STATE OF LOUISIANA

DEPARTMENT OF TRANSPORTATION AND

DEVELOPMENT

CONSTRUCTION PROPOSAL

FOR

DOTD

LOUISIANA DEPARTMENT OF

TRANSPORTATION & DEVELOPMENT

TATE OF LOUISIAN

TRENTON T. MAYEUX

License No. 47694

PROFESSIONAL

ENGINEER

ENGINEERING

10/0/2026

STATE PROJECT NO. 4400036101

IDIQ CONCRETE PATCHING IN DISTRICT 08

NATICHOTCHES, AVOYELLES, GRANT, RAPIDES,

SABINE, VERNON AND WINN PARISHES

CONFERENCE NOTICE TO CONTRACTORS

PRE-BID CONFERENCE (OPTIONAL ATTENDANCE)

An optional pre-bid conference for this project for all prospective bidders will be held at

District 08 HQ located at P.E.; 3300 S. MacArthur Dr., Alexandria, LA 71301 on Monday, October 12, 2026 at 9 A.M. Contact the Project Engineer for Site Visit Information.

A-1 10/1/2026 4:12 PM

STATE PROJECT NO. 4400036101

TABLE OF CONTENTS

B-1

Page No.

Title Sheet A-1

Table of Contents B-1

Notice to Contractors C-1 thru C-3

Special Provisions D-1 thru D-104

Construction Proposal Information:

Bid Bond E-1

Schedule of Items F-1 thru F-8

Construction Proposal Signature and Execution Form G-1 thru G-2

NOTICE TO CONTRACTORS (01/26)

C-1

Electronic bids and electronic bid bonds for the following project will be downloaded by the

Louisiana Department of Transportation and Development (LA DOTD) on Wednesday, October

28, 2026. Paper bids and paper bid bonds will not be accepted. Electronic bids and electronic bid bonds must be submitted through www.bidx.com prior to the electronic bidding deadline.

Beginning at 10:00 a.m., all bids will be downloaded and posted online at http://wwwapps.dotd.la.gov/engineering/lettings/. No bids are accepted after 10:00 a.m. The electronic bid download process is held in LA DOTD Headquarters Building, 1201 Capitol Access

Road in Baton Rouge, LA, Room 113 B, and is open to the public. Visitors must check-in with the security desk in the first floor lobby.

DESCRIPTION: IDIQ CONCRETE PATCHING IN DISTRICT 08

NHS AND Non-NHS Routes

ROUTES: DISTRICT WIDE

PARISHES: NATICHOTCHES, AVOYELLES, GRANT, RAPIDES, SABINE, VERNON

AND WINN

TYPE: PATCHING OF JOINTED CONCRETE PAVEMENT AND RELATED WORK.

ESTIMATED COST RANGE: $250,000.00 - $500,000.00

The estimated cost range is for informational purposes only and may be subject to change. The bid prices received from bidders will be evaluated based on the actual estimate value, which will be published at bid opening, for award determination.

PROJECT ENGINEER: Charlie Franklin, P.E.; 3300 S. MacArthur Dr., Alexandria, LA

71301; 318-561-5186

PROJECT MANAGER: Trenton Mayeux, P.E.; 225-379-1305

Bids must be prepared and submitted in accordance with Section 102 of the 2026 Louisiana

Standard Specifications for Roads and Bridges as amended by the project specifications, and must include all information required by the proposal.

CONFERENCE NOTICE TO CONTRACTORS

PRE-BID CONFERENCE (OPTIONAL ATTENDANCE)

An optional pre-bid conference for this project for all prospective bidders will be held at

District 08 HQ located at P.E.; 3300 S. MacArthur Dr.,Alexandria, LA 71301 on Monday, October 12, 2026 at 9 A.M. Contact the Project Engineer for Site Visit Information.

SPECIAL NOTICE TO CONTRACTORS: The Estimated Cost Range provided refers only to the range in which the Maximum Contract Value falls. It does not represent the Minimum

Guarantee of the contract. This contract will not include a Minimum Guarantee.

C-2

SPECIAL NOTICE TO CONTRACTORS: Bidders are required to certify their intent to comply with Section 102.14 of the 2026 Louisiana Standard Specifications for Roads and

Bridges.

PROJECT CLASSIFICATION

Bids shall be accepted from Contractors who are licensed under LA R.S. 37:2150-2165 for the classification of Highway, Street, and Bridge Construction, or Driveways Parking Areas, Asphalt and Concrete.

ONLINE BIDDER REGISTRATION IS FOR ALL PROSPECTIVE BIDDERS AND FOR

OTHERS INTERESTED IN INFORMATION ONLY. Prior to the electronic bid submission deadline, ONLINE BIDDER REGISTRATION for each project bid is REQUIRED. Online Bidder

Registration may be accessed via the Internet at wwwsp.dotd.la.gov. Select the following options:

DOING BUSINESS, then Construction Serivces, then Bidder Registration.

When completed, a registration confirmation notice will be displayed and may be printed by the bidder. When approved for bidding, the bidder’s name will be placed on the “List of Prospective

Bidders” located on the LA DOTD Internet website. It is the bidder’s responsibility to review the “List of Prospective Bidders” to ensure approval to bid. If a bidder does not register for a project, the bid will not be accepted by LA DOTD. As per 102.4 e) of the 2026 edition of the

Louisiana Standard Specifications for Roads and Bridges, no bidders will be approved for bid registration within 24 hours before the bid opening. All bidders must register to bid before that deadline. If further information is required, please contact Mr. Alfonzo Simon, email:

Alfonzo.Simon@la.gov, (225) 379-1111, fax : (225) 379-1857.

