR MOAB, UTAH

MAY 2023

DRAFT

Poison Spider Trailhead Renovations 5/23

SECTION 01009

GENERAL INFORMATION AND REQUIREMENTS

PART 1 - GENERAL

1.1 SUMMARY

Construction shall adhere to the plans, specifications, and this Statement of Work (SOW) unless modified in writing by the Contracting Officer. The Contractor will not be compensated for any modifications unless it receives written authorization from the Contracting Officer to make such modification(s) before performing the work.

A. Description of Work: Contractor shall furnish all labor, equipment, supplies, and materials to perform the following work:

• Remove existing asphalt apron as shown on plans;

o Asphalt removal shall conform with requirements of Federal Highways Standard Specifications FP- 14 (FP14) Section 413 (attached)

• Hauling and placing ¾” Hot-Mix Asphalt (HMA) paving as specified in plans, specifications, and SOW o Base bid requires approximately 737 tons of HMA;

o Bid additive requires approximately 87 tons of HMA;

o Material shall conform with requirements of FP-14 Sections 403, 411-412, and 702

(attached)

• Provide permanent pavement marking as specified in plans, specifications, and SOW o Pavement marking shall conform with requirements of FP-14 Section 634 (attached);

The following work shall be considered as bid additives.

1. Pave, with asphalt concrete, designated “parking bump-outs” adjacent to access road

B. Determination of award for any bid additives is at the sole discretion of the CO. Contractor shall furnish all labor, equipment, supplies, and materials to perform any work required by any awarded bid additives.

C. Period of Performance: Performance period for this contract will be 60 days from Notice to Proceed. Payment for this work shall be in accordance with the bid schedule (see below).

D. Place of Performance: Location – Poison Spider Trailhead and trailhead access road, on the east side of Utah, adjacent to State Route 279, 4 miles south of Hwy 95 (10 miles travel southwest of Moab, UT; see attached map). (38°32'0.25"N, 109°36'27.45"W)

E. Access: Site is accessed via Utah State Route 279, a paved road. Contractor may access the site to the extent required to perform this work during normal working hours (Monday-Friday, 7:30 a.m. to 5:00 p.m. excluding Federal holidays). Contractor may stage equipment in trailhead parking lot.

F. Specific Requirements:

a. Safety and Liability: Government assumes no responsibility for injuries or damages suffered by

Contractor, its officers, agents, or employees, while engaged in the performance of this Contract. Contractor agrees to take reasonable measures to provide for the safety and security of its own workforce, and for the safety and security of all others present at the work site while engaged in the performance of this Contract. The contractor shall assume any liability for any injury incurred by contractor personnel while working on site. Construction equipment shall be in good working order and shall be operated safely at all times.

b. Site Cleanup and Restoration: The contractor shall ensure the work site and areas around the work site are free of any debris and materials upon completion of work each day, as well as at the completion of the job. Site cleanup also requires raking out any tracks and cleaning any fluid spills from construction vehicles before final inspection. Contractor shall remove and properly dispose of all materials and equipment at the completion of the job.

c. Warranty: The Contractor warrants that the work performed under this Agreement conforms to the contract requirements and is free from any defect in equipment, material, design, finish, or workmanship performed by or the responsibility of the Contractor. This warranty shall continue for a period of two (2) years from the date of final acceptance. The Contractor shall remedy at the Contractor's expense any loss of or damage to the work product when such loss or damage is incurred as the result of Contractor's failure to conform to contract requirements, any defect in materials, design or workmanship, or the result of Contractor's negligence. The Contractor's warranty with respect to a work product being replaced or repaired shall run for a period of one year from the date that such replacement or repair is accepted

d. DOT Coordination: Contractor to coordinate traffic control and permitting, in advance, with the Utah Department of Transportation (UDOT) to determine any special needs regarding traffic control, signage, and flagging. Online permit required. Permit can be found on UDOT’s Encroachment permits page:

https://udot.utah.gov/connect/business/permits/encroachment-permits/.

1.2 QUALITY ASSURANCE

A. Codes and Standards: The work shall comply with codes and standards applicable to each type of work and as listed in the individual sections of these specifications. This Contract incorporates materials, applications, and tests by reference, with the same force and effect as when they were given in full text.

B. Conflict: Where a conflict occurs between reference documents and project specifications, the project specifications shall govern.

1.3 GOVERNMENT-FURNISHED EQUIPMENT AND MATERIALS

A. There are no Government-furnished materials or equipment involved in this work.

1.4 PROJECT/SITE CONDITIONS

A. Field Measurements: Contractor will field-verify locations, measurements, and layout for final placement of untreated base course, fence and rock removal, and drainage features.

