Attachment 4 - J-Pages - SCRs for Seed Project.pdf

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FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

SPECIAL CONTRACT REQUIREMENTS

Project MD NP CHOH 235(2), 242(1), etc.

Chesapeake and Ohio Canal National Historical Park

Carderock, McCoys Ferry, and Four Lock Tunnel Repairs

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 101. ― TERMS, FORMAT, AND DEFINITIONS

101.03(a). Add the following:

DBH ― Diameter at Breast Height

ESC ― Erosion and Sediment Control

MDE ― Maryland Department of the Environment

MdSHA ― Maryland State Highway Administration

NPS ― National Park Service

SWM ― Stormwater Management

WW ― Wetland and Waterway

101.04. Delete the definitions for "Contract Time", "Drawing", "Notice to Proceed", "Substantial Completion", and "Work", and substitute the following:

Contract Time ― The specified time allowed for the completion of the contract work. It may be a set date or number of days from the Notice to Proceed.

Drawings ― Documentation prepared by or for the Contractor consisting of drawings, diagrams, illustrations, schedules, and other data which show the scope, extent, and character of the work.

Notice to Proceed ― Written notice to the Contractor that establishes the starting date for performance of the contract.

Substantial Completion ― The point at which the project is complete such that it can be safely and effectively used by the public without further delays, disruption, or other impediments. For conventional bridge and highway work, the point at which bridge deck, parapet, pavement structure, shoulder, drainage, sidewalk, major demolition, roadway obliteration, permanent signing and markings, traffic barrier, safety appurtenance, utility, and lighting work is complete.

The point at which liquidated damages, if any, stop being charged.

Work ― The entire completed construction or various separately identifiable parts required to be performed or furnished under the contract. Work includes and is the result of performing or furnishing design professional services and construction required by the contract.

101.04. Add the following:

Completion Date ― The date set at the Notice to Proceed by which all contract work is to be complete.

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Final Acceptance ― The point at which the Government formally accepts the work and relieves the Contractor of further responsibility for the maintenance of the project. This does not include warranties, which remain in effect until they expire. See FAR Clause 52.246-21 Warranty of Construction.

Final Completion ― The point at which all work and tests are complete, and all test results have been received. For typical projects, the point at which all punch-list items are acceptably completed, and all turf is established. A request for final acceptance of the work cannot be made by the Contractor until this point is reached.

MdSHA Spec Book ― Maryland State Highway Administration Standard Specifications for Construction and Materials, current edition, which can be found at https://www.roads.maryland.gov/mdotsha/pages/sscm.aspx?PageId=853.

Partial Acceptance ― The point on a project where a segment of the work is completed and, at the Government's option, it takes possession for its use. The CO may relieve the Contractor of further responsibility for maintaining partially accepted work.

Period of Performance ― The time from award of the contract to final acceptance of all contract work by the Government.

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

Comply with legal load restrictions while hauling material and equipment on public roads and bridges to and from the project. Regardless of the legal or posted load limit, control loads to prevent damage to existing and new infrastructure within the project limits.

Obtain necessary oversize or overweight vehicle permits and escorts for moving oversized or overweight loads. Provide a copy of the permits and associated loading calculations for roads and bridges within the project limits. A special permit does not relieve the Contractor of liability for damage resulting from moving or using material or equipment to or within the job site.

Unless otherwise permitted, do not operate equipment or vehicles that exceed the legal load limits over new or existing structures, or pavements within the project. Ensure loads do not damage subgrade or utilities.

Replace or restore infrastructure damaged during operations to original condition.

https://www.roads.maryland.gov/mdotsha/pages/sscm.aspx?PageId=853

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Add the following after Subsection 104.05:

104.06 Construction Loading of Structures. Protect new and existing structures within the project limits from construction loads. The maximum load allowed on the C&O Canal Towpath is generally 15 tons.

Construction loads include, but are not limited to, the weight of cranes, trucks, paving equipment, other heavy construction, or material delivery equipment, as well as the delivery or storage of materials placed on or adjacent to the structure or parts thereof during the various stages (phases) of the work.

If construction loads exceeding 15 tons are planned to be located on or adjacent to a structure to be protected within the towpath, determine the anticipated construction load, the construction loading capacity of the structure, and the effects the construction load will have on the structure.