Plans and bid proposals are available in electronic format ONLY. All Plans, Proposals, Addenda, Amendments, Letters of Clarification, and Withdrawal Notices will be posted online. Paper notices will not be distributed.

Construction bid proposals (includes specifications) and plans may be accessed via the Internet at wwwsp.dotd.la.gov. To receive update notifications on specific projects, ONLINE BIDDER

REGISTRATION is required. From the LA DOTD home page, select the following options:

DOING BUSINESS, then Construction Services, then Construction Letting Info. Once the

Construction Letting Information page appears, find the Notice to Contractors box. From the drop down menu, select the appropriate letting date and press the “Go To” button to open the page, which provides a listing of all projects to be let and a Construction Proposal Documents link for each project. All project specific notices are found here. It will be the responsibility of the bidder to check for updates. Additionally, plans and specifications may be seen at the Project Engineer's office. Upon request, the Project Engineer will show the project site.

C-3

All questions concerning the plans shall be submitted via the Electronic Plans Distribution

Center known as Falcon. All submitted questions will be forwarded by email to the Project

Manager and the Project Engineer. Questions submitted within a period of 96 hours prior to the advertised time for the opening of bids, excluding Saturdays, Sundays, and any other legal holidays, may not be answered prior to bidding. Falcon may be accessed via the Internet at wwwsp.dotd.la.gov. From the home page, select DOING BUSINESS, then Construction

Services, then select Construction Letting Info. On the Construction Letting Information page, select the link, DOTD Plans Room (Falcon); Login to Falcon (or request an ID if a first-time user). Once logged in, you will have access to view Project Information, submit a question concerning the project, and view the plans. To avoid any suggestion that a potential bidder is using the Falcon system to communicate with other potential bidders, DOTD will not post any question or any statement of fact or opinion not made for the purpose of seeking clarification of plans and/or project specifications. Any non-questions posted on falcon will be limited to the statement of an issue considered unresolved by a previous DOTD response.

Bidders assume the responsibility for accessing the Apparent Bid Results and final Bid Results on the Construction Letting Information web page located at http://wwwapps.dotd.la.gov/engineering/lettings/ to confirm whether they are the apparent low bidder for any given project and the specific due date of Form CS-6AAA for SBE Goal Projects.

Apparent Low Bidders on Small Business Element (SBE) Goal Projects shall comply fully with the “Required Contract Provisions for SBE Participation in Federal Aid Construction

Contracts (SBE Goal Project)” contained in Section “E” of the Proposal; and, in accordance therewith, Apparent Low Bidders shall submit the completed Form CS-6AAA for SBE Goal

Projects and Attachments to the LA DOTD Compliance Programs Office utilizing the list of

SBE Certified Contractors as posted for this letting at:

http://wwwapps.dotd.la.gov/engineering/lettings.

The award of the contract will be electronically submitted to the successful low bidder on each project.

The U. S. Department of Transportation (DOT) operates a toll free "Hotline" Monday through

Friday, 8:00 a.m. to 5:00 p.m., Eastern Time. Anyone with knowledge of possible bid rigging, bidder collusion, or other fraudulent activities should call 1-800-424-9071. All information will be treated confidentially and caller anonymity will be respected.

For bidding purposes only, the contractor shall assume that up to one (1) work order may be active concurrently at any given time per contract.

Actual number of work orders may vary as needed.

SPECIAL PROVISIONS

D-1

S.P. CONTRACT TIME (01-26):

This contract shall commence upon the issuance of an Initial Notice to Proceed by the Department and continues through June 30, 2027 unless renewed, or until contract funds are expended, whichever occurs first.. This contract may be renewed for TWO (2) additional ONE (1)-year periods.

Both the Department and the Contractor must mutually agree to renew the contract. In the event the Contractor notifies the Department he does not wish to renew the contract, the

Department will approve the non-renewal provided that the Contractor performs all work required during the remainder of the current contract term, and the Contractor shall be precluded from submitting a bid in response to any solicitation issued to replace this Contract during the renewal period the Contractor declined. If the Contractor fails to perform all work required during the remainder of the current contract term, then the Contractor shall be placed in Disqualification in accordance with Section 108: Prosecution and Progress, Subsection 108.04: Prosecution of

Work, Subparagraph 108.4.020 Progress And Disqualification.

If the Contractor does not intend to renew the Contract, he must inform the Department at least sixty (60) days prior to the end of the current contract term, otherwise the Contractor shall be placed in Disqualification in accordance with Section 108, Subparagraph 108.4.020 of the 2026

LA Standard Specifications for Roads and Bridges. .

Upon exercise of an option to renew this contract, within fifteen (15) calendar days after transmission of a renewal contract to Contractor, the Contractor shall return to the Department, the executed renewal contract, together with payment, performance and retainage bonds which are satisfactory to the Department and proof of all required policies of insurance with minimum insurance coverages and all other required contract documents, as are satisfactory to the

Department.

In addition, the Department reserves the right to temporarily suspend or cancel any items of work within a construction or maintenance work zone within the limits of this Contract.

D-2

INSTRUCTIONS REGARDING MODIFICATION OF 2026

LADOTD STANDARD SPECIFICATIONS FOR ROADS

AND BRIDGES

These Special Provisions are expressly intended to modify the 2026 Louisiana Department of Transportation and Development Standard Specifications for Roads and Bridges (the “2026 Standard Specifications”), “Part I”, for purposes of implementing Indefinite Delivery / Indefinite Quantity (IDIQ) contracting. Except as expressly modified herein, all provisions of the Standard Specifications remain in full force and effect and shall apply to all work performed under the Contract and its Work Orders.