B. Environmental Considerations: Contractor shall provide for adequate erosion, air pollution, and excessive noise pollution controls. Contractor shall adhere to all Federal, State, and Local highway load limitations when transporting demolished material.

1.5 SEQUENCING AND SCHEDULING

A. Work Schedule: The schedule shall be submitted at the pre-work conference. As a minimum, the estimated start and completion dates shall be shown in the schedule.

PART 2: PRODUCTS

(There are no applicable requirements.)

PART 3: EXECUTION

3.1 PROJECT MEETINGS

A. Pre-Work Conference:

1. Will be held prior to the start of work. The Contractor will be notified in advance of meeting time, date, and place. The purpose will be to review required work, project drawings and specifications, construction schedules, payroll and payments, and administrative provisions of the Contract.

2. The Contractor, any subcontractors, and the persons responsible for coordination of the work shall be present at the meeting.

B. Final Inspection:

1. To be held at the project site, or as determined by the Contracting Officer.

2. Notify the Contracting Officer in writing at least 2 working days before the completion date so the Government can schedule final inspection.

3. The Contractor’s site superintendent shall be present during this inspection.

4. BLM reserves the right to inspect the construction process to ensure project is built to acceptable standards of quality.

3.2 PREPARATION

A. Work Layout: The Government will identify work locations. The Contractor shall exercise care to prevent any disturbance or damage beyond the work limits.

B. Work Limits: Will be established by the Contracting Officer’s Representative.

PART 4: MEASUREMENT AND PAYMENT

4.1 BID SCHEDULE (BASE BID)

Item No. Description Unit Qty. Unit Cost Total Cost

1 Mobilization/ Traffic Control Lump 1 $ $ 2 Site prep/grading Lump 1 $ $ 3 Asphalt removal SY 175 $ $ 4 ¾” HMA pavement (3”) in-place Tons 737 $ $ 5 Pavement striping Lump 1 $ $

TOTAL (Base) $

4.2 BID SCHEDULE (BID ADDITIVES)

Item No. Description Unit Qty. Unit Cost Total Cost

1 ¾” HMA pavement (3”) in-place Tons 737 $ $ 2 Pavement striping Lump 1 $ $

TOTAL (Additives) $

4.1 BASIS OF PAYMENT

A. Measurement of pay items shall be as listed in the bid schedules.

END OF SECTION

INDEX OF SPECIFICATIONS AND TABLES

FP-14 SECTION 403—ASPHALT CONCRETE

FP-14 SECTION 411—ASPHALT PRIME COAT

FP-14 SECTION 412—ASPHALT TACK COAT

FP-14 SECTION 413—ASPHALT PAVEMENT MILLING

FP-14 SECTION 634—PERMANENT PAVEMET MARKINGS

FP-14 SECTION 702—ASPHALT MATERIAL

END OF SECTION

Section 403

Section 403. — ASPHALT CONCRETE

Description

403.01 This work consists of constructing asphalt concrete pavement using a hot or warm mix asphalt (HMA or WMA).

Asphalt concrete type is designated as Type I or Type II according to Subsection 403.02.

Construction Requirements

403.02 Composition of Mix (JMF). Conform to current state department of transportation material specifications for asphalt concrete.

(a) Type I. Submit a state department of transportation JMF approved within the past 12 months for approval at least 30 days before production. For each proposed JMF, submit a production certification conforming to state department of transportation specifications and conforming to design parameter (a), (b), or (c) for the type of mix submitted and conforming to design parameter

(d) in Table 403-1.

Table 403-1 Asphalt Concrete Mix Requirements Design Parameters Specification

(a) Volumetric hot asphalt concrete pavement (AASHTO M 323, AASHTO R 35, and AASHTO T 312)

Gyratory compaction level 7, 75, 115 Volumetric properties at 0.3 to 3 million ESAL’s (AASHTO M 323) See Table 401-1

(b) Hveem (AASHTO T 246 and AASHTO T 247) Stabilometer, minimum 35 Percent air voids (1) 3.0 – 5.0

(c) Marshall (AASHTO T 245) Stability, pounds (kilonewtons), minimum 2000 (8.9) Flow, 0.01 inches (0.25 millimeters) 8 – 14 Percent air voids (1) 3.0 – 5.0 Compaction, number of blows each end of test specimen 75

(d) Moisture susceptibility (AASHTO T 283) Tensile strength ratio, minimum 0.80

(1) The percent of air voids are based on AASHTO T 166, AASHTO T 209 and AASHTO T 269.