Consider the sequencing of the work, including construction phasing.

If the loading capacity of the structure is not provided, determine the appropriate loading capacity information.

Submit drawings and calculations for approval according to Subsection 104.03(a)(1) that bear the seal and signature of a professional engineer who is proficient in the applicable design field before starting work.

Section 106. — ACCEPTANCE OF WORK

106.01. Delete the ninth and tenth paragraphs, and substitute the following:

The Government may inspect, sample, or test any work, including verification sampling and testing, at any time before final acceptance. If the Government tests work, copies of test reports will be furnished to the Contractor upon request. Government tests may or may not be performed at the work site.

If Contractor testing and inspection is verified by the Government, including statistical verification, the Government may elect to use the Contractor's results to evaluate work for acceptance.

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. Use QL-PAY to determine quality levels and pay factors.

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Section 107. — LEGAL RELATIONS

AND RESPONSIBILITY TO THE PUBLIC

107.02. Add the following to the third paragraph:

Document the existing condition of the tunnels, adjacent historic structures, walls, roads, staging areas, temporary access roads, and temporary crossings by taking digital photos before starting work and provide copies to the CO.

Do not stage materials, or park vehicles or equipment in areas that are not mowed regularly throughout the growing season unless approved by the CO.

Install and maintain temporary plastic fence with steel posts around the perimeter of the root protection areas according to Subsection 619.06. The root protection area is defined as an area equal to 10 feet outside the dripline.

Do not perform construction activities within the root protection area without the CO's approval.

Do not store or locate construction materials, vehicles, staging areas, topsoil, disposal areas, or trailers within the root protection area.

Carefully supervise excavation, grading, backfilling, and other construction operations near trees and plants to prevent damage.

107.02. Add the following to the fourth paragraph:

Notify the CO 14 days in advance of entering the Four Locks drainage ditch and picnic areas, which are archaeologically sensitive.

107.11. Add the following:

When driving on the C&O Canal Towpath, comply with the most recent version of the NPS C&O Canal NHP Safety Officer Memo for Towpath Driving found at https://candocanal.org/safety/ and provided as Government Furnished Information (GFI).

Notable items are highlighted below:

(a) The maximum speed for any vehicle on the towpath is 15 miles per hour. This is under ideal conditions when the towpath is dry, there are no visitors in the area, and there is clear visibility on both sides of the towpath for at least 200 feet in front of the vehicle. If any of these conditions do not exist, SLOW DOWN.

(b) When possible, avoid driving on the towpath when snow covered, icy, or muddy. Repair damage to the towpath caused by the Contractor at no additional cost to the Government.

(c) Wear seat belts all times.

(d) Yield to all visitors on the towpath.

https://candocanal.org/safety/

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(e) If a visitor is approaching a construction vehicle, pull over and come to a full stop until the visitor is completely clear of the construction vehicle.

(f) If a construction vehicle is approaching a visitor traveling in the same direction, use a slight tap of the horn to notify the visitor of the construction vehicle’s presence. Wait for the visitor to step off the towpath and proceed at a very slow speed.

(g) If a construction vehicle must park on the towpath, pull over as far as possible. Fold in the vehicle’s mirrors and keep doors shut except to exist and enter vehicle.

(h) This project area has limited communication capabilities. Provide alternate means to communicate between vehicles if no cell phone coverage exists.

Section 108. — PROSECUTION AND PROGRESS

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

A preconstruction conference will be held after the contract is awarded and at least 7 days before beginning work. Coordinate with the CO to ensure that the MDE Permit Inspector is invited to the preconstruction conference:

108.01. Add the following:

Construction operations are limited as follows:

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

(b) No cutting of trees 3 inches and larger DBH will be permitted from April 1 through September 30.

(c) No in-water work will be permitted from March 1 through June 15.

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.

Complete all construction activities at the Four Locks Tunnel and McCoys Ferry Tunnel sites no later than May 21, 2026.

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

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155. If a time extension is requested for unusually severe weather, submit a time impact 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(a). Add the following:

Full or partial progress payment will be withheld until the SWPPP is brought into compliance and approved by the CO.