Each Special Provision below includes explicit instructions identifying whether the referenced provisions of the 2026 Standard Specifications are to be modified, deleted, replaced, or supplemented, and governs only the provisions expressly identified therein.

Where a section is designated as “Amended” the 2026 Standard Specification remains in effect except as expressly modified. In the event of any conflict:

1. A Work Order controls these Special Provisions for the work described therein;

2. These Special Provisions control over the 2026 Standard Specifications; and

3. Applicable state or federal law controls over all Contract Documents.

D-3

Section 101 General Information, Definitions and Terms

D-4

D-5

Section 102 Bidding Requirements

D-6

D-7

D-8

Section 103 Award and Execution of Contract

D-9

D-10

Section 104 Scope of Work

D-11

D-12

D-13

D-14

D-15

Section 105 Control of Work

D-16

D-17

Section 106 Sources of Supply and Quality Requirements

D-18

D-19

D-20

Section 107 Legal Relations and Responsibility

D-21

D-22

Section 108 Prosecution and Progress

D-23

D-24

D-25

Section 109 Prosecution and Progress

D-26

D-27

D-28

D-29

S.P. (SEC 203.3.060) SETTLEMENT PLATE INSTALLATION

AND SETTLEMENT MONITORING (02-26):

Section 203.3.060.D. of the 2026 Louisiana Standard Specification for Highway Roads and Bridges is deleted and replaced with the following:

D. Settlement Plate Installation and Settlement Monitoring

Install settlement plates prior to placement of fill. Unless specified otherwise, install settlement plate on natural ground on a level surface.

Maintain a vertical, accessible, and undamaged riser pipe during embankment placement and compaction. Replace any settlement plates damaged during construction at no cost to the Department.

Provide all elevations to have a precision of ±0.01 feet. Document the date and time of all survey readings.

Survey and document riser pipe elevations immediately before and immediately after riser pipe extension.

Survey and document settlement plate elevation readings immediately after installation of the plate, just prior to fill placement, and weekly during fill placement.

Survey immediately after the final lift is placed and compacted, twice weekly for the first month of the settlement monitoring period, and weekly for five months thereafter.

Restart settlement monitoring period if any additional fill placement or surcharge is required.

Unless specified otherwise, the settlement monitoring period begins after all fill has been placed and compacted. All surveying during fill placement does not count as part of the settlement monitoring period.

Record the embankment elevation and surcharge height for each settlement plate reading. Submit settlement plate readings to the Project Engineer. The Project

Engineer and Geotechnical Engineer will verify the initial and final elevations for acceptance. Do not install foundations through, upon, or beneath new fill within 100 feet of a settlement plate prior to acceptance of the fill elevations.

Remove riser pipe and casing three feet below base course upon acceptance.

D-30

S.P. (SEC 602) PORTLAND CEMENT CONCRETE

PAVEMENT REHABILITATION (09-26)

Section 602 of the 2026 Louisiana Standard Specification for Highway Roads and Bridges is deleted and replaced with the following:

Section 602

Portland Cement Concrete Pavement Rehabilitation

602.1 DESCRIPTION

Repair and rehabilitate existing, aged portland cement concrete pavements. This work includes pavement grinding and texturing, retrofitting of dowel bars, full and partial depth pavement patching, cleaning and resealing or filling of longitudinal and transverse joints, cleaning and sealing of cracks, and undersealing in accordance with these specifications, plan details, and as directed by the engineer. Section 602 is not applicable to newly constructed portland cement concrete pavement.

Dispose of removed materials, including concrete pavement, outside the project rights-of-way in accordance with 202.3.

Quality assurance requirements shall be as specified in the latest edition of the Department’s publication entitled "Application of Quality Assurance Specifications for Portland Cement

Concrete Pavement and Structures".

602.2 MATERIALS

Materials for concrete pavement rehabilitation shall comply with the requirements of the appropriate subsections. The engineer must approve the materials before performing the work.

602.3 CONSTRUCTION REQUIREMENTS

602.3.010 EQUIPMENT

Equipment for concrete pavement rehabilitation shall comply with the requirements of the appropriate subsections. The engineer will approve equipment and tools necessary for handling materials and performing the work. The equipment shall be at the job site sufficiently ahead of the start of operations for examination and approval.

602.3.020 CLEANING AND FILLING EXISTING LONGITUDINAL PAVEMENT

JOINTS (≥ 2 INCH WIDTH)

Remove joint sealants in longitudinal joints, two inches and wider, in existing concrete pavement and fill the joints in accordance with the plans or as directed and as follows. Clean

D-31 joints and adjacent pavement surfaces of existing sealants, incompressibles and debris to the satisfaction of the engineer in accordance with the plans by sandblasting. Blow the joints free of debris and water with compressed air just prior to filling. Proceed in one direction

(forward) with the blowing operation to prevent recontamination of the joint. Equip the air compressor with an approved oil and water trap. Dry the joints before filling. Fill prepared joints within 24 hours. Reclean joints that have become contaminated or dirty before filling as directed.

Fill the joints with an epoxy concrete consisting of a mixture of epoxy resin system and thoroughly dry fine aggregate. The epoxy resin system shall be Type I Grade 1 complying with Section 1017. The fine aggregate shall consist of packaged concrete or mortar sand complying with 1003.8.010. Prior to mixing, ensure that the sand is in oven dried condition.

The mixture proportions of the epoxy concrete shall be one part epoxy resin system to approximately four parts fine aggregate, by dry volume. The final mix proportions shall be such that during placement the slump of the mixture will allow the material to fill all voids and be consolidated and finished. Mix the epoxy resin system and fine aggregate in equipment and by methods that produce a homogenous mixture.