(b) Type II. Provide a mix composed of crushed stone or gravel and asphalt binder mixed in an approved plant. Use an aggregate gradation and asphalt binder of a quality conforming to those normally used locally by either Federal or state agencies for the type of work being constructed.

Submit the strength, quality, and gradation specifications for the asphalt concrete mix. Include copies of laboratory test reports that demonstrate aggregate, asphalt binder, additive, and mix properties meet Federal, state or local government agency specifications.

For both Type I and Type II, submit the maximum specific gravity (density) of the mix as determined by

AASHTO T 209.

403.03 Production Start-Up Procedures. See Subsection 153.04(b).

403.04 Mixing Plant. See Subsection 401.04.

403.05 Surface Preparation. See Subsection 401.06.

403.06 Weather Limitations. See Subsection 401.07.

403.07 Hauling. See Subsection 401.11.

403.08 Placing and Finishing. Do not use mixes produced from different plants unless the mixes are produced according to the same JMF, use material from the same sources, and are approved.

Place HMA at a temperature conforming to Table 401-2. Place WMA at temperatures conforming to Subsection 401.03. Measure temperature of the asphalt concrete mix in the hauling vehicle just before dumping into the spreader or measure it in the windrow immediately before pickup.

(a) Asphalt concrete for roadway construction. Place the mix with a paver conforming to Subsection 401.05. Control horizontal alignment using a reference line. Automatically control the grade and slope from reference lines, a ski and slope control device, or dual skis. Use skis having a minimum length of 20 feet (6 meters).

In areas where mechanical spreading and finishing is impractical; place and finish the asphalt concrete mix according to Subsection 403.08(b).

Offset the longitudinal joint according to Subsection 401.13.

(b) Asphalt concrete for non-roadway uses. Spread and finish each course by hand raking, screeding, or by other approved methods.

403.09 Compacting. Thoroughly and uniformly compact the asphalt surface by rolling. In places inaccessible to rollers, use alternate equipment approved by the CO. Do not cause cracking, shoving or undue displacement.

Monitor the compaction process with nuclear density gauges calibrate according to the ASTM D2950 calibration section within 6 months before use. Check the standard and reference on each day of use according to the ASTM D2950 standardization and reference check sections. Compact to at least

91.0 percent of the maximum specific gravity (density) determined in Subsection 403.02.

Continue compaction until surface marks are eliminated and cracks are sealed.

403.10 Joints, Trimming Edges, and Cleanup. See Subsection 401.15.

403.11 Pavement Straightedge Measurement. Measure the pavement surface using a 10-foot (3-meter) metal straightedge at right angles and parallel to the centerline. Defective areas are deviations between the surface and the bottom of the straightedge in excess of ¼ inches (6 millimeters) measured between two contacts of the straightedge or deviations in excess of ¼ inches (6 millimeters) measured at the end of the straightedge.

Correct defective areas according to Subsection 401.16(g)(1) through (4). Obtain approval for the method of correction.

403.12 Acceptance. See Table 403-2 for sampling, testing, and acceptance requirements.

Asphalt concrete mix properties will be evaluated under Subsection 106.04.

Asphalt binder will be evaluated under Subsection 106.03.

Construction of asphalt concrete work will be evaluated under Subsections 106.02 and 106.04.

Pavement straightedge measurement will be evaluated under Subsection 106.04

Measurement

403.13 Measure the Section 403 pay items listed in the bid schedule according to Subsection 109.02.

Payment

403.14 The accepted quantities will be paid at the contract price per unit of measurement for the Section 403 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

Table 403-2 Sampling, Testing, and Acceptance Requirements

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Remarks

Production Asphalt concrete, Type I

(403.02(a))

Measured and tested for conformance (106.04)

Density (1) AASHTO T 166

1 per 700 tons

(650 metric tons)

In-place after compacting

Yes 24 hours

Deliver cores to CO after testing is completed

Surface tolerance

Straightedge measurement, Subsection 403.11

Continuously, after compaction

Finished pavement surface

No " −

Placement temperature

− First load and as determined by CO thereafter

Hauling vehicle before dumping, or windrow before pickup

" Upon completion of measurement

Process control (153.03)

Gradation at the plant

AASHTO

T 27 & T 11

Contractor determined

Cold feed or hot bins as applicable

" 24 hours

Moisture content of aggregates

AASHTO

T 255

" Stockpile " " −

Density ASTM D2950

1 per 500 feet

(150 meters)

In-place after compacting

Asphalt concrete, Type II

(403.02(b))

Measured and tested for conformance (106.04)

