2302Concrete Pavement Rehabilitation

2302.1DESCRIPTION

This Work shall consist of performing concrete pavement repairs, load transfer restoration, and joint/crack sawing and sealing. Perform all concrete pavement rehabilitation in accordance with the Concrete Pavement Rehabilitation (CPR) standard details as shown in the Contract.

2302.2MATERIALS

A.1 Partial Depth Repairs, Type B, Mix No. 3U18 A.1.a Pre-bagged Grade 3U18 Concrete Patch Mix Provide a dry, bagged Department Grade 3U18 concrete patch mix, in accordance with 3105, “Bagged Portland Cement Concrete Patching Mix 3U18 and 3U58M.” A.1.b Field-Proportioned Grade 3U18 Concrete Patch Mix Provide Grade 3U18 concrete mix by mass in accordance with Table 2302.2-1. Table 2302.2-1 Mix Proportions Material Weight, pounds Type 1 cement 100 Coarse Aggregate, #89 159 Fine Aggregate 162 A.1.c Coarse Aggregate Gradation Requirements, #89 or CA-80 Provide either an #89 or CA-80 Gradation in accordance with Table 3137.2-4 for use in Grade 3U18 concrete patch mix or Dowel bar retrofit repairs. Provide coarse Aggregate meeting the quality requirements of 3137.2D.3, “Coarse Aggregate for Concrete Pavement.” C.1 Dowel Bars Used in Drill and Grout or Dowel Bar Retrofits Applications............ 3302.2A

D Curing Materials H Dowel Bar Retrofit (DBR) Repair Materials H.1 Approved Non-Shrink Rapid Set Concrete for Dowel Bar Retrofit Repairs Provide a packaged, dry, non-shrink, rapid-hardening cementitious Material for Dowel bar retrofits repairs from the APL. The Engineer will allow on site addition (extension) of coarse Aggregate in accordance with the mix design shown on the APL. H.2 DBR Project Submittal Requirements In lieu of providing an APL DBR backfill product, provide the Concrete Engineer the reference Material and all test results outlined in the DBR qualification process found at MnDOT’s Packaged, dry, non-shrink, rapid-hardening cementitious material for dowel bar retrofit repairs website. The Engineer, in conjunction with the Concrete Engineer, will determine final acceptance of the DBR repair backfill Material based on satisfactory field placement and performance, in accordance with 2302.3G.4, “Test Section” and 2302.3H, “Repair Evaluation Period.” H.3 End Caps Provide tight fitting, nonmetallic, non-organic end caps that will allow for a 1/4 inch expansion movement of the dowel bar at each end. H.4 Compressible Foam Board Provide either a Type D-1 or D-2 preformed foam joint filler, in accordance with 3702, “Preformed Joint Filler.” Provide foam joint filler that is at least 3/8 inch thick and is a minimum of 1/8 inch thicker than the joint or crack to ensure no leakage of patching Material into the crack. Cut foam preformed joint filler to fit the full width and depth of the saw slot, as shown in the Dowel bar retrofit detail. The Engineer will not permit multiple pieces to obtain the proper height of the saw slot. H.5 Dowel Bar Support Chairs Provide two, nonmetallic support chairs that are either epoxy coated steel in accordance with ASTM A884/A884M, Standard Specification for Epoxy-Coated Steel Wire and Welded Wire Reinforcement, or fabricated of commercial quality nonmetallic, non-organic Material to support each dowel bar. The chairs when placed shall press securely against the slot face to firmly hold the dowels in the proper position while the backfill Material is placed and consolidated.

H.6 Caulking Filler Provide commercial caulk that is designed as a crack sealant that is compatible with the proposed patching Material. Use the caulking filler for sealing the existing joint or crack at the bottom and sides of the slot as shown in the Dowel bar retrofit detail. Do not extend or over band the caulk filler beyond the limits of the crack by greater than 1/2 inch. I Concrete Admixtures Provide admixtures from the APL for concrete grades shown in Table 2461.2-6 and Table 2461.2-7.

2302.3CONSTRUCTION REQUIREMENTS

A Concrete Mix Design Requirements A.1 3U18 Concrete Mix Requirements for Partial Depth Repairs Mix all dry, pre-bagged grade 3U18 concrete patch mix onsite, in a paddle type mixer for at least 5 minutes. The Engineer may also allow batching by volume in a calibrated mobile type mixer to produce grade 3U18 concrete. Calibrate the mobile mixer to the weights shown in Table 2302.2-1. Proportion the cement, coarse Aggregate, and fine Aggregate by volume (± 2.0 percent) in accordance with 2404.3E.1, “Mixer Requirements” and 2461.3D.2, “Batching by Volume.” Adjust water additions to achieve a maximum slump of 1 inch 5 minutes after batching concrete mix. Maintain the air content of 3U18 at the specified target of 6.5 percent (+2.0 percent and −1.5 percent) of the measured volume of the plastic concrete in accordance with 1503, “Conformity with Contract Documents.” Make any adjustments immediately to maintain the desired air content. Do not accelerate concrete strength gain to facilitate early strength of pavement repairs solely for construction traffic unless approved by the Engineer. If the Engineer approves the use of accelerating (Type C or E) admixtures, take extra precautions as necessary to ensure satisfactory finishing, curing, and protection of the concrete repairs. The Contractor assumes full responsibility for the performance of the concrete. The Engineer will determine final acceptance of the Type B repair concrete based on satisfactory field placement and performance, in accordance with 2302.3H, “Repair Evaluation Period.” Refer to Table 2302.3-1 to determine the allowable mix adjustments to Grade 3U18 concrete. When anticipated time to opening for construction Equipment or general traffic is less than 7 Calendar Days, and the ambient temperatures are anticipated to remain at or above 60°F during the curing time, provide approved admixture as outlined in Table 2302.3-2. The mix design will include the admixtures solution as part of the total recommended mixing water.

