SEED PROJECT - J-pages.pdf

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FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

SPECIAL CONTRACT REQUIREMENTS

Project NP BLRI BMS FY20(1)

BLUE RIDGE PARKWAY

The following Special Contract Requirements amend and supplement the Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects (FP-14), U. S. Department of Transportation, Federal Highway Administration.

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Section 104. — CONTROL OF WORK

104.03(c). Delete the first sentence of the first paragraph and substitute the following:

Furnish one full-size (24-inch by 36-inch) paper copy of the plans from the Government-provided electronic plans, and use this set of plans exclusively for as-built drawings.

104.05. Add the following:

When hauling on National Park Service roads, do not exceed the load restrictions shown in Table 104-1.

Table 104-1 Load Restrictions

Single Units Gross Vehicle Weight, pounds

2 axles 40,000 3 axles 48,000 4 or more axles 52,000

Combination Units Gross Vehicle Weight, pounds

3 axles 57,000 4 axles 62,000 5 or more axles 66,000

Where the ground is saturated with water or during periods of freezing and thawing, the CO may impose further load restrictions or suspend hauling.

Section 106. — ACCEPTANCE OF WORK

106.05. Add the following:

At the preconstruction conference, the Government will provide a copy of the computer program “QL-PAY”, along with instructions. QL-PAY is a Windows based program that computes the quality levels and pay factors as described in this Subsection.

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Section 107. — LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC

107.02. Add the following to the third paragraph:

Vehicle and machinery access to the work is allowed only from the road or the bridge deck. No vehicles or machinery is permitted beyond the edge of the shoulder unless approved by the CO.

All areas beyond the edge of the shoulder can be accessed on foot.

Add the following after Subsection 107.11:

107.12 Protection of Threatened, Endangered, and Sensitive Wildlife Species. Inspect the work site for the presence of wildlife species (reptiles, migratory birds, raptors, and bats) before beginning work on the site. Do not disturb wildlife species found nesting, hibernating, estivating, or otherwise living in, or immediately nearby, work sites. If bats or nesting birds are encountered before or during construction, cease all work and notify the CO and the Park natural resource staff immediately.

Section 108. — PROSECUTION AND PROGRESS

108.01. Add the following:

Construction operations are limited as follows:

(a) No work will be permitted on Saturdays, Sundays, or National legal holidays.

(b) No work requiring lane closures on the Blue Ridge Parkway will be permitted in the month of October.

(c) No work will be permitted on days with special events occurring in the vicinity, as determined by the CO.

(d) No work will be allowed on more than two bridges at the same time.

If the Contractor finds it necessary to work on one of these restricted days, request approval from the CO at least 7 days before the planned work.

Coincident with this contract, other contracts for construction projects may be underway or may commence during the construction of this project. Coordinate with the CO and other contractors to minimize disruption to this project and to other construction projects in the area.

108.03(c). Add the following:

Under FAR Clause 52.249-10, Default (Fixed-Price Construction), the Contractor can request a time extension for a delay due to unusually severe weather as defined under Section

155. If a time extension is requested for unusually severe weather, submit a time impact

J-4 analysis according to Subsection 108.03(b) and include supporting historical weather data according to Subsections 155.04A and 155.04B. The following criteria will be used for determining a time extension for unusually severe weather:

(1) Time adjustment for rain delays. If the net number of actual workdays lost to rain is less than the total lost days for the month in question, then no time adjustment will be made. If the net number of actual workdays lost to rain is more than the total lost days for the month in question, then a time extension may be granted.

(2) Time adjustment for other weather delays. If a time extension is requested for other unusually severe weather conditions such as snow, extreme cold or heat, high winds, etc., follow the same calculation, submittal, and criteria procedures as outlined for rain delays.

Section 109. — MEASUREMENT AND PAYMENT

109.08(b). Add the following:

Submit invoices by the 7th day after the closing date. Invoices received after the 16th day following the closing date will not be accepted for payment processing that month. Include late, unprocessed invoice submittals in the following month’s invoice.

109.08(c). Add the following:

The Government’s designated billing office is:

Federal Highway Administration Eastern Federal Lands Highway Division Loudoun Tech Center 21400 Ridgetop Circle Room 200 Sterling, Virginia 20166-6511

ATTN: CONSTRUCTION OFFICE

Section 152. — CONSTRUCTION SURVEY AND STAKING

152.04. Delete the third, fourth, and eighth paragraphs and substitute the following:

No horizontal or vertical control information will be provided.

