602DESCRIPTION

602.01 DESCRIPTION. Repair and rehabilitate e x i s t i n g , a g e d portland

cement concrete pavements. T h i s w o r k 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 202.02 . Quality assurance requirements shall be as specified in the latest edition of the Department’s publication entitled "Application of Quality ".

602.02 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.

602.03 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.

602.04 Cleaning and Filling Existing Long Itudinal

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 joints and adjacent pavement surfaces of existing sealants, incompressibles and debris to the satisfaction of the engineer in acc ordance with the plans by sandblasting. Blow the joint dry, free of any debris by compressed air just prior to filling. The air compressor will be equipped with an approved oil and water trap. Portland Cement Co ncrete Pavement Rehabilitation

602.01 DESCRIPTION. Repair and rehabilitate e x i s t i n g , a g e d portland

cement concrete pavements. T h i s w o r k 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 202.02 . Quality assurance requirements shall be as specified in the latest edition of the Department’s publication entitled "Application of Quality ".

602.02 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.

602.03 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.

602.04 Cleaning and Filling Existing Long Itudinal

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 joints and adjacent pavement surfaces of existing sealants, incompressibles and debris to the satisfaction of the engineer in acc ordance with the plans by sandblasting. Blow the joint dry, free of any debris by compressed air just prior to filling. The air compressor will be equipped with an approved oil and water trap. Portland Cement Co ncrete Pavement Rehabilitation

602.01 DESCRIPTION. Repair and rehabilitate e x i s t i n g , a g e d portland

cement concrete pavements. T h i s w o r k 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 202.02 . Quality assurance requirements shall be as specified in the latest edition of the Department’s publication entitled "Application of Quality ".

602.02 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.

602.03 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.

602.04 Cleaning and Filling Existing Long Itudinal

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 joints and adjacent pavement surfaces of existing sealants, incompressibles and debris to the satisfaction of the engineer in acc ordance with the plans by sandblasting. Blow the joint dry, free of any debris by compressed air just prior to filling. The air compressor will be equipped with an approved oil and water trap. Portland Cement Co ncrete Pavement Rehabilitation

602.01 DESCRIPTION. Repair and rehabilitate e x i s t i n g , a g e d portland

cement concrete pavements. T h i s w o r k 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 202.02 . Quality assurance requirements shall be as specified in the latest edition of the Department’s publication entitled "Application of Quality ".

602.02 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.

602.03 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.

602.04 Cleaning and Filling Existing Long Itudinal

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 joints and adjacent pavement surfaces of existing sealants, incompressibles and debris to the satisfaction of the engineer in acc ordance with the plans by sandblasting. Blow the joint dry, free of any debris by compressed air just prior to filling. The air compressor will be equipped 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 1003.08.1 . 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 me thods 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.

602.05 Cleaning and Resealing Existing Longitud Inal 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 any debris by 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. The air blowing operation is to proceed in one direction (forward) to prevent recontamination of the joint. Equip the air compressor with an a pproved 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 1005.02.1 . Install resealing materials in accordance with plan details and the manufacturer's recommendations. Use an appropriate sized backer r o d material for the joint size complying with 1005.02.1 . While sealing joints, seal small crushed corners, not repaired by other methods, with hot poured sealant to the satisfaction of the engineer at no direct pay. 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 1003.08.1 . 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 me thods 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.

602.05 Cleaning and Resealing Existing Longitud Inal 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 any debris by 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. The air blowing operation is to proceed in one direction (forward) to prevent recontamination of the joint. Equip the air compressor with an a pproved 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 1005.02.1 . Install resealing materials in accordance with plan details and the manufacturer's recommendations. Use an appropriate sized backer r o d material for the joint size complying with 1005.02.1 . While sealing joints, seal small 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.

602.06 CLEANING AND S EALING 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 sand or water by 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. Keep the crack dry 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 1005.02.1 , 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.