109.08(b). Add the following:

Submit invoices by the 7th day after the closing date. Invoices received after 3:00 p.m.

Eastern Time will be marked as received the next business day. 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:

Submit invoices electronically to EFLConstructionInvoices@dot.gov with email copy to the CO and the project engineer.

Section 152. — CONSTRUCTION SURVEY AND STAKING

152.04(b). Add the following:

When GPS and RTS are used, submit a quality control plan which includes how control will be established and maintained.

mailto:EFLConstructionInvoices@dot.gov

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152.04. Delete the last sentence of the eighth paragraph and substitute the following:

Reestablish any missing initial reference lines, control points, and stakes set by the Government.

152.05. Delete the text of Subsections (h), (i), (j), and (k); they are not required.

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 and if approved by the CO.

154.03. Add the following:

Provide the Government’s portion of the sample or split sample in an acceptable container suitable for shipment to the CO. The CO will sign and seal the sample with specialty chain-of-custody security tape. Ship the security-sealed sample to the EFLHD Central Laboratory at the following address within 24 hours of receiving the sample from the CO:

Federal Highway Administration Eastern Federal Lands Highway Division 1827 Jack Delozier Drive Sevierville, Tennessee 37876

ATTN: MATERIALS LABORATORY

For the split sample of asphalt concrete pavement material, provide boxes that are coated with silicone-coated paper throughout the interior. As an alternative, provide 5-gallon metal buckets with lids.

154.05. Add the following:

For items accepted under Subsection 106.05, use the QL-PAY software program to determine pay factors and report pay factors determined by QL-PAY. 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. See Subsection 106.01 for conditions upon which the Government may use the Contractor’s test results.

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

J-9 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.

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.

At the option of the Contractor, provide the necessary instrumentation to support weather-related impacts to the project if using the nearest weather station is impractical. If onsite weather instrumentation is not provided, use the nearest weather station.

Provide a weekly summary of the weather data gathered to the CO.

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.

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(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 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.

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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 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:

Use single lane closures on Carderock Road according to Section 635 and as shown in the plans.

Close Ankeney Lane and McCoys Ferry Road to traffic during construction as approved by the CO. Open the roadways within 24 hours after completion of work or as directed by the CO.

Submit request to the CO for approval at least 30 days before any planned closure.

Do not close public access to Four Locks Tunnel and McCoys Ferry Tunnel concurrently.

156.05(f). Add the following:

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

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156.07(d). Add the following:

Monitor the NOAA weather forecast for flooding of the Potomac River. If flooding is forecasted, remove and relocate stockpile material from staging areas to a location outside the 100-year floodplain as approved by the CO.

Upon completion of all work, restore staging areas and temporary access roads and temporary crossings to their original condition as directed by the CO and it no additional cost to the Government.

156.08. Add the following:

Nighttime operations are permitted upon approval by the CO. Submit request to the CO for approval at least 7 days before any planned nighttime operations.

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 157. — SOIL EROSION AND SEDIMENT CONTROL

157.01. Add the following:

This work includes updating and maintaining a SWPPP.

157.04. Add the following:

This project is covered under the MDE # 25-SF-0019, 25-SF-0006, 25-SF-0020, and MDE #24- NT-3145, 24-NT-3146, 24NT-3144 permits.

Update the Government-provided draft SWPPP in accordance with the EPA and State requirements using the information provided in the plans, specifications, and permits obtained for the project. Submit an electronic copy of the SWPPP to the CO at least 7 days before the preconstruction conference in accordance with Subsection 104.03 for approval.

Once the Four Locks SWPPP is approved, submit a Notice of Intent (NOI) to the MDE as a co-applicant of the FHWA. Provide a copy of the NOI and evidence of its submission.

Update the SWPPP constantly throughout the project as work is performed and when changes are made to the project. Maintain a copy of the current SWPPP on-site at all times.

Post a notice of the project and SWPPP near the main entrance of the construction site.

Upon completion of construction, submit a Notice of Termination (NOT) to the MDE. Provide a

J-13 copy of the NOT and evidence of its submission. Contact the MDE for an extension if the project is not completed within the six-month period.