Place reinforcing steel in the joint as shown on the plans. Cut the reinforcing steel at transverse joints. Establish transverse joints in the epoxy concrete by using inserts or sawing, and then sealing.

Protect existing transverse joints from intrusion of epoxy concrete. If epoxy concrete gets into the transverse joints, immediately clean the joints of epoxy concrete to the satisfaction of the engineer.

The filled joint shall remain closed to traffic until, in the engineer's opinion, the epoxy concrete and joint sealant have satisfactorily cured.

602.3.030 CLEANING AND RESEALING EXISTING LONGITUDINAL AND

TRANSVERSE PAVEMENT JOINTS

Remove joint sealants in longitudinal and transverse joints of existing concrete pavement and reseal the joints in accordance with the plans or as directed and as follows. Clean joints and adjacent pavement surfaces of existing sealants, incompressibles, and debris in accordance with the plans to the satisfaction of the engineer. Clean joint faces by sandblasting and blow free of debris and waterwith compressed air just prior to resealing.

Make a minimum of one pass with the blasting nozzle held at an angle close to the surface

(1-2 inches) along each reservoir face. Proceed in one direction (forward) with the blowing operation to prevent recontamination of the joint. Equip the air compressor with an approved oil and water trap. Dry the joint before resealing. Reseal prepared joints within 24 hours.

Reclean any contaminated joints before sealing, as directed.

Resealing materials shall comply with 1005.2.010. Install resealing materials in accordance with plan details and the manufacturer's recommendations. Use an appropriate sized backer rod material for the joint size complying with 1005.2.010. While sealing joints, seal small

D-32 crushed corners, not repaired by other methods, with hot poured sealant to the satisfaction of the engineer at no direct pay.

Keep the resealed joint closed to traffic until the sealant has satisfactorily cured to tack free.

602.3.040 CLEANING AND SEALING CRACKS

Clean and seal longitudinal, diagonal, and transverse cracks in accordance with the plans or as directed and as follows. The minimum width of the crack to be sealed shall be 3/8-inch at the pavement surface. The engineer will designate which cracks are to be sealed.

Clean cracks by sandblast or water blast. Route cracks, less than 1/2 inch, to form a sealant reservoir approximately 1/2 inch wide by 1/2 inch deep, and blow free of debris and water with compressed air just prior to sealing. Make a minimum of one pass with the blasting nozzle held at an angle close to the surface (1-2 inches) along each reservoir face. Proceed in one direction (forward) with the blowing operation to prevent recontamination of the joint.

Equip the air compressor with an approved oil and water trap. Dry the cracks before sealing.

Seal prepared cracks within 24 hours. Reclean any contaminated cracks before sealing, as directed. Seal cracks with a hot poured sealant complying with 1005.2.010, installed in accordance with the manufacturer's recommendations.

Keep the sealed cracks closed to traffic until the hot poured sealant has satisfactorily cured to tack free.

602.3.050 PATCHING OF JOINTED CONCRETE PAVEMENT

Remove and replace to full-depth portland cement concrete pavement, with proper joints, at locations shown on the plans or as directed and as follows. Coordinate construction activities to limit lane closures. If pavement has been removed and cannot be replaced during the same workday, temporarily backfill the areas with aggregate acceptable to the engineer and keep the lane closed to traffic.

Perform saw cutting with a concrete saw for the full depth of the pavement along the perimeter of the pavement as marked by the engineer. Repair spalls in the existing pavement resulting from pavement removal in the patch area by extending the removal limits to include the spalled areas. Make pavement removal for spall repair at the full patch width. Repair of the spalled areas shall be at the contractor's expense. Reduce the pavement to appreciable sized pieces by making additional saw cuts or by using hand held jackhammers or an approved resonant pavement- breaking device to reduce the pavement to pieces. Regardless of method, ensure there is no damage to the existing base course.

Remove the resulting pieces by lifting lugs or other approved methods that will not damage the existing base course or the remaining edges. This approval will be subject to the contractor demonstrating satisfactory pavement removal without damage to the base course.

D-33

Remove deteriorated base course in the patch area and replace with patching concrete or as directed by the engineer.

Remove base course in the patch area damaged by the contractor and replace with concrete as directed at no cost to the Department. Place a bond breaker conforming to Section 302 between the concrete patched base course and the pavement at no direct pay. When the engineer orders additional thickness of patching in excess of plan thickness, payment for the additional thickness will be made in accordance with 602.4 e).

Drill holes for dowel bars and tie bars into vertical faces of the adjoining pavement, and install bars with an Approved Materials List adhesive anchor system as shown on the plans or as directed. Lightly oil or grease the free end of the dowel bar.

Place approved wood or metal forms for side forms adjacent to shoulders. A maximum 12 inches width of shoulder surfacing and base may be removed to facilitate forming; however, repair all damage to shoulder underdrain systems, and patch removed shoulder and base course areas to the satisfaction of the engineer after form removal at no direct pay.

Use PCCP concrete for pavement patching complying with Section 901. Allowable for use are approved set-accelerating admixtures, complying with 1011.2, at the dosage recommended by the admixture manufacturer. Place, consolidate, finish, and cure the concrete as directed.

Texture the patch surface to match the texture of adjoining pavement. If pavement is to be overlaid, only drag finish the patched surface. The finished patched surface shall meet the surface finish requirements of 601.3.110 except the finished patched surface profile shall meet a maximum 1/4 inch deviation using an approved 10-foot metal static straightedge.

Immediately after finishing, apply curing compound at one gallon per 100 square feet that results in the surface looking like a blank sheet of white paper.