Establish initial reference lines and control points, and horizontal and vertical control points as necessary to perform the construction survey and staking.

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Section 154. — CONTRACTOR SAMPLING AND TESTING

154.02. Add the following:

Submit proposals for using alternate AASHTO or state department of transportation approved test methods in writing for approval. Alternate methods may be allowed based on documented equivalence to the method specified.

154.03. Add the following:

Deliver the Government’s portion of the sample or split sample in an acceptable container suitable for shipment to the CO.

154.05. Add the following:

For items accepted under Subsection 106.05, submit a copy of all current test results and pay factor calculations based on those tests on a weekly basis. When large quantities are produced, calculate pay factors as soon as possible. Use this information to make any necessary adjustments to operations to achieve acceptable pay factors. The Government may use the Contractor’s test results to determine final pay factors for acceptance.

Section 155. — SCHEDULES FOR CONSTRUCTION CONTRACTS

155.02. Add the following:

(g) Reasonably predictable weather. The number of workdays that can expect to be lost in any month due to rainfall based on 10-year historical weather data.

(h) Rain day. A potentially lost workday on which rainfall is equal to or greater than 0.10 inches.

(i) Drying day. A workday immediately following a rainfall equal to or greater than 1.00 inch which is potentially lost because of wet ground conditions.

(j) Workday. A day not excluded from work by Section 108.

(k) Unusually severe weather. When the number of actual workdays lost is greater than the reasonably predictable weather for a specific month.

155.04(f). Add the following:

If a subcontract has not yet been awarded for a certain portion of the work, include the schedule for that work.

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155.04. Add the following:

(j) A completed Table 155-1 prepared according to Subsection 155.04A.

Add the following after Subsection 155.04:

155.04A Reasonably Predictable Weather. Determine reasonably predictable weather for this contract by completing Table 155-1. Calculate data for Table 155-1 by computing the average number of workdays lost (rain days plus drying days) for each month and the standard deviation from the average, using the last 10 years of historical weather data from the nearest National Oceanic and Atmospheric Administration (NOAA) weather data collection station. Add the average number of workdays lost to the standard deviation. The total number of lost days (average workdays lost plus 1 standard deviation, rounded to whole days) will be considered normal for each month.

155.04B Unusually Severe Weather. If requesting a time extension due to unusually severe weather, calculate the number of actual workdays lost by totaling the actual rain days plus the actual drying days occurring in the month in question. From this total, deduct any workdays meeting any one of the following conditions:

(a) The rain day or drying day occurred on a non-work weekday such as a holiday.

(b) The rainfall occurred at a time when no weather dependent work was in progress or occurred during planned or unplanned shutdowns due to other circumstances such as equipment failure, strikes, material supplies, delays, etc.

(c) The Contractor was still working or able to work on weather dependent activities to the extent that less than 50 percent of the workday was lost due to weather.

If the net number of actual workdays lost is greater than the total lost days, then unusually severe weather occurred during the month in question.

Table 155-1 Reasonably Predictable Weather

Project Number:

Project Location:

NOAA Station Location:

Data Years (10-year history):

Month Average

Workdays Lost

Standard Deviation

Total Lost Days

January February March April

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Table 155-1 Reasonably Predictable Weather

Project Number:

Project Location:

NOAA Station Location:

Data Years (10-year history):

Month Average

Workdays Lost

Standard Deviation

Total Lost Days

May June July August September October November December

155.05. Delete the first sentence and substitute the following:

Prepare and submit a Bar Chart Method (BCM) initial construction schedule.

155.05(a)(1)(c). Add the following:

Include unreflected items, or components of work within a pay item, as separate activities as directed by the CO.

155.06. Delete the first sentence of the second paragraph and substitute the following:

Unless previously approved by the CO, changes to the construction schedule for work that is still to be completed can only be changed with a time impact analysis according to Subsection 108.03, and a Baseline Construction Schedule revision according to Subsection 155.07.

155.07. Delete the third sentence and substitute the following:

Continue to submit monthly schedule updates according to Subsection 155.06 until a baseline construction schedule revision is approved.