157.16. Add the following:

The SWPPP will be evaluated under Subsection 106.02. The SWPPP will be jointly reviewed for accuracy and completeness by the CO and the Contractor before the submission of each monthly invoice. If the review finds that the SWPPP is not in compliance, payment of the Contractor’s invoice will be withheld until the SWPPP is brought up to date as outlined in Subsection 109.08(a).

157.18. Add the following:

Progress payments for updating and maintaining a SWPPP will be paid as follows:

• 25 percent of the pay item amount will be paid upon acceptance of the SWPPP.

• An additional 50 percent of the pay item amount will be prorated based on total work complete.

• The remaining portion of the pay item amount will be paid upon submittal of the NOT copy and evidence of its submission to the CO.

Section 202. — ADDITIONAL CLEARING AND GRUBBING

202.03. Add the following:

Flag all trees larger than 3" DBH that need removal for the CO’s approval. Cut trees within the selective clearing limits shown on Carderock and McCoys Tunnels plans and apply herbicide to stumps. Do not remove, injure, or destroy trees or other plants without the CO’s approval. Cut trees within the clearing and grubbing limits shown on plans at Four Locks Tunnel.

Perform tree cutting, trimming, and removal under the supervision of an arborist certified by the International Society of Arboriculture (ISA). Provide the Certified Arborist’s ISA Certification ID number. Submit a copy of work order or work plan, describing work to be executed in accordance with ANSI A300 and Best Management Practices to the CO for approval. Once approved, the Certified Arborist will determine if a given injury warrants repair or replacement by the Contractor.

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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 when working within 2 feet of any stone masonry;

(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.

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 207. — EARTHWORK GEOSYNTHETICS

207.09. Add the following:

Do not measure geotextile required for riprap for payment.

Do not measure geotextile used for constructing and maintaining diversions for payment.

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Section 208. — STRUCTURE EXCAVATION AND BACKFILL FOR SELECTED

MAJOR STRUCTURES

208.07 Add the following:

Install Sediment dike, filter bag, stream diversion pump, sump pits, and hoses for dewatering operation according to Section 157. Sediment dike, filter bag, sump pits, and hoses location to be approved by the CO.

208.11 Add the following:

Sediment dike, filter bag, stream diversion pump, sump pits, and hoses will be evaluated under Section 157.

208.13. Add the following:

Measurement of dewatering includes sediment dike, filter bag, stream diversion pump, sump pits, and hoses required to dewater for ditch excavation and pipe culvert installation.

Delete Section 403 and substitute the following:

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).

Construction Requirements

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

Submit a state department of transportation JMF approved within the past 12 months for approval at least 30 days before production that meets the current state department of transportation requirements for the location and asphalt concrete pavement being constructed.

For each proposed JMF, submit a production certification conforming to state department of transportation specifications. 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 state department of transportation specifications. Submit the maximum specific gravity (density) of the mix as determined by

AASHTO T 209.

Submit a representative 100-pound loose mix sample 21 days before placement.

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

403.04 Equipment. See Subsection 401.05.

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 AASHTO R 35, Appendix X.2. 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.

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.

In areas where mechanical spreading and finishing is impractical, place and finish the asphalt concrete mix by other approved methods to produce a uniform finished surface.

Offset the longitudinal joint according to Subsection 401.13.

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

Monitor the compaction process with nuclear density gauges calibrate according to ASTM D2950 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.

Do not pass rollers over an unprotected edge of freshly laid asphalt concrete mix. Continue rolling until roller marks are eliminated, cracks are sealed, and the required density is obtained.

For HMA, do not roll the mix after the surface cools below 175 °F.

Compact asphalt in static mode while working in close proximity of Carderock , Four Locks, and McCoys Ferry Tunnels.

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

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403.11 Pavement Straightedge Measurement. Measure the pavement surface using a 10-foot 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 inch measured between two contacts of the straightedge or deviations in excess of ¼ inch measured at the end of the straightedge.

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

403.12 Acceptance. See Table 403-1 for sampling, testing, and acceptance requirements. If no asphalt concrete type is designated, evaluate according to Type I in Table 403-1.

Asphalt binder will be evaluated under Subsection 106.03.

Asphalt concrete mix properties will be evaluated under Subsections 106.03 and 106.04.