Table 2302.3-1 Mix 3U18 Opening Times Anticipated Minimum Time to Opening * Concrete Mix Grade Admixture Dosage & Type (Based on manufacturer’s recommended dosage rate) Mix Design Responsibility Testing and Strength Required for Opening ≥ 7 Calendar Days 3U18 ǁ None Required 2302 None * 72 hours to 7 Calendar Days 3U18 ǁ Type A ‡ 2302 None * 36 hours to < 72 hours 3U18 ǁ Type A ‡ 2302 Field Control Cylinders as per 2302.3C.4, “Opening to Construction Equipment and Traffic” # ** 12 hours to < 36 hours 3U18 ǁ † As Needed § 2302 Field Control Cylinders as per 2302.3C.4, “Opening to Construction Equipment and Traffic” # ** * If at any time the ambient temperature falls below 60°F during the curing time, use field control specimens to determine opening times in accordance with 2302.3C.4, “Opening to Construction Equipment and Traffic.” ǁ The maximum slump for 3U18 mixes measured after 5 minutes is 1 inch. † Accelerating admixtures are not allowed when the ambient air temperature exceeds 80°F without the approval of the Concrete Engineer. ‡ Use manufacturer’s recommended dosage rate to achieve 3000 pounds per square inch minimum compressive strength or 500 pounds per square inch flexural strength at the time of opening. # The Engineer may reduce the number of control specimens required based on previous control specimen strengths gains and site conditions. § Use a Type A, C, or E admixture in accordance with 2302.3A.1, “3U18 Concrete Mixture Requirements for Partial Depth Repairs,” and the manufacturer’s recommended dosage rate to achieve 3000 pounds per square inch minimum compressive strength or 500 pounds per square inch flexural strength at the time of opening. ** Do not allow construction vehicles or general traffic on Type B repairs unless a minimum of 12 hours have elapsed and field control specimens achieve a minimum compressive strength of 3000 pounds per square inch or 500 pounds per square inch flexural strength. A.2 3R52 or 3RHE52 Concrete Mix Requirements for Type C Repairs Provide a Contractor designed concrete mix in accordance with 2461, “Structural Concrete,” the Plan, and Concrete pavement rehabilitation (CPR) standard details. Design either a concrete grade 3R52 or 3RHE52 for use in Type C Repairs in accordance with specification 2461 “Structural Concrete.” Refer to Table 2302.3-2 to determine the criteria for opening 3R52 and 3RHE52 concrete to traffic. Do not accelerate concrete strength gain to facilitate early strength of pavement repairs solely for construction traffic unless approved by the Engineer.

If the Engineer approves the use of accelerating (Type C or E) admixtures, take extra precautions as necessary to ensure satisfactory finishing, curing, and protection of the concrete repairs. The Contractor assumes full responsibility for the performance of the concrete. The Engineer will determine final acceptance of the Type C repair concrete based on satisfactory field placement and performance, in accordance with 2302.3H. “Repair Evaluation Period.” Table 2302.3-2 Mix 3R52 and 3RHE52 Opening Requirements Anticipated Minimum Time to Opening * Concrete Mix Grade Admixture Dosage & Type (Based on manufacturer’s recommended dosage rate) Mix Design Responsibility Testing and Strength Required for Opening ≥ 7 Calendar Days 3R52 2461, Structural Concrete”* ǁ Contractor None < 7 Calendar Days to ≥ 12 hours 3R52 3RHE52 2461, “Structural Concrete”* ǁ Contractor Field Control Cylinders as per 2302.3C.4, “Opening to Construction Equipment and Traffic” † ‡ * Accelerating admixtures are not allowed when the ambient air temperature exceeds 80°F without the approval of the Concrete Engineer. ǁ Use the manufacturer’s recommended dosage rate to achieve 2000 psi minimum compressive strength or 350 psi flexural strength at the time of opening. † The Contractor may request to the Engineer a reduction in the number of field control specimens required based on the results of the field control specimen strengths and site conditions. ‡ Do not allow construction vehicles or general traffic on Type C repairs unless a minimum of 12 hours has elapsed, and control specimens achieve a minimum compressive strength of 2000 psi or 350 psi flexural strength. B Placement Limitations B.1 Type A Repairs

when the joint faces show signs of frost or moisture.

completed.

the repairs.

recommendations. B.2 Type B Repairs

reinforcement bars to in-place concrete outside of the manufacturer’s temperature recommendations.

temperature exceeds 80°F without the approval of the Concrete Engineer. B.3 Type C Repairs

to the in-place concrete pavement before performing the 2302.3F.5, “Dowel Bar Anchoring Test Section,” unacceptable in accordance with 1512, “Unacceptable and Unauthorized Work”

“Type C Repairs.”

Concrete Engineer, in conjunction with the Engineer, and an approved cold weather protection Plan is in place.

reinforcement bars or dowel bars to in-place concrete outside of the manufacturer’s temperature recommendation. B.4 Dowel Bar Retrofits

pavement temperatures are above 90°F.

or below 90°F. B.5 Concrete Grinding

established in either Table 2302.3-1, Table 2302.3-2 or, 2302.3C.4, “Opening to Construction Equipment and Traffic,” have been met.

pre-grinding meeting, submit to the Engineer in writing the proposeds lurry management Plan the grinding Contractor will utilize to remain in conformance with 1717, “Air, Land, and Water Pollution.” At the pre-grinding meeting, the Engineer and Contractor will review the site to identify the environmentally sensitive areas. C General Establish traffic control one day in advance of the beginning of the rehab operation for rehab surveys and locations. C.1 Removals Dispose of all removals outside the Right-of-way in accordance with 2104, “Removing Pavement and Miscellaneous Structures,” to the satisfaction of the Engineer. Repair any damage to any in-place pavement, Roadway Structure, joints, Shoulders, or appurtenance caused by the Contractor’s operations as directed by the Engineer before final acceptance at no cost to the Department. Replace bituminous Shoulder pavement, as directed by the Engineer, is included in the appropriate Type B or Type C pay item found in 2302, “Concrete Pavement Rehabilitation.”

To prevent concrete pavement blow ups, saw full-depth relief cuts in the adjacent lanes and remove a transverse section 4 inches wide by full-width of the slab as the Contractor determines necessary to protect the existing concrete pavement. If the Contractor chooses not to saw a relief cut and damage is caused to the remaining concrete pavement, the Contractor shall make repairs as directed by the Engineer, at no cost to the Department. Before opening to traffic, backfill the void formed after concrete removal with Class 5 or other Material as approved by the Engineer at no cost to the Department. Maintain the backfill Material flush within a tolerance of +/- 1/2 inch with adjacent concrete. C.2 Placing and Finishing Concrete Use concrete placing and finishing procedures that do not result in rounding of the surface at any joints or headers. Reestablish longitudinal and transverse joints and cracks according to J oint Repair Type A1 detail. Tool rounded edges adjacent to all inserts and forms. Limit overcutting into adjacent lanes to the Nominal radius of the saw blade. At no cost to the Department, seal overcuts into adjacent lanes in accordance with the Joint Repair Type A1 detail. Assure that concrete repairs do not protrude beyond the original cross -section of the pavement by more than 3/8 inch by forming or sawing the edges. Provide broomed surface texturing for skid resistance to all repairs, including when concrete grinding is to take place. C.3 Concrete Curing and Protection After completing final finishing operations, cure all exposed concrete surfaces. Use one of the following curing methods:

“Poly-Alpha Methyl Styrene (AMS) Membrane Curing Compound, ” or 3755, “Linseed Oil Membrane Curing Compound,” within 10 minutes of concrete placement or once the bleed water has dissipated unless otherwise directed by the Engineer in accordance with 2302.3C.3.a(1), “Membrane Curing Method.”