" " 3 per 700 tons

(650 metric tons)

In-place after compacting

(1) Dry cores to constant mass at 125±5°F (52±3 °C) or vacuum dry, ASTM D7227 before testing. For asphalt concrete Type I, cut two 6-inch (150-millimeter) diameter side by side cores. Remove them with a core retriever and fill and compact the core holes with asphalt concrete mixture. Label the cores and protect them from damage due to handling and temperature. Submit one core for verification testing. Dry the other core to constant mass at 125±5 °F (52±3 °C) or vacuum dry it according to ASTM D7227 before performing the core density and measuring the thickness. Use 62.245 pounds per cubic foot (997.1 kilograms per cubic meter) to convert specific gravity to density.

Section 411

Section 411. — ASPHALT PRIME COAT

Description

411.01 This work consists of applying a emulsified asphalt prime coat.

Prime coat asphalt grade is designated according to AASHTO M 140 or AASHTO M 208 for emulsified asphalts or Subsection 702.02(c) for penetrating emulsified asphalt.

Asphalt application is designated in Subsection 411.06. If no application method is designated, use Method 1.

Material

411.02 Conform to the following Subsections:

Blotter 703.12 Crushed aggregate 703.06 Emulsified Asphalt 702.02 Penetrating emulsified asphalt for prime coat 702.02(c) Water 725.01(c)

Construction Requirements

411.03 Equipment. Use equipment conforming to Subsection 407.05.

411.04 Surface Preparation. Prepare the surface to be primed according to Subsection 301.06. When required, use sweeping or other approved method to remove loose dust and fine material and lightly spray the surface with water.

411.05 Weather Limitations. Apply prime coat only when the following apply:

(a) Surface is dry or slightly damp;

(b) Ambient air temperature is above 50 °F (10 °C) and rising;

(c) Surface temperature in the shade is above 50 °F (10 °C) and rising; and

(d) Weather is not foggy or rainy.

411.06 Asphalt Application. Apply emulsified asphalt according to Subsection 407.09.

(a) Method 1 (topical). Apply undiluted emulsified asphalt formulated as a penetrating prime coat at a rate of 0.10 to 0.30 gallons per square yard (0.45 to 1.35 liters per square meter). Exact application rate will be approved by the CO.

(b) Method 2 (inverted prime). Apply undiluted emulsified asphalt at a rate of 0.20 to 0.30 gallons per square yard (0.90 to 1.35 liters per square meter). Immediately apply crushed aggregate at a uniform rate of 20 to 25 pounds per square yard (10.9 to 13.6 kilograms per square meter) using an aggregate spreader. Exact application rate will be approved by the CO.

Section 411

Leave a 6-inch (150-millimeter) wide uncovered strip of asphalt to permit an overlap of asphalt material during part-width construction.

Do not allow the wheels of the aggregate spreader to come in contact with the asphalt. Immediately seat the aggregate using a roller. Operate rollers at a maximum speed of 5 miles (8 kilometers) per hour.

(c) Method 3 (processed). Scarify the surface to a depth of 2 to 3 inches (50 to 75 millimeters) before applying the asphalt as a prime coat. Apply emulsified asphalt at an undiluted rate of 0.25 gallons per square yard per inch (1.10 liters per square meter per 25 millimeters) of scarification depth.

Immediately process, re-spread, and compact the material. When required, dilute a slow-setting emulsified asphalt by adding water. Other methods of incorporating asphalt into the aggregate may be used when approved by the CO.

411.07 Curing. Cure surfaces primed with emulsified asphalt for at least 24 hours before covering with the next course.

411.08 Maintenance. Maintain the primed surface by keeping it free of corrugations, potholing, and loose material until the next course is placed. Remove dirt or other deleterious material and repair damaged areas.

Spread additional blotter to cover unabsorbed asphalt. Remove excess blotter after the asphalt is absorbed.

411.09 Acceptance. Emulsified asphalt will be evaluated under Subsections 106.02 and 106.03.

Crushed aggregate and blotter will be evaluated under Subsection 106.03.

Construction of the prime coat will be evaluated under Subsections 106.02 and 106.04.

Measurement

411.10 Measure the Section 411 pay items listed in the bid schedule according to Subsection 109.02 and the following as applicable:

When measuring prime coat by the square yard (square meter), measure the length along the centerline of the roadway. Include treated widen areas when measuring the width.

When measuring prime coat by the cubic yard (cubic meter) volume, measure in the hauling vehicle. Do not measure water added for dilution. Indicate a breakdown of total emulsion and water added on the load invoices supplied to the CO.