Construction of asphalt concrete pavement 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.

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Table 403-1 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

Measured and tested for conformance (106.04)

Density (1)

AASHTO

T 166

1 per

700 tons

In-place after compacting

Yes 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 the 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

In-place after compacting

Asphalt concrete, Type II

Measured and tested for conformance (106.04)

" " 3 per 700 tons

In-place after compacting

(1) For asphalt concrete Type I, cut two 6-inch 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 or vacuum dry it according to ASTM D7227 before performing the core density and measuring the thickness. Use 62.245 pounds per cubic foot to convert specific gravity to density.

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Section 412. — ASPHALT TACK COAT

412.06. Delete the second paragraph and substitute the following:

Apply the asphalt tack coat according to Subsection 407.09 and at a rate indicated in Table 412-1.

Provide the CO with the target residual and bar application rates within the range specified in Table 412-1. Control the rate of application within plus or minus 0.01 gallons per square yard of the target application rate and within the allowable range. Provide the CO with the specific gravity of the bituminous material corrected for spray temperature.

Set spray bar height to ensure uniform coverage and at least a double overlap, but not to exceed triple overlap coverage. Set nozzle angle settings between 15 to 30 degrees from the center of the spray bar axis. Use the same size nozzles, all set at the same angle, open, and functioning properly.

Table 412-1 Asphalt Tack Coat Application Rate(1)

Pavement Type Residual Rate(2)

Bar Rate PG Binder(3)

Bar Rate Undiluted Emulsion(4)

Bar Rate Diluted Emulsion(5)

(1:1 Ratio) New Asphalt Concrete Pavement 0.020 - 0.045 0.025 - 0.045 0.030 - 0.065 0.060 - 0.130

Existing Asphalt Concrete Pavement 0.040 - 0.070 0.040 - 0.060 0.060 - 0.105 0.120 - 0.210

Milled Asphalt Concrete Pavement 0.040 - 0.080 0.040 - 0.080 0.060 - 0.120 0.120 - 0.240

Portland Cement Concrete Pavement 0.030 - 0.050 0.030 - 0.050 0.045 - 0.075 0.090 - 0.150

(1) Application rates are in gallons/yd2.

(2) Residual asphalt: the remaining asphalt after an emulsion has completely cured or set.

(3) Maintain a PG binder application rate of 1.0 times the target residual tack coat rate.

(4) Maintain an undiluted application rate of 1.5 times the target residual tack coat rate.

(5) Maintain a diluted application rate of 3.0 times the target residual tack coat rate.

412.07. Delete the Subsection and substitute the following:

412.07 Acceptance. See Table 412-2 for sampling, testing, and acceptance requirements.

Emulsified asphalt properties 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.

Test distributor for residual application rate and frequency in accordance with Table 412-2, ASTM D2995, Option A, and the following:

(a) Record the tare weight of the nonwoven geotextile materials;

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(b) Place the nonwoven geotextile on the road surface;

(c) Apply the tack coat over the nonwoven geotextile;

(d) Immediately record the weight of the nonwoven geotextile with tack coat;

(e) Record the temperature of the tack coat;

(f) Subtract the tare weight of the nonwoven geotextile to determine the weight of tack coat;

(g) Convert the weight of tack coat to application rate according to ASTM D2995, Section 8, Calculation (Transverse Application Rate);

(h) Correct the calculated application rate using temperature correction multiplier shown in the Asphalt Institute, A Basic Asphalt Emulsion Manual, Table B-1; and

(i) Determine the tack coat residual application rate using the residual percentages shown in ASTM D2995, Table 1.

412.08. Add the following to the second paragraph:

Material quantities placed in excess of the application rates indicated in Table 412-1 will not be measured for payment.

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Table 412-2

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Remarks

Production Emulsified asphalt or asphalt binder

Measured and tested for conformance

(106.04)

Quality − ASTM D2995, Option A

1 at start of work

1 per

2500 linear feet

Behind distributor before material “breaks” and before paving

No Upon completion of measurement

Completed by Contractor and observed by Government

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Section 552. — STRUCTURAL CONCRETE

552.01. Add the following:

This work includes replacing expansion joints.