Section 156. — PUBLIC TRAFFIC

156.04. Delete the first paragraph and substitute the following:

Accommodate traffic according to the MUTCD, contract traffic control plan, Section 635, and

J-8 this Section. An alternate traffic control plan may be submitted for approval in accordance with Subsection 104.03 and the following:

(a) Ensure safe and efficient pedestrian, bicycle, and vehicular traffic (including emergency vehicles) at all times during construction;

(b) Schedule and perform work to minimize disruption to public traffic; and

(c) Accommodate the construction operations as approved under Section 155.

Submit alternate traffic control plans at least 30 days before its intended use. After the initial traffic control plan is approved, revise it as necessary to accommodate approved changes in the construction schedule. Submit the revised traffic control plan at least 14 days before implementation, unless otherwise approved by the CO.

156.04. Add the following:

Maintain one lane of traffic at all times.

Use single lane closures on the Blue Ridge Parkway according to Section 635 and as shown in the plans.

Schedule and perform the work during the hours of 9:00 a.m. to 3:00 p.m. at the VA Route 130 Bridge (Structure 5140-014P), Highland Road Bridge (Structure 5140-029P), U.S. Route 220 Bridge (Structure 5140-037P), and U.S. Route 58 Bridge (Structure 5140-202P) so it does not interfere with traffic during the rush hours.

Do not perform lane closures for work at the I-64 Bridge (Structure 5140-160P). Transport and use equipment in the I-64 median from 8:00 p.m. to 7:00 a.m.

Do not install traffic control devices during the rush hours. Before rush hours begin, remove materials, equipment, and non-applicable traffic control devices from the roadway and install the necessary traffic control devices to safely maintain traffic. The CO reserves the right to review the Contractor’s progress before the rush hours begin. The CO may direct the Contractor to stop operations to ensure the Contractor completes all work, including the appropriate setup of traffic control devices, before the rush hours begin.

Failing to complete work and removing traffic control devices before a rush hour begins, or installing or removing them during rush hours will be considered Contractor noncompliance.

Noncompliance will result in a reduction in payment to the Contractor equal to $400 per hour, for each hour or portion thereof. This reduction in payment will be subtracted from the Contractor’s progress payments and will be unrecoverable.

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156.05(f). Add the following:

Ensure that drains and inlets within the project limits are fully functional throughout the duration of the project.

156.07(d). Add the following:

Restore staging areas to their original condition as directed by the CO.

156.08. Delete the second paragraph and substitute the following:

Nighttime operations are not permitted.

156.09. Delete the second sentence and substitute the following:

The superintendent may serve as the traffic control supervisor provided the requirements of Subsection 156.03 are met.

Section 203. — REMOVAL OF STRUCTURES AND OBSTRUCTIONS

203.04(c). Add the following after the second sentence of the first paragraph:

On structures, use power-driven hand tools and other hand tools in accordance with Subsection 203.04(e).

203.04. Add the following:

(e) Concrete removal by mechanical impact methods. Furnish equipment that complies with the following:

(1) Use power-driven hand tools for removal of existing concrete with the following restrictions:

(a) Do not use jackhammers heavier than 30 pounds;

(b) Do not operate jackhammers and mechanical chipping tools at an angle in excess of 45 degrees measured from the surface of the concrete; and

(c) Do not use chipping hammers heavier than a nominal 15-pound class to remove concrete from beneath any reinforcing bar.

(2) Use hand tools (hammers and chisels) for removal of final particles of concrete or to achieve the required depth.

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203.05(b). Delete the Subsection and substitute the following:

(b) Burn. Burning is prohibited.

203.05(c). Delete the Subsection and substitute the following:

(c) Bury. Burying debris is prohibited.

Section 552. — STRUCTURAL CONCRETE

552.01. Add the following:

This work includes the removal and replacement of joint seals.

This work includes sealing concrete surfaces.

552.02. Add the following:

Flexible, high-impact elastomeric concrete 725.20 Galvanized coatings 717.07 Reinforcing steel 709.01 Structural steel 717.01

552.03(g). Add the following:

Furnish class High Early Strength (HES) concrete mixture meeting the requirements of Table 552-1A.

Table 552-1A Composition of HES Concrete

Class of Concrete

24 Hour Design

Compressive Strength

(psi)

28 Day Design

Compressive Strength

(psi)

Plastic Air Content(1)

(minimum)

Maximum Water/

Cementitious Material

Ratio

Slump(2)

(inches)

Maximum Size

Aggregate (inches)

HES 3000 5000 4.5% 0.44

±1 from Provided Target

(1) Maximum plastic air content is 9%.