Payment

411.11 The accepted quantities will be paid at the contract price per unit of measurement for the Section 411 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this

Section 412

Section 412. — ASPHALT TACK COAT

Description

412.01 This work consists of applying an emulsified asphalt tack coat.

Tack coat emulsified asphalt grade is designated according to AASHTO M 140 or AASHTO M 208.

Material

412.02 Conform to the following Subsection:

Emulsified asphalt 702.02

Construction Requirements

412.03 Equipment. Use equipment conforming to Subsection 407.05.

412.04 Surface Preparation. Clean the existing surface of loose material, dirt, or other deleterious material by approved methods. When the surface is concrete, remove excess joint and crack filler.

412.05 Weather Limitations. Apply asphalt tack only when the following apply:

(a) Surface is dry and unfrozen;

(b) Ambient air temperature is above 35 °F (2 °C) and rising; and

(c) Weather is not foggy or rainy.

412.06 Asphalt Application. When using slow-setting emulsified asphalt, dilute by adding an equal quantity of water to the emulsified asphalt.

Apply the asphalt tack coat according to Subsection 407.09 at a rate of 0.03 to 0.15 gallons per square yard (0.15 to 0.70 liters per square meter).

Apply the asphalt tack coat uniformly and completely by fogging with a hand spray attachment or by another approved method when application with a distributor spray bar is not practical.

Squeegee the excess asphalt from the surface. Allow the tacked surfaces to completely cure before placing the covering course. Place the covering course within 4 hours of placing the asphalt tack coat.

412.07 Acceptance. Emulsified asphalt will be evaluated under Subsections 106.02 and 106.03.

Construction of the tack coat will be evaluated under Subsections 106.02 and 106.04.

Section 412

Measurement

412.08 Measure the Section 412 pay items listed in the bid schedule according to Subsection 109.02 and the following as applicable:

Measure tack coat including water added for dilution. Indicate a breakdown of total emulsion and water added on the load invoices supplied to the CO for payment.

Payment

412.09 The accepted quantities will be paid at the contract price per unit of measurement for the Section 412 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this

Section 413

Section 413. — ASPHALT PAVEMENT MILLING

Description

413.01 This work consists of removing asphalt pavement by a cold milling process.

Construction Requirements

413.02 Equipment.

(a) Milling machine.

(1) Self-propelled;

(2) Sufficient power, traction, and stability to accurately maintain depth of cut;

(3) Capable of removing the pavement thickness to provide profile and cross slope;

(4) Automatic system to control grade elevations by referencing from the existing pavement by means of a ski, matching shoe, or from an independent grade control;

(5) Automatic system to maintain cross slope;

(6) System to effectively limit dust and other particulate matter from escaping removal operations;

(7) Loading system or adequate support equipment to completely recover milled material at removal rate; and

(8) Cutting width equal to at least one-third of the lane width.

(b) Sweeper. See Subsection 409.05(c).

413.03 Milling. Use a longitudinal reference to accurately guide the machine. References may include a curb, edge of pavement, or string attached to the pavement surface. Mill in a longitudinal direction.

Mill the transverse slope to within ¼ inch in 10 feet (6 millimeters in 3 meters) of the required slope.

Transition from one transverse slope to another at a uniform rate. Uniformly mill the entire roadway lane width so the cross-section of the new surface forms a straight line.

Transition between different depths of cut at a uniform rate of ½ inch (17 millimeters) of depth per 10 feet (10 meters). At the beginning and end of the milling work, construct a smooth transition to the original surface at this rate. Do not leave an exposed vertical edge perpendicular to the direction of travel. When the pavement remains open to traffic, limit differences in elevation between adjacent lanes according to Subsection 401.15.

Mill the surface to conform to Subsection 403.11.

Use a sweeper immediately behind the milling operations to remove and completely recover loose material. Minimize the escape of dust into the air by misting. Dispose of recovered milled material according to Subsection 211.02(a)(2).

Section 413

Before opening to traffic, patch defects in milled surface according to the CO.

413.04 Acceptance. Asphalt pavement milling will be evaluated under Subsections 106.02 and 106.04.

Milled surfaces will be evaluated under Subsection 403.11.

Measurement

413.05 Measure the Section 413 pay items listed in the bid schedule according to Subsection 109.02 and the following as applicable:

When measuring asphalt pavement milling by square yard (square meter), measure the length horizontally along the centerline of the roadway.