Keep patches closed to traffic until standard test specimens conforming to the DOTD

Materials Sampling Manual and 601.3.070 have attained a compressive strength of 2,000 psi when tested in accordance with DOTD TR 230. Make, cure, and transport cylinders to be tested in accordance with DOTD TR 226..

Saw and seal transverse joints as shown on the plans. Reestablish and seal the longitudinal joint to match the existing longitudinal joint. Use an appropriate sized backer rod material for the joint size complying with 1005.2.010. Use a sealant complying with

1005.2.010 in accordance with the manufacturer’s recommendations. Keep the patches closed to traffic until the sealants have satisfactorily cured.

In areas where a bond breaker is required in longitudinal joints, use a 6-mil (nominal) polyethylene sheet or approved equal bond breaker. Place the bond breaker to the full thickness of the slab.

Acceptance and payment for full depth patching of jointed concrete pavement will be made on a lot basis at the contract unit price per square yard, adjusted in accordance with Table

D-34

601.3.140-1. A lot will be a completed section or an identifiable pour completed in one workday.

602.3.060 HIGH EARLY STRENGTH (HES) CONCRETE PAVEMENT PATCHING

When specified or when construction conditions merit opening patched areas to traffic before concrete is fully cured, and approved by the engineer, high early strength concrete (HES) shall be used in accordance with Section 902.

602.3.070 VACANT

602.3.080 PATCHING CONTINUOUSLY REINFORCED CONCRETE PAVEMENT

Remove and replace continuously reinforced portland cement concrete pavement at locations shown on the plans or as directed and as follows.

Conduct patching operations in one lane at a time. If unable to complete the repair in the same workday, temporarily backfill the patch area and keep closed to traffic until the patch is completed. Keep patches closed to traffic until standard test specimens conforming to

601.3.070 have attained a compressive strength of 2,000 psi when tested in accordance with

DOTD TR 230.

Make, cure and transport cylinders to be tested in accordance with DOTD TR 226.

Prior to pavement removal, outline the patch splice area by saw cutting the pavement to a minimum depth of 1 1/2 inches. Cut the pavement full depth a distance of 18 inches inward from the edges of the patch splice area or as shown on the plans. Remove pavement without bending or damaging reinforcing bars projecting into the patch splice area. If reinforcing bars are damaged during removal, submit a repair procedure to the engineer for review.

Make accepted repairs at no cost to the Department. Do not use hammers exceeding 40 lbs for pavement removal in the 18-inch splice area. Remove deteriorated base course in the patch area and replace with concrete as directed. Remove and replace base course in the patch area, damaged by the contractor, with concrete as directed by the engineer at no cost to the Department. Place an approved bond breaker between the concrete patched base course and the pavement at no direct pay.

Furnish Grade 40 or 60 deformed reinforcing steel of the same size as the removed steel and tie to projecting steel bars to provide at least 16 inches of lap. Place transverse steel first on approved chairs, then place longitudinal bars on transverse bars and tie at bar intersections.

Place nominal 6-mil polyethylene sheeting over exposed underdrain system areas before placement of concrete. Do not damage the existing shoulder surfacing, base course, and underdrain system during repair operations. Repair shoulder surfacing, base course, and underdrain system damaged by the contractor at no cost to the Department.

Use PCCP concrete for pavement patching complying with Section 901. If utilized, only use an approved non-chloride type set-accelerating admixture complying with 1011.2 at the

D-35 dosage recommended by the admixture manufacturer. Allow the addition of the set accelerator at the jobsite. Clean the vertical concrete surfaces within the patch area of loose particles, oil, dust, and other contaminates. Coat the vertical surfaces of existing pavement in the patch areas with a neat cement grout immediately prior to placement of new concrete. Place, consolidate, finish, and cure the concrete. Texture the patch surface to match the adjoining pavement. The finished patch surface shall meet the surface finish requirements of 601.3.110 except the finished patched surface profile shall meet a maximum

1/4 inch deviation using an approved minimum 10-foot metal static straightedge.

A lot will be a completed section or an identifiable pour completed in one day. Acceptance and payment for each lot will be in accordance with Table 601.3.140-1. Payment for deteriorated base course removed, as directed by the engineer, and replaced with concrete will be made in accordance with 602.4 g).

602.3.090 DIAMOND GRINDING CONCRETE PAVEMENT

Uniformly grind and texture existing portland cement concrete pavement roadway surfaces longitudinally using a diamond grinder in accordance with the plans and specifications or as directed and as follows.

A. Construction

Uniformly grind and texture areas of the pavement surface as designated on the plans to eliminate joint and crack faults and to provide a constant pavement cross slope within the designated grinding limits in each lane. When checked with a 4-ft straightedge, grind the adjacent sides of transverse joints and cracks until flush.

Produce a consistent cross slope with assured water drainage without abrupt edges between passes of the grinding machine. When tested with a 10-foot metal static straightedge perpendicular to centerline, the variation shall not exceed 1/4 inch.

Provide the surface of the ground pavement with a corduroy-type texture consisting of parallel grooves between 3/32 inches and 5/32 inches wide, with a distance between grooves of 1/16 inch to 1/8 inches and a difference between the peaks of the ridges and the bottom of the grooves of approximately 1/16 inches. Adjust blade spacing as necessary when the results fail to come within 25 percent of these criteria. If, in the engineer’s opinion, the peak’s height is not adequate to provide good skid resistance, remove the blades and use a wider spacer.

Inspect the pavement texture, which is a function of blade width, blade spacing, and cutting head alignment, after each new or rebuilt cutting head has ground 1,000 lineal feet.

Promptly remove slurry or residue that results from the grinding operation. Prevent slurry flow across lanes occupied by public traffic, or into gutters or other drainage facilities. When practical, slurry may be disposed of on the slope near the shoulder edge as the machine progresses down the roadway, unless otherwise directed.