“Poly-Alpha Methyl Styrene (AMS) Membrane Curing Compound, ” or 3755, “Linseed Oil Membrane Curing Compound,” within 30 minutes of concrete placement or once the bleed water has dissipated unless otherwise directed by the Engineer in accordance with 2302.3C.3.a(1), “Membrane Curing Method.” Place the membrane-curing compound on the edges within 30 minutes after permanent removal of the forms or curing blankets unless otherwise specified in the Contract.

soon as practical without marring the surface in accordance with 2302.3C.3.a(2), “Blanket Curing Method.” Whenever weather conditions are such as to cause unusual or adverse placing and finishing conditions or Equipment failures occur, expedite the application of a curing method or temporarily suspend the mixing and placing operations, as the conditions require.

If necessary to remove the coverings to saw joints or perform other required W ork, remove the covering for the minimum time required to complete that W ork. C.3.a Curing Methods C.3.a(1) Membrane Curing Method Before application, agitate the curing compound as received in the shipping container to obtain a homogenous mixture. Protect membrane-curing compounds from freezing. Handle and apply the membrane-curing compound in accordance with the manufacturer’s recommendations. The Engineer will only approve airless spraying machines equipped with a recirculating bypass system that provides for continuous agitation of the reservoir Material, separate filters for the hose and nozzle, and multiple or adjustable nozzle system that provides for variable spray patterns. Apply the curing compound in accordance with the following:

uniform, solid, white, opaque coverage on all exposed concrete surfaces (equal to a white sheet of typing paper). If using a Department-approved curing compound with a non-white base color, apply the compound to provide a uniform, solid, opaque consistency meeting the intent of the requirement in this section.

period, immediately repair the damaged area by re-spraying.

spraying results in unsatisfactory curing, the Engineer may require the Contractor to use the blanket curing method at no additional cost to the Department. C.3.a(2) Blanket Curing Method After completion of the finishing operations and without marring the concrete, cover the concrete with curing blankets. Install in a manner that envelops the exposed concrete and prevents loss of water vapor. After the concrete has cured, apply membrane curing compound to the concrete surfaces that will remain exposed in the completed Work. C.3.b Protection Against Rain Protect the concrete from damage due to rain. Have available, near the site of the Work, Materials for protection of the edges and surface of concrete. Should any damage result, the Engineer will suspend operations until corrective action is taken and may subject the rain-damaged concrete to 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work.” C.3.c Protection Against Cold Weather for Full Depth (Type C) Repairs If the National Weather Service forecast for the construction area predicts air temperatures of 36°F or less within the next 24 hours and the Contractor wishes to place concrete, submit a cold weather protection Plan.

Protect the concrete from damage including freezing due to cold weather. Should any damage result, the Engineer will suspend operations until corrective action is taken and may subject the damaged concrete to 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work.” C.3.c(1) Cold Weather Protection Plan Submit a proposed time schedule and Plans for cold weather protection of concrete in writing to the Engineer for acceptance that provides provisions for adequately protecting the concrete during placement and curing. Include a method of monitoring the concrete temperatures. Ensure concrete pavement repair temperatures remain above 32°F for the entire cure time as defined in 2302.3C.4, “Opening to Construction Equipment and Traffic,” note (3). Do not place concrete until the Engineer accepts the Contractor's cold weather protection Plans. C.4 Opening to Construction Equipment and Traffic The Engineer will not allow the Contractor to open concrete pavement repairs to construction equipment/vehicles, concrete grinding equipment, cleanup equipment, or public traffic unless one of the following requirements has occurred:

concrete attains a minimum age of 7-Calendar Days, or

the admixture type, dosage rate, and minimum ambient temperature requirements outlined in Table 2302.3-1 are met, or

control strength specimens obtain minimum compressive strength of 3000psi or minimum flexural strength of 500 psi

hours and control strength specimens obtain minimum compressive strength of 2000 psi or minimum flexural strength of 350 psi

strength specimens obtain minimum flexural strength of 500 psi or minimum compressive strength of 3000 psi

specimens in accordance with 2461. The Engineer will test the control specimens in accordance with ASTM C39, Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens. If the Engineer is unable to test the control specimens the Contractor will test the control specimens in accordance with the following:

mechanical or hydraulic concrete cylinder testing machine, in accordance with ASTM C39, Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

control specimen fabrication site

When opening times are less than 3 Calendar Days, provide the Engineer with a letter from the manufacturer stating the required minimum cure times of the Epoxy Resin Adhesive

comply with the early opening times. Do not open to construction E quipment or traffic until the manufacturer’s recommended minimum cure times are met. Once one of the above conditions has been met, sweep the portion of the closed T raffic Lane with a power pick-up broom before opening. Use water to control dust at the discretion of the Engineer. D Type A Repairs Type A repairs include: variable width joint crack repair/joint repair (Type A1) and variable width in-place joint or crack repair/joint repair (Type A2). Saw and clean transverse and longitudinal joints or cracks as specified below, in preparations for sealing seal joints or cracks. D.1 Removals When performing variable width joint crack repair/joint repair (Type A1): Remove the in-place joint sealer if applicable. The Contractor may remove the in -place joint sealer in conjunction with widening of the inplace joint or crack. Widen in-place or newly constructed transverse or longitudinal joint or crack by saw cutting and to a depth shown on the Variable width joint crack repair/joint repair (Type A1) detail. Freshly saw both joint faces. Do not widen the in-place joint or crack greater than 1/4 inch from its existing width. When performing the variable width in-place joint or crack repair/joint repair (Type A2): Remove all of the existing joint seal Material from the in-place joint, insofar as possible, with ripping teeth, wire brush, sawing, or other reasonable Equipment to the satisfaction of the Engineer. Do not use Equipment that will cause spalling of the pavement surface. D.2 Preparation Thoroughly clean all joints and cracks by water flushing immediately after sawing. After joint has dried, sandblast then air blast. Assure that the joints or cracks are clean, dry, and free of all incompressible Material before applying sealant. D.3 Repair Install a closed cell backer rod when joints or cracks are 1/4 inch or greater. Install backer rod of a diameter and to the depth shown on the Joint repair (Type A) details. Use a Department approved hot pour joint sealer meeting the requirements of 3725, “Hot-Poured, Extra Low Modulus, Elastic Type Joint and Crack Sealer.” Apply joint sealer in accordance with the manufacturer’s recommendations.