Payment

413.06 The accepted quantities will be paid at the contract price per unit of measurement for the Section 413 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this

Section 634

Section 634. — PERMANENT PAVEMENT MARKINGS

Description

634.01 This work consists of applying paint, markings, and markers on finished pavement.

Pavement markings are designated as follows:

Type A – Solventborne traffic paint with Type 1 glass beads;

Type B – Waterborne traffic paint with Type 1 glass beads;

Type C – High-build waterborne traffic paint with Type 1 and Type 3 glass beads;

Type D – Epoxy markings with Type 1 glass beads;

Type E – Epoxy markings with Type 1 and Type 3 glass beads;

Type H – Thermoplastic markings with Type 1 glass beads;

Type I – Thermoplastic markings with Type 1 and Type 3 glass beads;

Type J – Preformed pavement marking tape; or

Type K – Nonreflectorized markings.

Material

634.02 Conform to the MUTCD and the following Subsections:

Epoxy markings 718.11 Epoxy resin adhesives 718.17 Glass beads 718.14 Pavement markers 718.15 Preformed pavement marking tape 718.13 Solventborne traffic paint 718.09 Thermoplastic markings 718.12 Waterborne traffic paint 718.10

Construction Requirements

634.03 General. Where existing and final pavement marking locations are identical, stake the limits of existing pavement markings before beginning pavement work.

Submit manufacturer’s MSDS and product data sheets at least 7 days before applying pavement markings.

A field demonstration may be required to verify the adequacy of the material.

Ship marking material in suitable containers plainly marked with the following information as appropriate for the material being furnished:

(a) Manufacturer’s name and address;

(b) Name of product;

(c) Lot and batch numbers;

(d) Color;

(e) Net mass and volume of contents;

(f) Date of manufacture;

(g) Date of expiration;

(h) Statement of contents (if mixing of components is required);

(i) Mixing proportions and instructions; and

(j) Safety information.

Establish marking patterns or locations according to the MUTCD, plans, or state requirements. In curve widening areas, establish the edge line markings at the limits of the traveled way and the centerline markings equal distance between the edge lines.

Remove loose particles, dirt, tar, grease, and other deleterious material from the surface to be marked.

Where markings are placed on rigid pavement less than 1-year old, clean the pavement of laitance and curing compounds.

Remove temporary pavement markings the same day permanent pavement markings are applied. Remove temporary and conflicting pavement makings according to Subsection 635.13 before applying permanent pavement markings.

Obtain approval before applying markings. Apply markings to a clean, dry surface, and according to the manufacturer’s recommendations. Produce markings that are clean-cut and uniform in appearance by day and night.

Current state approved pavement marking material may be used, when approved by the CO. Submit proof of compliance with state specifications.

Apply glass beads immediately following paint or markings application to ensure adhesion.

Protect markings from traffic until dried to a no-tracking condition. Remove tracking marks, spilled marking material, markings in unauthorized areas, and defective markings.

634.04 Solventborne Traffic Paint (Type A). Apply paint when pavement and air temperatures are at 35 °F (2 °C) and rising. Do not heat the paint above 120 °F (49 °C). Spray paint at a 15 mil (0.38 millimeters) minimum wet film thickness or at a rate of 107 square feet per gallon (2.6 square meters per liter).

Apply Type 1 glass beads on the paint at a rate of 6 to 8 pounds per gallon (0.72 to 0.96 kilograms per liter) of paint.

On new asphalt pavements or new asphalt surface treatments, apply two applications of paint and glass beads. Apply second application after first application is track free.

634.05 Waterborne Traffic Paint (Type B and Type C). Apply paint when pavement and air temperatures are 50 °F (10 °C) and rising.

(a) Type B. Do not heat the paint above 120 °F (49 °C). Spray paint at a 15 mil (0.38 millimeters) minimum wet film thickness or at a rate of 107 square feet per gallon (2.6 square meters per liter).

Apply Type 1 glass beads on the paint at a rate of 6 to 8 pounds per gallon (0.72 to 0.96 kilograms per liter) of paint.

On new asphalt pavements or new asphalt surface treatments, apply two coats.

(b) Type C. Spray paint at 25 mil (0.63 millimeters) minimum wet film thickness or at a rate of 71 square feet per gallon (1.7 square meters per liter).

Use two bead dispensers. Apply Type 3 glass beads on the paint at a rate of 6 to 8 pounds per gallon (0.72 to 0.960 kilograms per liter) followed by Type 1 glass beads on the paint at a rate of 6 to 8 pounds per gallon (0.72 to 0.96 kilograms per liter) of paint.