(2) Supplier to provide target slump. Maximum slump is 8 inches if approved mix design includes a high range water reducer.

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552.04. Delete the second sentence and substitute the following:

Do not use cementitious material containing evidence of moisture contamination.

552.13. Add the following:

(f) Pre-compressed foam-supported silicone joint seal. Install the joint according to the manufacturer’s recommendations and as shown in the plans. Provide a manufacturer’s representative to monitor all phases of preparation and installation.

(1) Submittals. Submit a joint replacement plan at least 30 days before beginning work for approval. Include materials, methods and equipment to be used.

(2) Joint preparation. Prepare the joint headers of concrete by removing and disposing existing joint material according to Section 203. Remove any loose, spalled, deteriorated, and delaminated concrete to sound concrete, and repair according to Subsection 552.19.

Clean the joint by abrasive blast cleaning followed by brushing or oil free compressed air so that it is free from dust, oil, grease, and other foreign materials.

(3) Joint installation. Install the joint seal using methods and procedures recommended by the manufacturer of the system.

(4) Watertight integrity test. Perform a watertight integrity test on the top surface of the joint system no more than 5 days after each joint is completed. For all the joints, perform the watertight integrity test and inspection in the presence of the CO.

Cover the entire joint system with either water ponded to a minimum 0.5-inch depth, or continuously flowing water directly over full plan area of joint for a 30 minute minimum duration. Inspect the underside of the joints for any evidence of dripping water or moisture for the 30 minute duration of water application and for 30 minutes after water supply is removed.

The joint system is considered watertight with absolutely no free dripping water or moisture on underdeck surfaces beneath joint. Prior to performing the test, submit for approval a detailed procedure for the watertight integrity test. Provide photographic documentation performing the watertight integrity test. Document date, time, and location of joint inspections and submit the report to the CO.

Repair joint integrity at every location exhibiting free dripping water or moisture identified during the watertight integrity test. Retest and repair until joints pass the watertight integrity test.

552.19. Delete the first sentence of the first paragraph and substitute the following:

For concrete repairs, remove existing or new defective concrete according to Subsection 203.04.

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552.19. Add the following after the first paragraph:

When reinforcing steel is exposed and exhibits corrosion, clean the steel until all corrosion is liminated. Remove concrete cover 2 inches beyond the endpoints of the original corroded portion of the reinforcing steel. Inspect for corrosion. If corrosion is present, clean the reinforcement steel and remove additional cover until no corrosion is encountered. Do not strike the reinforcing steel with heavy blows. Where the bond between existing concrete and reinforcing steel has been compromised, remove the concrete adjacent to the steel to a depth that will permit new concrete to bond to the entire periphery of the exposed steel. Provide a minimum clearance of 1-inch behind the steel.

Remove and replace reinforcing steel that has lost 25 percent or more of its original cross section area with new bars of the same size and shape. Lap the new bars with the existing bars for a length of 30 diameters on each side of the damaged portion if a sufficient length of the existing bar is exposed. Otherwise, connect the new bar by welding it to the existing reinforcement with a 6-inch arc-welded lap on each side of the damaged portion using a double-flare V-groove weld in accordance with the requirements of Section 555, or by mechanically connecting the new bar to the existing in accordance with the requirements of Section 554.

552.19. Delete the second and third paragraphs and substitute the following:

For vertical, overhead, and horizontal concrete repairs that do not extend below reinforcing, apply a bonding coat of an approved epoxy resin adhesive to the surface of the sound existing concrete immediately before placing new concrete against it. Follow the manufacturer’s recommendations for the epoxy resin adhesive. Repair areas using an approved HES concrete or specialty vertical, overhead, and horizontal patching compound placed according to the manufacturer’s recommendations.

For concrete repairs which extend below the reinforcing, apply a scrub coat of the repair material immediately before placement of the repair material. Repair areas using Class A(AE) concrete or HES concrete. See

In repair areas larger than 2 square feet with exposed reinforcement, zinc sacrificial anodes which contain at least 80 grams of zinc and comply with ASTM B418, Type II. Securely install anodes on the reinforcement according to ACI Repair Application Procedure (RAP) Bulletin 8, the manufacturer’s recommendations, and comply the following:

(a) In areas larger than 2 square feet and less than 4 square feet, install a pair of anodes on the reinforcement. Install the anodes at opposite sides of the repair and within 4 inches of the edge of the repair.