Fill joints or cracks to 1/16 inch below the pavement surface. Any overfilling of hot-pour joint sealer will require removal and replacement by the Contractor at no cost to the Department. E Type B Repairs Type B Repairs include: Partial depth repair (Type BA), Partial depth repair special (Type BE), and Joint and crack repair (Type B3). Remove deteriorated concrete at designated (Type B) repair areas; reestablish joints and cracks; furnish, place, and cure 3U18 concrete to the original slope and grade ; and saw and seal reestablished joints. E.1 Removals The Engineer will not allow jackhammers for partial depth concrete removals. Removal chipping hammers are limited to a maximum rated weight of 35 pounds. Equip milling machines used for concrete removal with a device for stopping at preset depths to prevent damage to the dowel bars. Remove the concrete surface and all deteriorated concrete in the designated repair areas to a minimum depth of 2 inches. Do not damage the dowel bars during the removal process. Any damage is the responsibility of the Contractor at no cost to the Department. Remove the concrete surface in the designated repair area by either of the following:

from the Contractor’s removal operations at no cost to the Department.

30 degree to 60 degree angle. E.2 Preparation If dowel bar or reinforcement bar cross-sectional loss due to corrosion is slight, place duct tape over the dowel bar, or another bond breaking Material approved by the Engineer. Cut or burn-off the bar if the dowel bars are misaligned, exhibit corrosion to a greater degree , or if the end of the dowel is exposed. If this involves more than three adjacent dowels, remove and replace the entire joint with a Full depth repair (Type CD). Sandblast then air blast Type B repairs clean. Drill and grout No. 4 epoxy coated reinforcement bars for Partial depth repair special (Type BE). Maintain a minimum of 1 inch concrete cover around bar. Install additional drill and grout No. 4 epoxy coated bars at 6 inches center-to-center while maintaining the minimum concrete cover. The installation of the preformed joint filler is required before concrete placement in order to reestablish the joint or crack within the repair and to prevent the infiltration of the concrete into the crack or joint that runs through the repair. Allowing concrete to infiltrate into the joint or crack may cause a compression failure. In some instances (mainly when concrete is removed under dowel bars), the preformed joint filler will not completely plug the joint or crack within the repair. If this circumstance is encountered, remove a section of the dowel bar to allow the placement of the preformed joint filler or place clean concrete sand to fill the void below the joint filler.

The practice of using sand in places where joint filler installation is impractical may result in a reduced repair life and is meant to be used on an occasional basis. Therefore, the Engineer should make an early determination of the extent of this type of fix and may want to use a Full depth repair (Type CD) in lieu of the Joint and crack repair (Type B3). The Engineer may allow sawing for joint re-establishment when the following conditions exist:

joint

repair

Do not saw for joint re-establishment if Type B repair depth extends below the top of the dowel bars or Type B repair is used to repair a random crack. E.2.a Application of Bonding Agent The Contractor will choose a method for bonding the 3U18 mix to the in- place concrete in accordance with the following:

repair surface consisting of 2 parts of Type I or Type I/II Portland cement and 1 part sand, mixed with sufficient water to form a slurry.

scrubbing (with a stiff bristle broom) onto the in-place concrete surface. After applying the grout/slurry, immediately backfill repair with concrete.

discontinue the concrete backfill operation. Re-sandblast the repair before reapplying grout and concrete backfill.

surface to achieve a saturated condition before 3U18 concrete backfilling. Apply multiple applications of potable water as necessary to achieve a saturated condition.

discontinue concrete backfill operations.

slurry/grout is still required at the repair surface. E.3 Repair Furnish 3U18 concrete, mix, place, surface finish, apply broom texture, apply grout slurry, cure, and saw and seal.

Provide a repaired surface tolerance that does not vary by more than 1/8 inch from the existing pavement surface as measured with a straightedge placed over the repair . Replace or grind the repair as necessary to correct deficiencies. After radius edging inserts, final finishing, and providing broomed surface texture, apply a heavy application of bonding grout/slurry at the surface interface (around the perimeter) of the Type B repair and the in-place concrete pavement. Position the grout/slurry band so 1 inch is over the in-place pavement and 3 inches is located over the newly placed repair. Apply the concrete cure in accordance with 2302.3C.3, “Curing Methods,” and protect the concrete repair from damage. Saw and seal reestablished joints and cracks within Type B repairs in accordance with the variable width joint crack repair/joint repair (Type A1). F Type C Repairs Type C Repairs include: Full depth repair (Type CD-LV), Full depth repair (Type CD-HV), Pavement replacement (Type CX), Full depth repair (Type CA-LV), Spot full depth repair (Type C1-LV), and Utility trench full depth repair (Type C2). Repairs with the designation LV are intended for use on non-state designated Roadways only. The Full depth repair (Type C1-LV, Type C2-LV, and CA-LV) are for use on Projects with a small quantity of repairs. Saw cut concrete full depth and perform full-depth concrete removal; restore and compact the grade; install reinforcement bars, dowel bars, or both; and furnish, place, finish, cure concrete and saw , and seal joints. F.1 Removals Saw cut the concrete pavement full depth. Removal of the concrete pavement must take place within 48 hours of the full -depth saw cutting. On Roadways closed to traffic during construction, the Engineer will allow removals beyond 48 hours as long as the removal process does not damage the in-place concrete. Repair or replace any damage to the adjacent pavement that occurs during the removal process to the satisfaction of the Engineer and at no cost to the Department. F.2 Preparation When the Full depth repair is used in the transverse direction, furnish and install 18 inch by 1.25 inch diameter dowel bars. When the Full depth repair is used in the longitudinal direction, furnish and install 18 inch long, No. 8 epoxy coated reinforcement bars, in lieu of the dowel bars. Provide dowel bars or reinforcement bars that are free of dirt, grease, oil , or other foreign Material. Use drill bit(s) 1/8 inch or greater than the Nominal outside diameter of the dowel bar or epoxy coated reinforcing steel that are anchored to the in-place concrete pavement. Provide a drill assembly or gang drill assemblies capable of drilling straight and true holes, to the required penetrating depth, drilling at mid-concrete pavement thickness, and to the tolerances shown below.

Install dowel bars in Full depth repair (Type CD-LV), Full depth repair (Type CD-HV), and if applicable, the Spot full depth repair (Type C1-LV) in accordance with the following tolerances:

concrete slab

Place dowel bar basket assemblies as outlined in the Pavement replacement (Type CX) and Full depth repair (Type CA-LV) details. Use either the epoxy resin adhesive (ERA) or non-shrink grout (NSG) installation method to anchor the dowel bars and reinforcement bars into the concrete. Clean and prep the drilled holes in accordance with adhesive manufacturer’s recommendations. Final approval of the methods used to anchor dowel bars or reinforcement bars is based on actual field performance as verified by random coring. F.2.a Epoxy Resin Adhesive (ERA) Installation Method From the APL furnish an ERA Material with a stated application of anchoring dowel bars or reinforcement bars. Provide to the Engineer an installation data sheet from the manufacturer. The ERA will meet AASHTO M 235 Standard Specification for Epoxy Resin Adhesives, Type IV (Load Bearing Applications), Grade 3 (Non-sagging consistency), and of a Class (Temperature Range) to match the pavement temperature at the time of application. ERA Class (Temperature Range) designations are as follows:

defined by the manufacturer of the ERA When pavement temperatures are below 40°F use Class A, when pavement temperatures are between 40°F and 60°F use either Class A or B, when pavement temperatures are above 60°F use Class A, B or C. ERA injection can be by either a mechanical caulking apparatus or a pneumatic injection system and have a nozzle capable of reaching and filling the back of the drill hole. In accordance with the manufacturer’s recommendations, fill drill hole with adhesive and insert dowel or reinforcement bars. F.2.b Non-Shrink Grout (NSG) Installation Method From the APL furnish a NSG Material with a stated application of anchoring horizontal dowel bars or reinforcement bars. Provide to the Engineer an installation data sheet from the manufacturer of NSG Material. Provide either self-contained grout capsule or pre-bagged NSG utilizing an injection system capable of reaching and filling the back of the drill hole. F.3 Before Concrete Placement When placing concrete adjacent to in-place concrete pavement joints, protect ends of transverse joints to the satisfaction of the Engineer to prevent concrete mortar from infiltrating into the existing joints, resulting in compression spalls.

Do not remove any preformed joint filler used in the re-establishment of joints in Type C repairs, except by sawing or as allowed by the Engineer. F.4 Repair Furnish, place, finish, and cure concrete grades 3R52 or 3RHE52 for Type C repairs. In accordance with Full depth repair details Types CD-HV, CD-LV, and CA-LV, furnish, and place transverse No. 4 epoxy coated reinforcing steel. In accordance with the Full depth repair detail Type C2-LV, furnish both transverse and longitudinal reinforcing steel. In accordance with Pavement replacement (Type CX) repair detail, drill and grout No. 4 by 18 inches long epoxy coated reinforcing (tie) steel into the adjacent lane at a spacing of 30 inches. The Engineer will require corrective Work on vertical surface deviations greater than 1/4 inch within the span of the 10 foot straightedge in any direction. For corrected variations, the Engineer will accept deviations less than or equal to 1/4 inch within the span of a 10 feet straightedge in any direction. Restore contraction joints by green sawing to a depth of 1/3 of the pavement thickness. In accordance with Joint repair (Type A1) detail, prepare and seal saw cuts and reestablished cracks. F.5 Dowel Bar Anchoring Test Section Provide a dowel bar anchoring test section consisting of a complete Full d epth repair (Type CD-HV or CD-LD) at a site directed by the Engineer at least 1 Calendar Day before startup of major Full depth repair (Type CD-HV or CD-LV) operations. Perform the dowel bar anchoring test section as follows:

depth repair (Type CD-HV or CD-LV) detail.

appropriate Full depth repair (Type CD-HV or CD-LV).

dowel bars to the in-place concrete pavement.

depth repair (Type CD-HV or CD-LV).

from the sawed vertical face. F.5.a Evaluation of Dowel Bar Anchoring Test Section The Engineer in conjunction with the Concrete Engineer will determine if the anchoring of the dowels is acceptable. The Concrete Engineer considers the anchoring method acceptable if no air voids are greater than 1/4 inch in any direction. Cores will become the property of the Engineer. If the Engineer determines the anchoring of the dowels is acceptable, the Engineer will notify the Contractor to begin production operations. The Engineer’s continued acceptance is based on satisfactory placement and performance.

If the Engineer determines the anchoring of the dowels is not acceptable, remove the first test section and install another test section at the Contractor’s expense. The Engineer will not extend the Contract Time for the additional test section. Upon acceptance of the dowel bar anchoring test section, perform the following:

test section.

(Type CD) detail.

price of Full depth repair (Type CD) and Pavement replacement (Type CX).

Time. F.6 Dowel Bar Anchoring Assurance Take additional cores to confirm consistent dowel bar or reinforcing steel anchoring. For each 1500 linear feet of Full depth repair (Type CD), the Engineer will randomly choose 2 separate repairs and mark dowel bars for an assurance core. For each 6000 square feet of Full depth repair (Type C1), the Engineer will randomly choose 2 separate repairs and mark reinforcing steel for an assurance core. The Engineer will review the cores to determine if the anchoring operations remain acceptable. If the dowel bars or reinforcing bars show air voids greater than that specified in 2302.3F.5.a, “Evaluation of Dowel Bar Anchoring Test Section,” take additional cores as directed by the Engineer to determine the severity. The Engineer will suspend full depth repair operations if dowel bars are anchored improperly. Operations will not resume until the Contractor has demonstrated to the Engineer that the problem which caused the air voids is corrected. If the cores show proper anchoring, back fill core holes with 3U18 concrete. When the dowel bar anchoring assurance coring operations show satisfactory placement and performance, the Engineer, in conjunction with the Concrete Engineer, may decrease the frequency to 2 assurance cores for every 3000 lineal feet of full depth repair (Type CD-HV or CD-LV). G Dowel Bar Retrofit Retrofit dowel bars in mainline joints and/or mid-panel cracks as shown on the Plans. Perform dowel bar retrofits only after all other repairs are completed on the joint or crack. G.1 Removal Schedule operations so that concrete removed during any Work shift is replaced with dowel bars and backfill Material before the time the lane is re-opened to traffic. Employ saws equipped with gang mounted diamond blades capable of cutting the required amount of slots in each wheel path simultaneously. Vacuum up and remove water and saw residue from the pavement surface. Skewed joints or cracks may require slots longer than that specified in the details. The Engineer will not provide compensation for the additional sawing or any component of the dowel bar retrofit beyond the limits shown on the dowel bar retrofit detail required to ensure at least 7 inches of dowel bar is placed on each side of the joint or crack. Limit traffic to 5 Calendar Days on sawn slots before completing the retrofit operation.

For smaller Projects (100 bars or less), the Engineer may allow walk-behind saws instead of slot saws as long as a template is used to ensure the slot locations are within the tolerances specified on the dowel bar retrofit detail and below. Make two saw cuts in the pavement to outline the longitudinal sides of each dowel bar slot. Saw the slots to the depth and length that allows placing the dowel at mid- depth in the pavement slab. Place the slot saw cuts:

Note: Always measure dowel bar offsets from the Roadway centerline. Remove the concrete between the parallel saw cuts with a chipping hammer. Do not punch through the bottom of the slot or dislodge the pavement that is to remain in place. During concrete removal operations, use a small brush hammer as necessary to produce a flat, level surface within the slot for placing the bar in the proper location. Dispose of the removal debris on a daily basis, unless otherwise approved by the Engineer. G.2 Preparation G.2.a Slot Cleaning and Preparation Sufficiently clean the bottom of the slots with a chipping or brush hammer to allow the dowel bar assembly to sit parallel to the pavement surface. If needed, dry the slot before sandblasting with a high pressure air blasting heat lance. Sandblast the vertical sides and bottom of the slot after the concrete removal operations to completely remove loose debris and saw residue. Continue to sandblast until the sawing residue is removed and the vertical sawed faces are rough to the touch. The Contractor may recommend alternative methods of roughening for approval by the Engineer. The Engineer will require additional sandblasting if the slots become wet from any source after initial sand and air blasting other than 2302.3F.3, “Before Concrete Placement.” Immediately before beginning sealing of the joint or crack inside the slot, further clean exposed surfaces and cracks with a “moisture and oil free” high pressure air blasting of 150 pounds per square inch minimum. Protect traffic from sand and air blasting in a manner approved by the Engineer. G.2.b Sealing Joints and Cracks in Slot After sand and air blasting the slot, seal the bottom and sides of the crack with caulking Material to keep the patching Material from leaking into the joint or crack. Cure caulking Material for a minimum of 2 hours or until tack free or according to the manufacturer's recommendations, whichever is longer, before placing the approved rapid set, non-shrink concrete. The caulking filler shall not extend 1/2 inch beyond each side of the existing joint or crack. The Contractor may complete sealing of the cracks in conjunction with furnishing and installing the dowel assembly.

G.2.c Installation of Preformed Joint Filler Furnish preformed joint filler in accordance with 2302.3G, “Dowel Bar Retrofit,” and the following:

diameter as the specified dowel bar. Use a slightly larger hole when necessary to accommodate a skewed joint or crack.

are not allowed.

dowel to extend to the bottom of the slot.

or crack and tight to the bottom and edges of the slot during placement of the concrete. If the preformed joint filler shifts during construction operations or if a crack forms adjacent to the preformed joint filler, the Engineer will require removal and replacement of the dowel bar retrofit at the Contractor’s expense. G.2.d Installation of Dowel Assembly into Slot Supply dowel bar chairs that provide a minimum of 1/2 inch clearance between the bottom of the dowel and the bottom of the slot and with sufficient rigidity to hold the dowel bar in place during concrete placement and vibratory consolidation. Apply form release agent as a bond breaker on dowel bars before their placement in the slots. Install dowel assembly that has the bond breaker applied and is fitted with the compressible foam core board Material, the support chairs, and the 1/4 inch expansion caps on both ends into the slot in accordance with the following:

offsets from the Roadway centerline

the bottom of the slot G.3 Repair Thoroughly moisten (with potable water) surfaces of the slot immediately before filling with backfill Material. The Engineer will not allow standing water in the slot. Fill each prepared slot with an approved rapid set, non-shrink concrete for dowel bar retrofit repairs. Ensure the compressible foam core board remains upright over the existing joint or crack during the backfill operation. Vibrate the rapid set, non-shrink concrete with a small 1 inch diameter hand-held vibrator capable of thoroughly consolidating the concrete around the dowel bar and support chairs and without segregation. Finish the concrete flush to within a tolerance of 1/16 inch above the adjacent concrete surface. When concrete grinding is part of the Contract, leave the surface of the backfill M aterial 1/4 inch above the adjacent concrete surface. Immediately after final finishing, coat concrete with a membrane curing compound in accordance with 2302.3B.3, “Type C Repairs.”

G.4 Test Section Provide a test section consisting of complete dowel bar retrofit at a site directed by the Engineer at least 3 Calendar Days before startup of major operations as follows:

least 4 hours after completion of the test section. G.4.a Evaluation of Dowel Bar Retrofit Test Section The Engineer will determine if the retrofitting operation is acceptable. If the Engineer determines the retrofitting operation is acceptable, the Engineer will notify the Contractor to begin production operations. The Engineer’s continued acceptance is based on satisfactory placement and performance. If the Engineer determines the retrofitting operation is not acceptable, remove the first test section and install another test section at the Contractor’s expense. The Engineer will not extend the Contract Time for the additional test section. Upon acceptance of the dowel bar retrofit test section, perform the following:

samples were taken.

price for Dowel bar retrofit.

Time. G.5 Retrofit Dowel Bar Placement Alignment Assurance Take additional cores to confirm consistent dowel bar placement and proper consolidation for each 600 bars placed. The Engineer will randomly mark 2 retrofit locations for assurance coring. The Engineer will review the cores to determine if the retrofitting operation is acceptable. If the dowels are located incorrectly or air voids exist around the dowel bars, take additional cores, as directed by the Engineer, to determine the severity. The Engineer will suspend dowel retrofitting operations if dowels are installed improperly. Dowel retrofitting operations will not resume until the Contractor has demonstrated to the Engineer that the problem which caused the improper dowel positions or air voids is corrected. Replace any individual Dowel bar retrofit not functioning or damaged at the expense of the Contractor. The Engineer will not allow water from the coring operation to flow across lanes occupied by public traffic or flow into closed drainage facilities. After removal of the cores, completely remove and replace the dowel installation where the core samples were taken. When the dowel bar retrofit assurance coring operations show satisfactory placement and performance, the Engineer, in conjunction with the Concrete Engineer, may decrease the frequency of assurance cores to every 1200 bars placed or more.

H Repair Evaluation Period The repair evaluation period lasts 30 Calendar Days. The repair evaluation period begins after all Type B, Type C, Dowel bar retrofits repair and Concrete grinding (when required) are completed in a single Traffic Lane. The continuity of a single Traffic Lane is not broken by either staging or Project exceptions unless otherwise authorized by the Engineer. The Department will review concrete pavement repairs and the diamond ground finished surface for failures during the repair evaluation period. Remove and replace failures that appear within the review evaluation period in accordance with 1512, “Unacceptable and Unauthorized Work.” Failures include (but are not limited to) the loss of bonding to the in- place concrete or crack apparent in the repair other than the desired crack in the newly constructed joint or re -established crack, and damage caused by the Contractor’s operations. The repair evaluation period starts over for repaired failures. Provide traffic control for inspection of repairs within the repair evaluation period, for removal and replacement of failed repairs, and for re-evaluation of the repaired failures.

2302.4METHOD OF MEASUREMENT

The Engineer will not measure extra width to accommodate the Contractor's E quipment. Any extra width to accommodate the Contractor's Equipment is at the Contractor's expense. A Variable Width Joint or Crack Repair / Joint Repair (Type A1) The Engineer will measure Joint repair (Type A1) by the lineal length. The Engineer will not take separate measurements for varying widths. The Engineer will not measure and pay the restoration of joints and cracks through or alongside any Type B, Type C, or Dowel bar retrofit repairs under this Contract Item. B Variable Width In Place Joint or Crack Repair / Joint Repair (Type A2) The Engineer will measure Joint (Type A2) by the lineal length. The Engineer will not take separate measurements for varying widths. C Partial Depth Repair (Type BA) The Engineer will measure Partial depth repair (Type BA) by the actual area of the repair. Take the measurements for the area calculations at the pavement surface; include the 30 to 60 degree tapers in the measurements for the area calculations. D Joint and Crack repair (Type B3) The Engineer will measure Joint and crack repair (Type B3) by the lineal length. The Engineer will take additional measurements for payment under this or other Type B repairs only when the following requirement are met:

is equal to or greater than 1 square foot. This is not a cumulative quantity within a single Type B3 repair.

the Engineer.

of the joint or crack requires an additional repair when directed by the Engineer, regardless of the size of the repair preformed.