634.06 Epoxy Markings (Types D and Type E). Apply epoxy when pavement and air temperatures are 35 °F (2 °C) and rising. Heat components as specified by the manufacturer. Apply at a 25 mil (0.63 millimeters) minimum dry film thickness or at a rate of 71 square feet per gallon (1.7 square meters per liter).

(a) Type D. Apply Type 1 glass beads on the epoxy at a rate of 6 to 8 pounds per gallon (0.72 to

0.96 kilograms per liter) of epoxy.

(b) Type E. Use two bead dispensers. Apply Type 3 glass beads on the epoxy at a rate of 6 to 8 pounds per gallon (0.72 to 0.96 kilograms per liter) of epoxy followed by Type 1 glass beads on the epoxy at a rate of 6 to 8 pounds per gallon (0.72 to 0.96 kilograms per liter) of epoxy.

634.07 Thermoplastic Markings (Type H and Type I). Apply thermoplastic when pavement and air temperatures are 50 °F (10 °C) and rising. Heat thermoplastic as specified by the manufacturer.

Apply an epoxy resin primer/sealer according to the thermoplastic manufacturer’s recommendations when placing markings on rigid pavements or asphalt pavements more than 2-years old, oxidized, or having exposed aggregates.

Allow the primer/sealer to dry.

For edge lines, apply thermoplastic at 60 mil (1.5 millimeters) dry film thickness. For other lines, apply thermoplastic at 90 mil (2.3 millimeters) dry film thickness.

(a) Type H. Apply Type 1 glass beads on the thermoplastic at a rate recommended by the manufacturer.

(b) Type I. Use two bead dispensers. Apply Type 3 glass beads on the thermoplastic followed by Type 1 glass beads on the thermoplastic at rates recommended by the manufacturer.

634.08 Preformed Pavement Marking Tape (Type J). Install to form a durable, weather resistant bond to the pavement. Apply preformed markings according to the manufacturer’s recommendations. Use preformed marking tape containing retroreflective beads.

634.09 Nonreflectorized Markings (Type K). Apply solvent borne or waterborne traffic paint without glass beads.

634.10 Pavement Markers. Install raised or recessed pavement markers when the pavement and air temperatures are 50 °F (10 °C) and rising. Apply pavement markers with an epoxy resin adhesive as recommended by the manufacturer when the pavement is dry. Space the markers according to the MUTCD and plans.

634.11 Acceptance. Material for permanent pavement markings will be evaluated under Subsections

106.02 and 106.03.

Placing of permanent pavement markings will be evaluated under Subsections 106.02 and 106.04.

Measurement

634.12 Measure the Section 634 pay items listed in the bid schedule according to Subsection 109.02 and the following as applicable:

When pavement markings are measured by the linear foot (meter), measure the length of line applied along the centerline of each line applied regardless of color. Measure broken or dotted pavement lines from end to end of the line including gaps. Measure solid pavement lines from end to end of each continuous line. Measure line quantities based on a 4-inch (100-millimeter) wide line. For line widths greater than 4 inches (100 millimeters), adjust the measured length of line in the ratio of the required width to 4 inches (100 millimeters).

When pavement markings are measured by the square foot (square meter), measure the number of square feet (square meter) of line, symbol or letter marking based on the marking area shown in the plans. If not shown, measure the area of each marking in place to the nearest square foot (square meter).

Payment

634.13 The accepted quantities will be paid at the contract price per unit of measurement for the Section 634 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05. DRAFT

Section 702

Section 702. — ASPHALT MATERIAL

702.01 Asphalt Binder. Conform to AASHTO M 226 or AASHTO M320.

702.02 Emulsified Asphalt. Conform to AASHTO M 140 or AASHTO M 208.

(a) Polymer modified cationic emulsified asphalt for chip seals. Use a solid or latex polymer added either to the asphalt binder or during the emulsification process. Conform to AASHTO M 316, except as follows:

(1) Force ratio, f2/f1, 39.2 °F (4 °C), 5 cm/min, AASHTO T 300 0.3 min.

(2) Elastic recovery, 77 °F (25 °C), 5 cm/min, AASHTO T 301 50 % min.

(3) CRS-2P, penetration, 77 °F (25 °C), 100 g, 5 sec, 90 to 150

AASHTO T 49

(4) CRS-2hP, penetration, 77 °F (25 °C), 100 g, 5 sec, 50 to 90

AASHTO T 49

(b) Polymer-modified emulsified asphalt for micro-surfacing. Conform to ISSA A143, except use Section 6, Emulsified Asphalt Residue by Evaporation of AASHTO T 59 to determine percent residue.

(c) Penetrating emulsified asphalt for prime coat. Conform AASHTO T 59, except as modified by Table 702-1.