(b) In areas 4 square feet and larger, install anodes as per Subsection 552.19(a) and an additional pair of anodes for each incremental 4-square foot increase in the repair area.

Install anodes in a grid pattern.

Maintain a minimum concrete cover of 1inch between the anode and the surface.

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If a concrete repair material is used which has a chloride permeability less than 2,000 coulombs, encase the anode in a low resistivity (less than 15,000 ohm-cm) mortar bed which extends to the sound substrate concrete and 3 inches beyond the anode on all sides.

If the reinforcing steel is to receive a barrier coating, do not coat the reinforcing steel within 1 inch of the anode and do not apply coating to any surface of the anode or the steel tie wires.

Verify steel-to-steel continuity and anode-to-steel continuity within the repair area with a DC multi-meter. Tie discontinuous reinforcing to continuous reinforcing using heavy steel tie wire and re-tested. The electrical connection is acceptable if the DC resistance measured with the multi-meter is 1.0 ohm or less or the DC potential is 1 mV or less.

Prior to placing the repair material, pre-wet the concrete substrate and the anodes to achieve a saturated surface dry condition, then complete the repair. Do not soak anodes for more than 20 minutes.

552.19A Sealing Concrete Structure Surfaces.

(a) Submittals. Submit a written plan for approval at least 15 days before the sealing concrete surface. Furnish information on any proprietary materials to be used to the CO for review and approval according to Subsection 104.03. Include the manufacturer’s name, the product name and its data that show it is suitable for the specific application on this project, and the manufacturer’s requirements and recommendations for surface preparation, storing, mixing, placing, finishing, and curing the material.

(b) Delivery and storage. Store penetrating sealants in tightly sealed containers, in a dry location, and as recommended by the manufacturer. Deliver unopened drums or containers of the penetrating sealants to the job site with the manufacturer's numbered seal intact.

Do not return unused material in opened containers to storage for later use. The Contractor may either apply such material to appropriate areas on concrete surfaces, or remove and dispose according to Subsection 203.05(a).

(c) Surface preparation. Prepare concrete surfaces to receive a penetrating sealant in accordance with the manufacturer’s recommendations and these specifications. Remove substances such as dust, grime, dirt, curing compound, form oil, stains, mineral deposits, oil, bituminous materials, debris, existing stripping and all other deleterious material by water blasting, wire brushing, or other methods acceptable to the CO, all in accordance with the penetrating sealant manufacturer’s recommendations.

Use approved water blasting equipment to clean existing concrete surfaces. Use water blasting equipment which is specifically manufactured to clean concrete surfaces. Use equipment that has a minimum rated nozzle capacity of 3,000 pounds per square inch using the spray head proposed for use in the work.

During the cleaning operation, exercise sufficient care to minimize the removal of the concrete matrix. Furnish hand tools, power grinder, and other similar equipment to remove

J-14 materials which cannot be removed by water blasting without abrading the concrete matrix beyond acceptable limits. Wash concrete surfaces cleaned by methods other than water blasting with water blasting equipment as the final cleaning operation.

Limit the duration of water blasting to provide a light abraded surface. Do not allow surface abrasion to exceed 1/64 inch. The CO will not require further cleaning of stains still apparent after abrading to a depth of 1/64 inch. Avoid exposure of coarse aggregate by water blasting.

Allow the concrete surface to dry for a minimum of 48 hours before applying penetrating sealant. Ensure there is no standing water on the concrete surface.

Clean finished concrete surfaces if they become contaminated before applying the penetrating sealant.

(d) Installation. Apply the penetrating sealant with a brush, squeegee, roller or spraying equipment and as recommended by the manufacturer.

Apply the penetrating sealant material only when the ambient air temperature is between 50° and 90° F. Do not apply the penetrating sealant when winds are blowing 25 miles per hour or more, during rainfall, or when water spray or mist is present.

Determine the actual coverage rate in square feet per gallon on the basis of field trials.

Conduct a field trial to determine the coverage rate at the beginning of any penetrating sealant application operation. For each field trial, determine the optimum coverage rate for 500 square feet of surface area. Maintain the penetrating sealant application rate at 150 square feet covered per gallon of penetrating sealant used. Apply the penetrating sealant in a uniform manner without puddling and skips. Redistribute any penetrating sealant which is applied and subsequently puddles in low areas over the concrete surfaces by use of a squeegee.