Conduct a final sweeping with power equipment before opening the pavement to

D-36 traffic. Grind after removing raised pavement markers, patching, and load transfer restoration. Grind before joint sealing, striping, and replacing raised pavement markers.

Begin and end grinding from locations normal to the pavement centerline. Do not leave the grounded area slick or polished. The entire travel way shall be ground as indicated on the plans, specifications, or as directed.

B. Equipment

Grind by sawing with an industrial diamond abrasive impregnated in the saw blades. Assemble the saw blades in a cutting head mounted on a self-propelled machine designed specifically for diamond grinding that will produce the required texture and smoothness level without damage to the concrete pavement or joint faces. Ensure that grinding equipment does not cause raveling, aggregate fractures, spalls, or disturbance to the joints. Grinding equipment shall be capable of working in a closed lane, adjacent to an open traffic lane.

Each self-propelled machine shall be capable of cutting a minimum path 3 feet wide and within 12 inches of the face of a concrete curb. Furnish sufficient equipment to complete the project in the working time specified.

Provide vacuuming and sweeping equipment for the removal of the slurry, residue, and excess water.

C. Final Surface Profile

1. PCC Pavements

Meet acceptance requirements in 601.3.110.D.

2. Localized Spot Grinding of Joints and Irregular Areas on Existing

PCCP

After completion of grinding and texturing, the engineer will test the pavement surface for smoothness with a 10-foot metal static straightedge at areas specified for grinding. The engineer will identify pavement areas that deviate more than

3/16 inches from the straightedge as defective work. The contractor may perform corrective work, but is not allowed to surface patch or partial depth patch.

602.3.100 DIAMOND GROOVING CONCRETE PAVING

A. Construction

Begin and end transverse or longitudinally grooved areas normal to the pavement’s centerline.

D-37

Begin longitudinal grooving 6 inches from the outside edge of pavement or reflective marker and run in a continuous pattern across the lane surface to within 6 inches of all longitudinal joints.

Begin and end continuous transverse grooving 12 inches from the outside edges. Cut transverse grooves no closer than 3 inches or more than 6 inches from a transverse joint.

For longitudinal grooving, cut grooves in a pattern 1/8 inches wide by 3/16 inches deep with a center-to-center spacing of 3/4 inches. For transverse grooving, cut grooves in a pattern 1/8 inches wide by 3/16 inches deep with a random center-to-center spacing as specified in 601.3.090.H.

Promptly remove slurry or residue that results from the grooving operation. Prevent slurry flow across lanes occupied by public traffic, or into gutters or other drainage facilities. When practical, slurry may be disposed of on the slope near the shoulder edge as the machine progresses down the roadway, unless otherwise directed.

Conduct a final sweeping with power equipment before opening the pavement to traffic.

B. Equipment

Furnish a multi-blade arbor and a minimum cutting head width of 3 feet. The grooving machine control device must align the grooves, detect variations in the pavement surface, and automatically adjust the cutting head height to maintain the specified depth. Furnish a full complement of grooving blades and spacers capable of cutting grooves to the specified width, depth, and spacing.

C. Final Surface Tolerances

Meet the tolerances specified below:

1) Spacing ±1/8 in.

2) Depth ±1/16 in.

3) Width ±1/64 in.

The engineer may allow the width of grooves on curves and super elevations to slightly exceed the above tolerances.

602.3.110 LONGITUDINAL SHOULDER JOINT

Construct a longitudinal joint in designated asphalt concrete shoulder surfacing adjacent to the PCCP in accordance with the plans or as directed and as follows.

Form joints by sawing a slot approximately 1/2-inch wide and 1/2-inch deep in the asphalt concrete shoulder adjacent to the PCCP. Flush the slot clean and dry immediately after sawing.

D-38

Just prior to placing joint sealant, blow the joint free of debris and water with compressed air.

Equip the compressor with an approved oil and water trap. Dry the joint before sealing. Seal prepared joints within 24 hours. Reclean joints that have become contaminated or dirty before sealing as directed. In areas where the shoulder has separated more than 1/2-inch from the pavement edge, place backer rod material in the joint prior to sealing.

Sealing materials shall be hot poured sealant complying with 1005.2.010. Install in accordance with the sealant manufacturer’s recommendations. Keep the sealed joint closed to traffic until the sealant has satisfactorily cured to tack free.

602.3.120 REMOVAL OF EXISTING SHOULDER UNDERDRAIN SYSTEMS

Remove the existing shoulder underdrain system including the outfall and backfill the trench as required by the plan details or as directed and as follows.

Remove the existing cap at the pavement edge and at the outfall locations, along with the geotextile fabric, pipe, fittings, aggregate, and other incidentals associated with the shoulder underdrain system. Ensure the removal of all fabric, including the geotextile fabric adjacent to the pavement edges. Complete installation and remove the concrete headwall and rodent screen. Abandon the outfall pipe by plugging in accordance with 701.3.090 and backfilling to the satisfaction of the engineer.

Do not open more trench than can be closed in the same workday.

Replace shoulder drains in accordance with Section 703 or the plans.

602.3.130 UNDERSEALING OR SLABJACKING PAVEMENT

Drill holes in concrete pavement and pump cementitious fly ash/cement slurry or high-density polyurethane foam (HDPF) under the pavement to fill cavities (undersealing) or to raise the elevation of the pavement slabs (slabjacking).

A. Materials

1. Cementitious Slurry

a. Portland Cement

Use Type I or Type IL cement and comply with Section 1001.

b. Water

Comply with 1018.1.

c. Fly Ash

Comply with 1001.4.