Table 702-1 Penetrating Emulsion for Prime Coat

Minimum Maximum Requirements for Emulsion

Viscosity, Saybolt Furol at 122 °F (50 °C), sec 15 150 Settlement, 24-hours, % − 1 Residue by evaporation, % 62 −

Requirements for Residue Penetration, 77 °F (25 °C), 100 g, 5 sec, AASHTO T 49 40 200 Solubility in trichloroethylene, %, AASHTO T 44 97.5 −

702.03 Material for Dampproofing and Waterproofing Concrete and Masonry Surfaces.

(a) Primer. Conform to ASTM D41 for asphalt membranes. Furnish a neoprene-based primer for use with rubberized asphalt membrane. Furnish a resin- or solvent-based primer for use with the modified bitumen membrane.

If preformed membrane sheets are used, furnish primers of a type recommended by the manufacturer.

(b) Asphalt. For mop coat, conform to ASTM D449, Type I or Type II.

(c) Waterproofing fabric. Furnish asphalt saturated fabric conforming to ASTM D173.

If preformed membrane sheet is used, furnish either the rubberized asphalt type or the modified bitumen type. The rubberized asphalt type consists of a rubberized asphalt sheet reinforced with a polyethylene film or mesh. The modified bitumen sheet type consists of a polymer modified bitumen sheet reinforced with a stitch-bonded polyester fabric or fiberglass mesh. Conform to Table 702-2 or 702-3.

Table 702-2 Preformed Membrane Sheet for Surfaces Other Than Bridge Decks Property Test Value

Rubberized Asphalt Type

Modified Bitumen Type

Tensile strength in machine direction

ASTM

D882

20 lb/in (3.5 kN/m)

20 lb/in (3.5 kN/m)

Elongation at break in machine direction

ASTM

D882

150% at

73.4 °F (23 °C)

25% at

73.4 °F (23 °C)

Pliability ASTM D146(1)

No cracks No cracks

Thickness, minimum

– 60 mil (1.52 mm)

60 mil (1.52 mm)

Softening point, minimum

ASTM

D36(1)

165 °F (74 °C)

210 °F (99 °C)

(1) Base ASTM D146 on a 180-degree bend over a 4.0-inch (100-mm) mandrel at 10 °F (-12 °C).

Table 702-3 Preformed Membrane Sheet for Bridge Decks

Property Test Value Rubberized

Asphalt Type Modified

Bitumen Type Tensile strength in machine direction

ASTM

D882

50 lb/in (8.75 kN/m)

40 lb/in (7.0 kN/m)

Elongation at break in machine direction

ASTM

D882

15% at

73.4 °F (23 °C)

10% at

73.4 °F (23 °C)

Pliability ASTM D146(1)

No cracks No cracks

Thickness, minimum

– 65 mils (1.65 mm)

70 mils (1.65 mm)

Softening point, minimum

ASTM

D36(1)

165 °F (74 °C)

210 °F (99 °C)

(1) Base ASTM D146 on a 180-degree bend over a 4.0-inch (100-mm) mandrel at 10 °F (-12 °C).

(d) Mastic. Furnish mastic consisting of a rubberized asphalt cold-applied joint sealant for use with preformed rubberized sheets. Furnish mastic consisting of a blend of bituminous and synthetic resins for use with modified bitumen sheet.

(e) Asphalt roll roofing. Conform to ASTM D6380, Class M, Type II.

702.04 Asphalt Mastic. Conform to AASHTO M 243.

702.05 Antistrip Additive. Conform to the following:

(a) Type 1. Furnish commercially produced, heat stable liquid products that when added to an asphalt have the chemical and physical properties to prevent separation of the asphalt from aggregates.

(b) Type 2. Furnish cement conforming to Subsection 701.01 or fly ash conforming to Subsection 725.04(a).

(c) Type 3. Furnish lime conforming to AASHTO M 303.

702.06 Mineral Fiber. Conform to the following:

(a) Fiber length ¼-in (6-mm) max. mean test value

The fiber length is determined according to the Bauer McNett fractionation.

(b) Fiber thickness 0.0002-in (5-µm) max. mean test value

The fiber diameter is determined by measuring at least 200 fibers in a phase contrast microscope.

(c) Shot content Table 702-4

Table 702-4 Mineral Fiber Shot Content(1)

Sieve Size Nominal Maximum Size Percent Passing

No. 60 (250 µm) 90±5 No. 230 (63 µm) 70±10

(1) Shot content is a measure of non-fibrous material. The shot content is determined on vibrating sieves. See ASTM C612 for additional information.