552.03. Add the following:

Use sealant that is compatible with the surface to which it is applied. Do not use acid-cure sealants on Portland cement concrete. Use low modulus silicone sealant Type D for bridge expansion joints.

552.03. Delete Table 552-1 and substitute the following:

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Table 552-1 Composition of Concrete

Class of

Concrete

Minimum Compressive

Strength @ 28 Days, f’c (psi)

Range of Total

Cementitious Content, (pounds per cubic yard)

Granulated

Ground Blast Furnace Slag, Grade 100 or 120, % of Total

Cementitious Material

Range of Fly Ash, Class F, % of Total

Cementitious Material

Maximum or

Water/

Cementitious

Ratio

Slump or Flow (Tolerance from

Target), AASHTO T 119 or ASTM

C1161 for Flow(4), (inches)

Shrinkage Reducing

Admixture, (gallons per cubic yard)

Coarse Aggregate Size Number

AASHTO M 43 (1) (5)

A 4500 – – – 0.45 ± 1.5 – 67, 68, 7, 78, 8, 89

A(AE) 4500 517 - 658 40 - 50 20 - 30 0.45 ± 1.0 1.5 - 2.0 5, 56, 57

C 4500 – – – 0.45 ± 1.0 – 7, 78

C(AE) 4500 – – – 0.45 ± 1.0 – 7, 78

D(AE) (2) 5000 517 - 658 40 - 50 20 - 30 0.40 ± 1.0 1.5 - 2.0 5, 56, 57

LWT-D(AE) (2)

(Lightweight) 5000 517 - 658 30 - 50 20 - 30 0.38 - 0.44 ± 1.0 1.5 See Note (6)

P (Prestressed) (3) See plans – 50 20 - 30 0.40 ± 1.0 1.5 - 2.0 6, 7, 67, 68, 78 P(AE) (3) See plans – 50 20 - 30 0.40 ± 1.0 1.5 - 2.0 6, 7, 67, 68, 78 S (Seal) See plans – – – 0.54 ± 1.5 – 5, 56, 57

(1) Meet the processing requirements of AASHTO M 43, Table 1 – Standard Sizes of Processed Aggregate.

(2) The maximum water-soluble chloride ion (Cl-) content is 0.15 percent by mass of cement. Determine the water-soluble chloride ion content of concrete made with mix ingredients at an age between 28 and 48 days according to ASTM C1218. Submit test results with the concrete mix design for approval.

(3) The maximum water-soluble chloride ion (Cl-) content is 0.06 percent by mass of cement. Determine the water-soluble chloride ion content of concrete made with mix ingredients at an age between 28 and 48 days according to ASTM C1218. Submit test results with the concrete mix design for approval.

(4) Measure the spread 4 to 5 minutes after the concrete is discharged from the mixer. Measure slump flow in accordance with ASTM C1161.

(5) Submit alternative aggregate sizes to the CO for approval.

(6) Meet the requirements of AASHTO M 195.

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552.04. Delete the second sentence and substitute the following:

Do not use cementitious material containing evidence of moisture contamination.

552.09(b)(3). Add the following:

Provide for compressive strength testing of the concrete cylinders by an independent laboratory, qualified to perform the testing, and as approved by the CO.

552.13. Add the following:

(a) Silicone joint sealant. Install the joint according to the manufacturer’s recommendations and as shown in the plans. Submit color samples to the CO for approval. Prepare the joint by removing and disposing existing joint material according to Section 203. Clean the joint by abrasive blast cleaning followed by brushing, oil-free compressed air, or a combination of both, so that it is free from dust, oil, grease, and other foreign materials.

552.19. Delete the Subsection and substitute the following:

552.19. Concrete Repair. Repair concrete according to Section 572.

552.20. Add the following:

Material for replacing expansion joints will be evaluated under Subsections 106.02 and 106.03.

Replacing expansion joints will be evaluated under Subsections 106.02 and 106.04.

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

J-25 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. Add the following:

Do not measure reinforcing steel required for concrete repairs for payment.

Add the following after Section 569:

Section 572. — CONCRETE REPAIR

Description

572.01 This work consists of repairing concrete in bridges, culverts, and other structures. This work also includes crack sealing by the gravity method.