D-39

d. Powdered Ammonium Lignin Sulfonate

The cementitious slurry may include powdered ammonium lignin sulfonate for its rheological and water-reducing properties.

2. High-Density Polyurethane Foam

Use a two-part HDPF that is 1:1 by volume HDPF, having a water insoluble diluent that permits the formation of polyurethanes in excess water.

Prior to beginning work, prepare and submit 5 machine-mixed field samples in 4-inch diameter molds approximately 4 inches tall in accordance with ASTM D1621 from each manufacturer’s production lot to be used on the project, in the presence of the Engineer. Use samples to determine density in accordance with ASTM

D1622. After density has been determined, obtain a 2-inch by 2-inch by 2-inch sample from the center of the 4-inch diameter molded sample and determine unconfined compressive strength in accordance with ASTM D1621. Perform testing using an AASHTO re:source accredited laboratory at no additional cost to the Department.

Certify that the HDPF conforms to the following requirements for property test results and properties listed in this section:

Table 602.3.130-1

HDPF Material Requirements

Property Test Results

Density, lbs./cu. ft. ASTM D-1622 3.8 - 4.2

Unconfined Compressive Strength, psi

(min.)

ASTM D-1621 50

Tensile Strength, psi (min.) ASTM D-1623 90

Shear Strength, psi (min.) ASTM C-273 45

Flexural Strength, psi (min.) ASTM D-790 90

Closed Cell Content (%) ASTM D-1940 +85

Work may commence if the density is 3.8 to 4.2 lbs./cu.ft. and unconfined compressive strength is greater than or equal to 50 psi or at the discretion of the

Engineer. Additional samples may be requested by the Engineer if requirements are not met.

D-40

B. Equipment

1. Cementitious Slurry

a. Air Compressors and Drills

Use air compressors equipped with airlift pneumatic drills capable of drilling the required holes.

b. Mixer

Use high-speed (800 to 2,000 rpm) colloidal mixers, or as approved, capable of thoroughly mixing slurry ingredients.

c. Roller

Use a pneumatic-tire vehicle capable of exerting a single-axle load of 9 tons.

2. HDPF

The following listed equipment shall be considered the minimum amount of equipment to perform the work.

a. Portable Dynamic Cone Penetrometer (DCP)

Provide a portable DCP for on-site soils investigation to assist in location and depth of weak foundation soils and determination of correct injection pattern and injection elevations through tubes to densify weak soils. The DCP is to be capable of taking readings up to 3 feet below grade. Dynamic cone penetrometer testing may be required as directed by the Engineer to confirm existing sub-grade soil conditions.

b. Drills

Pneumatic or electric drills are required, capable of efficiently drilling 5/8” to 2” diameter (if needed for multiple injection tubes) injection holes through the pavement without damaging the structural integrity of the existing pavement.

c. Pumping Units

Provide pumping units capable of injecting the HDPF at a controlled rate into the aggregate base, subbase, or foundation soils to the required depths.

Provide pumping equipped with a manufacturer’s certified flow meter to precisely measure the certified volume of HDPF injected. Provide certified flow meter having a digital output in both pounds and gallons.

D-41

d. Equipment for Monitoring Movement

Supply satisfactory equipment such as rotating laser levels and receivers to monitor movement of pavement to within 1mm, to verify that the injected foundation soils have been properly densified and to ensure proper lift of pavement to grade if required. Supply satisfactory differential fault meters to monitor movement of bridge approach at abutment walls and for correction of faulted jointed pavement. Supply satisfactory horizontal movement monitoring equipment when injecting in the vicinity of MSE walls.

C. Cementitious Slurry Proportioning and Consistency

1. Proportioning

The slurry shall consist of one part portland cement and three parts fly ash by volume and water sufficient to meet the consistency requirements of

602.3.130.C.2. If utilized, add powdered ammonium lignin sulfonate at the rate of

0.5 to 1.5 percent by weight of cement.

2. Consistency

The slurry shall be of such consistency that the efflux time from the flow cone, when tested in accordance with ASTM C939, is 12 to 18 seconds for undersealing, and 15 to 26 seconds for slabjacking.

D. Construction Requirements

1. General Requirements for Cementitious Slurry

Drill holes of approximately 1-1/2 inches in diameter through the pavement at locations shown on the plans or as directed. Rotate drills to avoid cracking pavement and hold as nearly perpendicular as possible to pavement surfaces.

Clean holes with compressed air prior to undersealing. Fill any unusable holes with slurry and drill new holes. Do not drill more holes than can be used or filled during a day's operations. After drilling holes, connect a pipe to the discharge hose of the pressure pump and insert into the hole. Do not allow the discharge end of the pipe to extend below the bottom of pavement.

When pooling of slurry occurs, provide additional holes in the slab as directed.

Pump more slurry through these new holes to fill voids between pools.

When backpressure forces slurry out of the hole onto the slab after withdrawal of discharge pipe, temporarily plug the hole until the slurry has set. After completion of pumping in a hole, remove the discharge pipe or plug and fill the hole with slurry.

Keep drainage structures clean of slurry mixture. Monitor all drainage structures within the affected areas. When the pumping operation is forcing the

D-42 slurry into a drainage structure, discontinue pumping operations and immediately clean the drainage structure of slurry mixture.

When directed, proof roll undersealed or slabjacked pavements with the specified roller at no direct pay; however, do not conduct proof rolling until at least 24 hours after completion of undersealing. When such proof rolling indicates that cavities exist beneath the slab, fill such cavities as directed at no direct pay.