Generally, begin the application of the penetrating at the highest elevation and proceed downward toward lower elevations. Maintain operating pressures in the sprayers used for application of the penetrating sealant material sufficiently low so that atomization or misting of the material does not occur.

552.20. Add the following:

Galvanized coatings will be evaluated under Subsection 106.03.

Structural steel will be evaluated under Section 555.

Removal and replacement of joint seals will be evaluated under Subsections 106.02 and 106.04.

Material for the sealing of concrete bridge surfaces will be evaluated under Subsections 106.02 and 106.03.

Sealing of concrete bridge surfaces will be evaluated under Subsections 106.02 and 106.04.

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Section 554. — REINFORCING STEEL

554.09. Add the following:

Mechanical splices or couplers may be submitted for review and approval. Approval by the CO of the mechanical splice or coupler will be based upon manufacturer technical data, including test results, and other necessary proof of satisfactory performance.

When mechanical splices or couplers are allowed, use mechanical splices or couplers with a strength that is at least 125 percent of the required yield strength of the reinforcing steel. Do not exceed 0.01 inches total slip of the reinforcing bar within the splice sleeve when loading in tension to 30 pounds per square inch and relaxing to 3 pounds per square inch for bar sizes up to No. 14, as measured between gage points clear of the splice sleeve.

Use only butt type splices for mechanical splices or couplers in the superstructure slab. Use only epoxy coated mechanical splices or couplers for joining epoxy coated reinforcing in the deck.

Provide black steel couplers at all other locations.

Maintain a clear coverage of 1.75 inches minimum measured from the surface of the concrete to the outside face of the splice sleeve. Do not place slab bar mechanical splices adjacent to each other.

Perform all splicing procedures in accordance with the manufacturer’s recommendations using standard equipment, jigs, clamps, and other required accessories. Use procedures in making mechanical butt splices as recommended by the manufacturer and approved by the CO.

554.11. Delete the second paragraph and substitute the following:

Measure replacement of reinforcing steel under Section 552.

Section 605. — UNDERDRAINS, SHEET DRAINS, AND

PAVEMENT EDGE DRAINS

605.01. Add the following:

This work includes the cleaning of weep holes and installation of weep hole filters weep holes.

605.03. Add the following:

Submit weep hole filters for use in weep holes for approval to the CO. Clean weep holes prior to weep hole filter installation. Install approved weep hole filters at locations designated by the CO and in accordance with manufacturer’s recommendations.

605.07. Add the following:

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Cleaning of weep holes and installation of weep hole filters will be evaluated under Subsections

106.02 and 106.04.

Section 607. — CLEANING, RELAYING, AND

REPAIRING EXISTING DRAINAGE STRUCTURES

607.04. Add the following:

Remove, repair, clean out, and reattach downspout as shown in the plans.

Section 635. — TEMPORARY TRAFFIC CONTROL

635.04(d). Add the following:

Remove or completely cover unnecessary signs in accordance with Subsection 635.07.

635.04(g). Add the following:

If “marginal” or “unacceptable” devices are not corrected in a timely manner, the CO will provide written notification of those traffic control items not in compliance with the contract.

If the Contractor fails to bring the specified items into compliance within a 24-hour period, the CO may assess a daily reduction in payment to the Contractor of $500 per day. The CO may continue to assess the daily reduction in payment for each additional 24-hour period until the items are corrected. This reduction in payment will be subtracted from the Contractor’s progress payments and will be unrecoverable. Use of this reduction in payment does not waive the CO’s right to suspend the work in whole or in part according to Subsection 108.05.

635.04(i). Add the following:

Submit a certification indicating that the devices are crashworthy as defined in Subsection 101.04.

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635.04. Add the following:

(j) As a minimum, furnish and install the following temporary traffic control devices:

(1) Construction signing;

(2) Type 3 barricades;

(3) Drums;

(4) Cones;

(5) Flaggers;

(6) Shadow vehicle with truck-mounted attenuators;

(7) Arrow boards;

(8) Type B warning lights;

(9) Crash cushions;

(10) Concrete barrier; and

(11) Other miscellaneous temporary traffic control devices that may be required by the

CO.