E Partial Depth Repair Special (Type BE) The Engineer will measure Partial depth repair special (Type BE) by the area of the repair. Take the measurements for the Type BE area calculation at mid-depth of the concrete pavement. The Engineer will take measurements for the Type BE only when the following requirements are met:

the concrete pavement is visible

special (Type BE) detail and at least one reinforcement bar is installed per unit of measure. When the above requirements are not met, the Engineer will only take measurements for payment on the Partial depth repair (Type BA) or Joint and crack repair (Type B3) regardless of the depth of the repair. The Engineer will provide measurement for payment for overlapping Type BA and Type B3 repairs for the most expensive repair only. F Full Depth Repair (Type CD-HV and Type CD-LV) The Engineer will measure Full depth repair (Type CD-HV and Type CD-LV) by the linear width. Take a single linear measurement of the repair at a right angle from the standard dimension of 4 feet as shown on the Full depth repair (Type CD-HV and Type CD-LV) detail. Unless the repair is placed at a skew to the Roadway centerline, then take the single linear measurement along the skewed saw cut. G Pavement Replacement (Type CX) The Engineer will measure Pavement replacement (Type CX) by the area of the repair. When the standard dimension of 4.0 feet as outlined on the Full depth repair (Type CD) or Full depth repair (Type CA-LV) detail is exceeded, measure the area that is outside the 4.0 feet dimension as Pavement replacement (Type CX). H Spot Full Depth Repair (Type C1-LV) The Engineer will measure Spot full depth repair (Type C1-LV) by area of the repair. I Utility Trench Full Depth Repair (Type C2-LV) The Engineer will measure Utility trench full depth repair (Type C2-LV) by area of the repair. J Full Depth Repair (Type CA-LV) The Engineer will measure Full depth repair (Type CA-LV) by the linear width. Take a single linear measurement of the repair at a right angle from the standard dimension of 4 feet as shown on the Full Depth Repair (Type CA-LV) detail. Unless the repair is placed at a skew to the R oadway centerline, then take the single lineal measurement along the skewed saw cut. K Dowel Bars The Engineer will measure Dowel bars per each individual Dowel bar, as supplied in dowel bar basket assemblies for Pavement replacement (Type CX) repairs. L Drill and Grout Reinforcement Bars The Engineer will measure Drill and grout reinforcement bars per each reinforcement bar, as furnished and installed as tie bars for Pavement replacement (Type CX) of 75 feet or greater in length. M Dowel Bar Retrofit The Engineer will measure Dowel bar retrofit per each individual dowel bar successfully installed. N Supplemental Reinforcement Bars (Epoxy Coated) The Engineer will measure Supplemental reinforcement bars (epoxy coated) by mass.

2302.5BASIS OF PAYMENT

The payment for concrete pavement rehabilitation Pay Items is compensation i n full for costs of Materials, Equipment, and labor required to complete the Work as specified in the repair detail, to the satisfaction of the Engineer. A Variable Width Joint or Crack Repair / Joint Repair (Type A1) The Department will pay for Variable width joint or crack repair / joint repair (Type A1) at the Contract Unit Price as full compensation for costs of removing and disposing of the in -place joint sealer, saw cutting both faces of the joint or crack to the proper depth and width, cleaning, sandblasting , furnishing and installing backer rod of the proper size and to the proper depth, furnishing and installing (hot poured) joint and crack sealer, cleanup, and any other Materials, labor, or Equipment necessary to complete the Work as specified. B Variable Width In Place Joint or Crack Repair / Joint Repair (Type A2) The Department will pay for Variable width in-place joint or crack repair / joint repair (Type A2) at the Contract Unit Price as full compensation for costs including but not limited to: removing and disposing of the in-place joint sealer; cleaning, sandblasting, furnishing and installing backer rod of the proper size and to the proper depth; furnishing and installing (hot poured) joint and crack sealer; cleanup, and any other Materials, labor, or Equipment necessary to complete the Work as specified. C Partial Depth Repair (Type BA) The Department will pay for Partial depth repair (Type BA) at the Contract Unit Price as full compensation for costs including but not limited to: removing and disposing of the in -place concrete pavement as marked by the Engineer, tapering the edges of the repair back at 30 to 60 degrees, cleaning, sandblasting and air blasting, furnishing and installing bonding grout, furnishing and installing preformed joint filler to reestablish the joint or crack within or along the repair, furnishing and placing concrete within the repair, vibrating, screeding, finishing, applying surface texture, placing cement and sand slurry around the edges, curing and protecting the concrete, sawing and sealing reestablished joints and cracks in accordance with the Joint repair (Type A1) detail, cleanup, and any other Materials, labor, or Equipment necessary to complete the Work as specified. D Joint and Crack Repair (Type B3) The Department will pay for Joint and crack repair (Type B3) at the Contract Unit Price as full compensation for costs including but not limited to: removing and disposing of the in -place concrete pavement as marked by the Engineer, tapering the edges of the repair back at 30 to 60 degrees, cleaning, sandblasting, furnishing and installing preformed joint filler to reestablish the joint or crack within or along the repair, furnishing and installing bonding grout, furnishing and placing concrete within the repair, vibrating, screeding, finishing, applying surface texture, placing cement and sand slurry around the edges, curing and protecting the concrete, sawing and sealing reestablished joints and cracks in accordance with the Joint repair (Type A1) detail, cleanup, and any other Materials, labor, or Equipment necessary to complete the Work as specified. E Partial Depth Repair Special (Type BE) The Department will pay for Partial depth repair special (Type BE) at the Contract Unit Price as full compensation for costs including but not limited to: removing and disposing of the in-place concrete pavement, cleaning, sandblasting and air blasting, furnishing and grouting reinforcement bars (epoxy coated), furnishing and installing bonding grout, furnishing and installing preformed joint filler to reestablish the joint or crack within or along the repair, furnishing and placing concrete within the repair, and vibrating. The Department will pay in conjunction with the Partial depth repair (Type BA) or Joint and crack repair (Type B3).