572.02 Conform to the following Section and Subsections:

Coarse aggregate for concrete 703.02 Color coating 725.15 Concrete curing material and admixtures 711 Epoxy resin adhesives 725.18 Fine aggregate for concrete 703.01 Galvanic anodes 725.19 High molecular weight methacrylate 725.20 Hydraulic cement 701.01 Non-shrink grout 725.13(b) Packaged repair mortar 701.03(b) Paint for concrete structure 719.05 Polyester resin binder 725.21 Pozzolans 725.04 Reinforcing steel 709.01 Sealants, fillers, and seals 712.01 Water 725.01(a)

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Construction Requirements

572.03 Composition. Provide repair materials for the different classes of repairs that conform to the following:

(a) Hydraulic cement concrete. Submit written concrete mix designs for approval at least 30 days before production. Include the items listed in Subsection 601.03 in each mix design submittal. Do not start production until the mix design is approved. Provide a concrete mixture that conforms to the requirements shown in Table 572-1 or 572-2.

Table 572-1 Composition of Repair and High Early Strength (HES) Concrete

Class of Concrete(1)

Early Age 48-Hour Design

Compressive Strength, AASHTO

T 22 pounds per square inch

28-Day Design Compressive

Strength, AASHTO T 22 pounds per square inch

Plastic Air

Content, percent minimum(2)

Maximum Water/

Cementitious Material Ratio(4)

Slump, inches(3)

Nominal Maximum

Size Aggregate, AASHTO

M 40

Repair 2000 4500 5.0 0.45 ±1 from provided target #67 or #78

HES 3000 5000 5.0 0.40 ±1 from provided target #67 or #78

(1) Conform to ASTM C1157 for portland cement in concrete.

(2) Measure plastic air content according AASHTO T 152 Method B. Maximum plastic air content is 9 percent.

(3) Conform to the supplier provided target slump. Maximum slump is 8 inches if approved mix design includes a high range water reducer.

(4) If supplementary cementitious materials are used, conform to Table 552-2 limits.

Table 572-2 Composition of Very High Early Strength (VHES) Concrete

Class of Concrete(1)

Early Age 4- Hour Design Compressive

Strength, AASHTO T 22 pounds per square inch

28-Day Design Compressive

Strength, AASHTO T 22 pounds per square inch

Freeze Thaw

Resistance

ASTM 666

Method A

(minimum)

Maximum Water/

Cementi-tious

Material Ratio

Slump, inches(3)

Nominal Maximum

Size Aggregate, AASHTO

M 40

VHES 3000 5000 RDME(2) >

96% 0.42

±1 from provided target #67 or #78

(1) Conform to ASTM C1600 Class URH or Class VRH for hydraulic cement in concrete.

(2) Relative dynamic modulus of elasticity (RDME) measured according to ASTM C666.

(3) Conform to the supplier provided target slump.

Submit concrete mix designs on Form FHWA 1606, Minor Portland Cement Concrete Mix Design for hydraulic cement concrete mixtures supplied by a ready-mix truck or a volumetric mixer.

For hydraulic concrete mixtures using prepackaged bags, submit the manufacturer’s product data sheet, mixing requirements, and placement methods. When using prepackaged bag

J-27 mixtures for HES classes of concrete, provide mixes able to generate a stable air void system with a minimum air content shown in Table 572-1. Demonstrate that the prepackaged bag mixture conforms to the requirements of the class of concrete submitted for the items of work. Complete a trial batch to demonstrate conformance with entrained air requirement with mixing methods and type of equipment that will be used for the work.

(b) Polymer resin concrete. Provide an organic polymer resin concrete mixture consisting of organic polymer and aggregates, including an epoxy resin adhesive or polyester resin binder.

Submit the manufacturer’s product data sheet, mixing requirements, and placement methods.

Conform to the requirements shown in Table 572-3.

Table 572-3 Composition of Polymer Resin Concrete

Class of Concrete

6-Hour Compressive

Strength, AASHTO T 22 pounds per square inch

24-Hour Compressive

Strength, AAASHTO T 22 pounds per square inch

Thermal Compatibility

ASTM C884

ASTM C1202

Rapid Chloride Permeability, Coulombs

Nominal Maximum Size

Aggregate

AASHTO M 40

Polymer resin concrete 1000 3500 Pass <100 #67, #78, or #8

(c) Hydraulic cement repair mortar. Provide a mortar that conforms to the requirements of ASTM C882 R1, R2, or R3 as modified in Table 572-4.