Promptly remove slurry or residue that results from undersealing or slabjacking operations. Prevent slurry flow across lanes occupied by public traffic, or into gutters or other drainage facilities. When practical, slurry may be disposed of on the slope near the shoulder edge as the machine progresses down the roadway, unless otherwise directed. Conduct a final sweeping with power equipment before opening the pavement to traffic.

2. Cementitious Slurry Undersealing

Fill all voids beneath pavement with pumped slurry. Fill all cavities within range of the pumped hole as evidenced by lifting of the slab or slurry flowing out of an adjacent hole, through pavement joints or cracks, or out of the shoulder-pavement joint. Do not exceed pumping pressures over 200 psi. When pressures cause pavement lifting, use a lower pumping pressure. Lifting of the slab as a result of pumping shall not exceed 1/8 inch. Monitor the slab lifting by approved methods at all times during undersealing. Terminate all pumping operations that cause voids to form under the pavement in the immediate area. The sequence of pumping from hole to hole shall be as directed.

3. Cementitious Slurry Slabjacking

Conduct pumping operations for slabjacking in an approved manner and sequence. Monitor the slab lifting at all times during pumping operations. Raise pavement slabs to the required grade by continuous pumping with a tolerance of

±1/8 inch.

4. HDPF Drilling and Injecting

Drill injection holes in the pattern shown on the plans, or as indicated on the Field

QC Plan, as approved by the Engineer. Drill 5/8” to 2” diameter holes, vertical and round, and to a depth indicated on the approved Field QC Plan. Install injection tubes to the prescribed injection depth(s).

Mix polyurethane per manufacturer’s recommendations.

Control the amount of HDPF rise. Provide finished grade and cross section shown on the plans prior to settlement. Provide elevations within +/- ¼-inch of the required elevations or as much as the pavement allows, at the direction of the

Engineer.

D-43

When the nozzle is removed from the hole, remove excessive HDPF from the area and fill the hole with non-shrink grout for the full depth of the pavement.

At the direction of the Engineer, repair pavement blowouts, cracking, excessive lifting, and uneven pavement that results from raising or under-sealing of the pavement, and damage that occurs prior to final acceptance at no additional cost to the Department.

a. Set-Time

Use HDPF that sets and obtains at least 90 percent of its ultimate compressive strength within 30 minutes after final injection.

Provide pavement that is free of debris and swept clean prior to opening to traffic.

b. Pavement Foundation Soil Stabilization:

Inject HDPF through holes, via injection tubes when needed, into the foundation soils beneath the pavement to the prescribed depth(s) shown on the plans. Control the stabilization of foundation soils by regulating the rate of injection of the material. Continuously monitor for pavement movement.

Foundations soils are sufficiently stabilized when movement of the pavement is detected. Injection may continue into the soils as needed to lift the pavement to the grade and cross section shown on the plans. For allowable tolerances see section 5.2. If no vertical movement has occurred, the

Engineer may direct the contractor to cease injecting. Saw cutting of the pavement joints to facilitate vertical movement of the concrete slabs may be permitted or required by the Engineer.

c. Drainable Bases:

Ensure the material does not enter the drainable base. For stabilization of pavement with a drainable base, place injection tubes approximately 24 inches below the bottom of the drainable base. Inject the material to stabilize the subgrade and then move the subbase and base material up, compressing it against the bottom of the pavement, returning the pavement to near its original grade.

d. Sleeper Slabs:

For sleeper slabs under bridge approach slabs and concrete pavement, drill holes, fully sleeved by tubes, into the base soils to prevent injection of HDPF between the sleeper slab and the pavement. Insert injection tubes to a minimum depth of 1 to 2 feet below the bottom of the sleeper slab. Inject the material through each tube until the soils are stabilized as evident when movement of the pavement is detected. Continue to inject HDPF beneath the

D-44 sleeper slab to lift the sleeper slab, approach slab, and pavement together to the desired grade.

e. Underdrains:

If underdrains are present, ensure injection holes within 4 feet of the underdrain are at least 18 inches below the bottom of the underdrain prior to injecting HDPF.

f. Storm Drains:

Prior to performing work, evaluate the integrity of the pipe and storm drain system through inspection, either visual or by remote camera, to determine the correct placement of polyurethane. Perform post installation evaluation of the work by similar means. Remove and dispose of injected HDPF that enters the storm drain system.

g. Submittals

Submit for review to the Engineer at least 10 working days before start of work, a certificate of analysis for each manufacturer’s production lot of HDPF material to be used on the project, conforming to the properties shown in

Table 1 and verifying the HDFP will reach 90% compressive strength within 30 minutes of injection. Include Safety Data Sheets (SDS) provided from the manufacturer.

Visit the project site(s) and submit for review to the Engineer at least 30 calendar days before start of work, a Field Quality Control (QC) plan that contains the following:

1) Provide documentation of installations of HDPF for stabilization of foundations soils under pavement in the last 5 years on at least 5 different projects area >75 percent of the subject project area.

2) Provide details of proposed hole spacing, proposed injection depth, diameter, drilling methods, and hole injection sequence, for the stabilization operations.

3) Provide details of proposed means of establishing and controlling line and grade of stabilized pavement.

4) Provide details of methods for control and disposal of waste HDPF.

5) Provide details of the curing period and opening to traffic times.

Submit for record to the Engineer, electronic copies of ASTM D1621 stress strain curves {Force (lbs.) vs. Extension (%)} and ASTM D1622 density calculations including measured specimen dimensions for each specimen tested.

D-45

For lifting, sealing and filling of voids around storm drains including pipe, manholes and other built structures, submit for review a Storm Drain Action

Plan to the Engineer.

E. Dowel Bar Retrofit

Install coated 1 1/2 inch diameter by 18-inch long plain round dowel bars into slots cut across and through existing…