If after removal the Engineer changes the initial Partial depth repair (Type BA) or Joint and crack repair (Type B3) to a Full depth repair (Type CD-HV or CD-LV), the Department will pay the Contractor at a measured quantity of 40 percent of the Type B repair Contract Item plus the full cost for the Type C repair. F Full Depth Repair (Type CD-HV and Type CD-HV) The Department will pay for Full depth repair (Type CD-HV and Type CD-LV) at the Contract Unit Price as full compensation for costs including but not limited to: s aw cutting the pavement full depth; removal and disposal of the in-place pavement; restoring and compacting the base; furnishing and installing preformed joint filler; furnishing, drilling, and anchoring dowel bars; coring both the dowel bar anchoring test section and the random assurance cores; backfilling the assurance core holes with 3U18 concrete; furnishing and placing concrete within the repair; vibrating, screeding, finishing, applying surface texture, curing, and protecting the concrete; sawing and sealing reestablished joints, cracks and saw cuts in accordance with the Joint repair (Type A1) detail; cleanup; and any other Materials, labor, or Equipment necessary to complete the Work as specified. G Pavement Replacement (Type CX) The Department will pay for Pavement replacement (Type CX) at the Contract Unit Price as full compensation for costs including but not limited to: saw cutting the pavement full depth; removing and disposal of the in-place pavement; restoring and compacting the base; furnishing and installing preformed joint filler; furnishing and placing concrete within the repair; vibrating, screeding, finishing, applying surface texture, curing, and protecting the concrete; sawing; sealing reestablished crack, joints, and saw cuts in accordance with the Joint repair (Type A1) detail; cleanup; and any other Materials, labor, or Equipment necessary to complete the Work as specified. The Department will pay for Pavement replacement (Type CX) in conjunction with the Full depth repair (Type CD-HV) or the Full depth repair (Type CA-LV). H Spot Full Depth Repair (Type C1-LV) The Department will pay for Spot full depth repair (Type C1-LV) at the Contract Unit Price as full compensation for costs including but not limited to: saw cutting the pavement full depth; removal and disposal of the in-place pavement; restoring and compacting the base; furnishing and installing preformed joint filler; furnishing, drilling, and grouting dowel bars, epoxy coated reinforcement bars, or both; random assurance cores; backfilling the assurance core holes with 3U18 concrete; f urnishing and placing concrete within the repair; vibrating, screeding, finishing, applying surface texture, curing, and protecting the concrete; sawing, sealing reestablished joints, cracks, and saw cuts in accordance with the Joint repair (Type A1) detail; cleanup; and any other Materials, labor, or Equipment necessary to complete the Work as specified. I Utility Trench Full Depth Repair (Type C2-LV) The Department will pay for Utility trench full depth repair (Type C2-LV) at the Contract Unit Price as full compensation for costs including but not limited to: s aw cutting the pavement full depth; removal and disposal of the in-place pavement; restoring and compacting the base; furnishing and installing preformed joint filler; furnishing, drilling, and grouting epoxy coated reinforcement bars; furnishing and placing concrete within the repair; vibrating, screeding, finishing, applying surface texture, curing, and protecting the concrete; sawing; sealing reestablished joints, cracks, and saw cuts in accordance with the Joint repair (Type A1) detail; cleanup; and any other Materials, labor, or Equipment necessary to complete the Work as specified. J Full Depth Repair (Type CA-LV) The Department will pay for Full depth repair (Type CA-LV) at the Contract Unit Price as full compensation for costs including but not limited to: saw cutting the pavement full depth; removal and disposal of the in-place pavement; restoring and compacting the base; furnishing and installing preformed joint filler and dowel bar baskets assemblies; drilling and grouting reinforcement bars; furnishing and

placing concrete within the repair; vibrating, screeding, finishing, applying surface texture, curing, and protecting the concrete; sawing; sealing reestablished joints, cracks, and saw cuts in accordance with the Joint repair (Type A1) detail; cleanup; and any other Materials, labor, or Equipment necessary to complete the Work as specified. K Drill and Grout Reinforcement Bars The Department will pay for Drill and grout reinforcement bars at the Contract Unit Price as full compensation for costs including but not limited to: drilling concrete, furnishing reinforcement bars (epoxy coated), and installing reinforcement bars with an approved grout or epoxy bonding agent. L Dowel Bar Retrofit The Department will pay for Dowel bar retrofit at the Contract Unit Price as full compensation for costs including but not limited to: sawing the slot; removal of the concrete within the slot; removing and vacuuming debris; sandblasting and air blasting; dowel bar retrofit test section and assurance testing including coring and removals; sealing the crack inside of the slot, the dowel bar, and expansion caps; chairs; release agent; preformed joint filler or cardboard Material; furnishing and placing non-shrink, rapid setting concrete mixture; finishing, curing, and protecting the concrete; sawing; sealing reestablished joints and cracks in accordance with the Joint repair (Type A1) detail; cleanup; and any other Materials, labor, or Equipment necessary to complete the Work as specified. M Supplemental Reinforcement Bars (Epoxy Coated) The Department will pay for Supplemental reinforcement bars (epoxy coated) at the Contract Unit Price as full compensation for costs including but not limited to, furnishing and installing epoxy coated reinforcement bars as specified. N Dowel Bars The Department will pay for Dowel bars at the Contract Unit Price as full compensation for costs including but not limited to, furnishing and installing dowel bars in dowel bar basket assemblies. O Monetary Adjustment The Department must apply Incentives and Disincentives and may apply monetary deductions for Concrete Pavement Rehabilitation. The amounts of these adjustments are deemed reasonable. O.1 Concrete Curing and Protection Failure to comply with the 2302.3C.3, “Concrete Curing and Protection,” will result in the Engineer, in conjunction with the Concrete Engineer, applying a monetary deduction in accordance with 1503, “Conformity with Contract Documents” and 1512 “Unacceptable and Unauthorized Work.” For Type B Repairs, the Department will apply a monetary deduction of 100 percent of the unit bid price for the concrete in question. For Type C Repairs, the Department will apply a monetary deduction of $100.00 per cubic yard or 50 percent of the Contractor-provided invoice amount for the concrete in question, whichever is less. The Contractor may remove and replace the Type B or Type C Repairs at their own expense in lieu of the monetary deduction.

P Schedule The Department will pay for the concrete pavement rehabilitation on the basis of the following schedule: Item No. Item Unit

2302.502 Dowel Bars each

2 Drill and Grout Reinforcement Bar (Epoxy Coated) each

2 Dowel Bar Retrofit each

3 Joint Repair (Type A1) linear foot

3 Joint Repair (Type A2) linear foot

3 Joint and Crack Repair (Type B3) linear foot

3 Full Depth Repair (Type CA-LV) linear foot

3 Full Depth Repair (Type CD-LV) linear foot

3 Full Depth Repair (Type CD-HV) linear foot

4 Pavement Replacement (Type CX) square yard

4 Utility Trench Full Depth Repair (Type C2-LV) square yard

8 Supplemental Reinforcement Bars (Epoxy Coated) pound

2302.518 Partial Depth Repair (Type BA) square foot

8 Partial Depth Repair Special (Type BE) square foot

8 Spot Full Depth Repair (Type C1-LV) square foot