635.07. Delete the third paragraph and substitute the following:

Remove or completely cover unnecessary signs, or signs that conflict with the construction signing or the approved traffic control plan. Cover signs that are not removed so that no part of the covered sign is visible to traffic. Use sign covers meeting the following requirements:

(a) Large enough to completely cover the sign;

(b) Easy to attach to and remove from the sign without damaging the sign face. Do not use adhesives, glues, tapes, or mechanical fasteners that mar face of the sign;

(c) Black, non-reflective, and opaque;

(d) Made of plywood (minimum of 3/8-inches thick), aluminum (minimum of 0.040 inches thick), or other acceptable materials that will not be lifted, bent, or damaged by wind as approved by the CO; and

(e) Durable enough to resist deterioration due to weathering and atmospheric conditions for the duration of the project.

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635.07. Add the following:

Furnish 16-inch (minimum) square flags that are fluorescent orange or fluorescent red-orange in color. Mount flags on top of signs in accordance with the MUTCD.

635.11. Add the following after the first sentence of the first paragraph:

Use FHWA-approved temporary barriers meeting test level 3 (TL-3) criteria, according to industry crashworthiness standards. For a list of acceptable manufacturers and products, refer to the FHWA longitudinal barriers listing found at https://safety.fhwa.dot.gov/roadway_dept/countermeasures/reduce_crash_severity/listing.cfm?co de=long. Install temporary barriers according to manufacturer’s recommendations.

635.11. Add the following:

Use temporary barrier with temporary crash cushions to close the shoulder only at Otter Creek Bridge when working on bridge rail repairs.

635.15. Delete the second paragraph of the Subsection and add the following:

Use Type B high-intensity flashing warning lights on all advance warning signs and on all drums.

635.18. Add the following:

Use FHWA-approved temporary crash cushions meeting test level 3 (TL-3) criteria, according to industry crashworthiness standards. For a list of acceptable manufacturers and products, refer to the FHWA Barrier System Terminals and Crash Cushion listing found at https://safety.fhwa.dot.gov/roadway_dept/countermeasures/reduce_crash_severity/listing.cfm?co de=cushions.

Section 712. — JOINT MATERIAL

712.01(d). Delete the Subsection and substitute the following:

(d) Silicone sealants. Furnish silicone sealant in a one-part or two-part silicone formulation.

Use sealant that is compatible with the surface to which it is applied. Do not use acid-cure sealants on Portland cement concrete. Do not use Low Modulus Silicone Sealants Types A, B or C for bridge expansion joints.

Silicone sealants are designated as follows:

(1) Type A. A one part, low modulus, non-sag silicone, used to seal horizontal and vertical joints in Portland cement concrete pavements and bridges. Tooling is required.

https://safety.fhwa.dot.gov/roadway_dept/countermeasures/reduce_crash_severity/listing.cfm?code=long https://safety.fhwa.dot.gov/roadway_dept/countermeasures/reduce_crash_severity/listing.cfm?code=long https://safety.fhwa.dot.gov/roadway_dept/countermeasures/reduce_crash_severity/listing.cfm?code=cushions https://safety.fhwa.dot.gov/roadway_dept/countermeasures/reduce_crash_severity/listing.cfm?code=cushions

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(2) Type B. A one part, very low modulus, self-leveling silicone, used to seal horizontal joints in Portland cement concrete pavements and bridges. Tooling is not normally required.

(3) Type C. A one part, ultra-low modulus, self-leveling silicone, used to seal horizontal joints in Portland cement concrete pavements and bridges and joints between Portland cement concrete pavement and asphaltic concrete shoulders. Tooling is not normally required.

(4) Type D. A two part, ultra-low modulus, self-leveling, rapid cure silicone, used to seal horizontal joints in Portland cement concrete pavements and bridges and joints between Portland cement concrete pavement and asphaltic concrete shoulders. Tooling is not required.

Furnish silicone sealant conforming to Table 712-2.