Table 572-4

Hydraulic Cement Repair Mortar

Class of Mortar(1)

24-Hour Compressive

Strength, ASTM C109 pounds per square inch

7-Day Compressive Strength, ASTM C109 pounds per square inch

Freeze Thaw Resistance, ASTM C666

Method A

(minimum)

Maximum Drying Shrinkage, ASTM C157, (modified by ASTM

C882) 28-Day Horizontal 2000 4500 RDME(2) > 95% 0.06%

Vertical & overhead 3000 5000 RDME(2) > 95% 0.07%

(1) Conform to ASTM C1157 or ASTM C1600 hydraulic cement in repair mortar.

(2) Relative dynamic modulus of elasticity (RDME) as measured according to ASTM C666.

Submit the manufacturer’s product data sheet, mixing requirements, and placement methods.

(d) Polymer resin mortar. Provide an organic polymer binder mortar mixture consisting of organic polymer and fine aggregates, including an epoxy resin adhesive or polyester resin binder. Submit the manufacturer’s product data sheet, mixing requirements, and placement methods for the polymer mortar. Conform to the requirements shown in Table 572-5.

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Table 572-5 Composition of Polymer Resin Mortar

Class of Mortar

8-Hour Compressive

Strength, ASTM C109, pounds per square inch

24-Hour Compressive

Strength, ASTM C109, pounds per square inch

Thermal Compatibility, ASTM C884

Polymer resin mortar 3000 7000 Pass

(e) Crack sealing (gravity feed method). Provide low viscosity epoxy resin adhesive or low viscosity high molecular weight methacrylate (HMWM), for crack sealing by the gravity feed method. Conform to AASHTO M 235, Type I, Class C performance requirements for epoxy resin adhesive. For low viscosity HMWM conform to requirements shown in Table 572-6.

Table 572-6

Performance Requirements of High Molecular Weight Methacrylate for Gravity Feed Crack Sealing

Maximum Viscosity, ASTM

D1084, centipoises

Minimum 7-Day Tensile Strength, ASTM D638, pounds per square inch

Minimum 7-Day Compressive

Strength, ASTM D638, pounds per square inch

Minimum Elongation at

Break, ASTM D638, percent 25 7000 12,000 4.0

572.04 Concrete Repair Mapping and Repair Type Categorization. Verify each concrete repair shown in the plans. Sound concrete or use other approved methods to verify that concrete adjacent to the designated repair area is not defective. Determine the extent of the additional unsound concrete around designated repair area. Mark boundaries and document extent of repair area. Determine length of cracks that are designated in the plans for sealing. Determine if the cracks have extended in length. Mark length and document.

Verify that shallow repairs shown in the plans have not deteriorated into a deep repair by sounding with a hammer or other approved methods. Categorize type of repair as follows:

(a) Shallow repairs. Repairs that do not extend to the depth of the reinforcing steel.

(b) Deep repairs. Repairs in which reinforcing steel is exposed and will require removal of concrete under the reinforcing steel.

Submit results of findings for concrete repair mapping and repair types to the CO. Do not start preparation for additional concrete repair areas or cracks lengths discovered during mapping until approved. Repair areas, repair types, and cracks with no changes from plans may be prepared for the selected concrete repair material according to Subsection 572.06.

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572.05 Quality Control Plan for Concrete Repair. Submit a QCP according to Section 153.

Include the following:

(a) Concrete repair material for each repair area;

(b) Substrate preparation work required for the repair material;

(c) Concrete repair conditioning requirements of repair area. List hold points for CO to inspect repair area before placing repair material;

(d) Testing and sampling plan;

(e) Repair material placement methods for each type of repair;

(f) Curing method for each type of repair;

(g) Method to protect concrete repairs during adverse weather conditions during repair material curing period; and

(h) Method to protect the concrete and historic stone masonry adjacent to the repair.

572.06 Concrete Repair.