Table 712-2 Silicone Sealants

Properties Test Method Type Silicone

A B C D Tensile stress at 150% strain (max. psi)(1) ASTM C1135 45 40 15 25

Durometer Hardness, Shore (0°F and 77°F ± 3 °F) (1) ASTM D2240 “A” “00” “00” “00”

10-25 40-80 20-80 40-80 Bond to Concrete Mortar (min. psi)(1)(3)

AASHTO

T132 50 psi 40 psi 35 psi 35 psi

Tack Free Time (Skin-over) (max. min.)(2) ASTM C679 90 180 180 30

Extrusion rate (min. g/min) ASTM C1183 Procedure A 75 90 100 200

Specific gravity ASTM D792 (Method A) 1.1-1.5 1.1-1.5 1.1-1.5 1.2-1.5

Shelf life (from date of shipment)

Months

Months

Months

Months

Movement Capability and adhesion(1) ASTM C719 No adhesive or cohesive failure after 10 cycles at 0°F

Ozone and UV resistance (1) ASTM C793 No chalking, cracking or bond loss after 5,000 hours

(1) Curing time for these specimens is 21 days for Type A and 28 days for Type B, C and D. Cure specimens at 77 °F ± 3°F and 50 ± 5% relative humidity.

(2) At conditions of 77 °F ± 3 °F and 50±5% relative humidity.

(3) Type C and D silicone must meet its bond strength requirement to asphalt concrete.

712.01. Add the following:

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(h) Pre-compressed foam-supported silicone joint seal. Furnish a joint system comprised of three components: cellular polyurethane foam impregnated with hydrophobic 100% acrylic, water-based emulsion, factory coated with highway-grade, fuel resistant silicone;

field-applied epoxy adhesive primer; and field-injected silicone sealant bands.

(1) Furnish impregnated foam conforming to Table 712-2.

Table 712-2 Property Test Method Minimum Requirement

Base material - Cellular, high density, polyurethane foam

Tensile strength ASTM D3574 18 psi UV / Moisture resistance ASTM G155-00A No changes - 2000 hours, Pass

Density ASTM D545 4 lb./cu. ft.

Elongation ASTM D3574 125%

Temperature service range ASTM C711 -40 °F to 185 °F

(2) Furnish epoxy adhesive conforming to Table 712-3.

Table 712-3 Property Test Method Minimum Requirement

Tensile Strength ASTM D638 3500 psi Shear Strength ASTM D732 3000 psi Bond Strength ASTM D882 2500 psi

Compressive Strength ASTM D695 8000 psi

(3) Furnish silicone sealant conforming to Table 712-4.

Table 712-4 Property Test Method Requirement

Color Visual Black Movement capability ASTM C719 ± 50%

Elongation ASTM D412 > 600% Tensile Strength ASTM D412 ≥ 100 psi

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Section 718. — TRAFFIC SIGNING AND MARKING MATERIAL

718.01. Add the following:

For a list of acceptable manufacturers and products, refer to the Sheeting Guide found at http://safety.fhwa.dot.gov/roadway_dept/night_visib/sign_visib/sheetguide/.

Section 725. — MISCELLANEOUS MATERIALS

Add the following after Subsection 725.18:

725.19 Flexible, High-Impact Elastomeric Concrete. Furnish flexible, high-impact elastomeric concrete that allows live traffic after two hours from final pour and conforming to Table 725-1.

Table 725-1 Flexible, High-Impact Elastomeric Concrete

Tests Procedure Minimum Requirement

Adhesion (Primed Concrete) ASTM D7234 400 psi

Tensile Strength ASTM D412 630 psi

Compressive Strength ASTM D695 3000 psi

Compressive Modulus ASTM D695 11 ksi

Impact Testing-Ball Drop (1) ASTM D3029 No Failure at 69 °F and -4 °F

Hardness (Shore D) ASTM D2240 50

(1) 1-pound steel ball dropped onto a ⅜-inch thick by 2¾-inch diameter disk from 17 feet.

725.20 Penetrating Sealant. Furnish a water-based silane penetrating sealant, with 40 percent solids and active materials dispersed in water, conforming to Table 725-2.

Table 725-2

Penetrating Sealant Requirements Property Specification

VOC content (EPA method 24) < 400 g/L Water absorption (NCHRP 244 Series II) 85% reduction min.

Chloride absorption (NCHRP 244 Series II) 85% reduction min.

Chloride absorption (NCHRP 244 Series IV) 95% reduction min.

Resistance to chloride ion penetration (AASHTO T259 and T260) < 0.55 lb/yd³ at 0.5” depth

Penetration depth 0.15 inch min.

http://safety.fhwa.dot.gov/roadway_dept/night_visib/sign_visib/sheetguide/