602.07 Full Depth Corner Patching of Jo Inted Concr Ete

PAVEMENT. Remove and replace to full-depth, portland cement concrete pavement corner breaks at locations shown on the plans or as directed and as follows. Remove unsound concrete within the patch area. The engineer must approve the me thod of removal. This approval is subject to demonstrating satisfactory performance without damage to the base course and adjacent pavement structure. Before placing concrete, saw existing joints, within or adjacent to patch areas, to provide for the placement of fiberboard or other approved material in the joint. Extend the fiberboard for the full thickness of the pavement. Remove deteriorated base course in the patch area, at no direct pay, and replace with concrete while patching as directed. When the engineer orders additional thickness of patching, in excess of plan thickness, payment will be made for the additional thickness in accordance with 602.17 .4. Place approved wood or me tal forms or fiberboard 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 areas to the satisfaction of the engineer after form removal at no direct pay. Keep the resealed joint closed to traffic until the sealant has satisfactorily cured to tack free.

602.06 CLEANING AND S EALING 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 sand or water by 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. Keep the crack dry 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 1005.02.1 , 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.

602.07 Full Depth Corner Patching of Jo Inted Concr Ete

PAVEMENT. Remove and replace to full-depth, portland cement concrete pavement corner breaks at locations shown on the plans or as directed and as follows. Remove unsound concrete within the patch area. The engineer must approve the me thod of removal. This approval is subject to demonstrating satisfactory performance without damage to the base course and adjacent pavement structure. Before placing concrete, saw existing joints, within or adjacent to patch areas, to provide for the placement of fiberboard or other approved material in the joint. Extend the fiberboard for the full thickness of the pavement. Remove deteriorated base course in the patch area, at no direct pay, and replace with concrete while patching as directed. When the engineer orders additional thickness of patching, in excess of plan thickness, payment will be made for the additional thickness in accordance with 602.17 .4. Place approved wood or me tal forms or fiberboard 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 areas to the satisfaction of the engineer after form removal at no direct pay. Keep the resealed joint closed to traffic until the sealant has satisfactorily cured to tack free.

602.06 CLEANING AND S EALING 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 sand or water by 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. Keep the crack dry 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 1005.02.1 , 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.

602.07 Full Depth Corner Patching of Jo Inted Concr Ete

PAVEMENT. Remove and replace to full-depth, portland cement concrete pavement corner breaks at locations shown on the plans or as directed and as follows. Remove unsound concrete within the patch area. The engineer must approve the me thod of removal. This approval is subject to demonstrating satisfactory performance without damage to the base course and adjacent pavement structure. Before placing concrete, saw existing joints, within or adjacent to patch areas, to provide for the placement of fiberboard or other approved material in the joint. Extend the fiberboard for the full thickness of the pavement. Remove deteriorated base course in the patch area, at no direct pay, and replace with concrete while patching as directed. When the engineer orders additional thickness of patching, in excess of plan thickness, payment will be made for the additional thickness in accordance with 602.17 .4. Place approved wood or me tal forms or fiberboard 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 areas to the satisfaction of the engineer after form removal at no direct pay. Clean concrete surfaces within the patch area of loose particles, dust, and debris. Apply a bonding grout to the existing concrete in the patch area with a stiff bristle brush just prior to placement of the new concrete. Grout shall consist of equal parts of portland cement and sand by weight with enough water to provide a stiff slurry. Continuously agitate the grout and use within 90 minutes. Use Type B, D, or E concrete for pavement patching complying with Section 901. Allowable for use are a pproved set-accelerating admixtures, complying with

1011.02 , 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 profile shall meet a maximum 1/4 inch deviation using an approved minimum 10-foot metal static straightedge. Imme diately 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. Saw a nd seal transverse joints as shown on the plans. Reestablish the longitudinal joint to match the existing longitudinal joint. Use an appropriately sized backer rod material for the joint size complying with 1005.02.1 . Use a sealant complying with 1005.02.1 in accordance with the manufacturer's recommendations. Keep the patches closed to traffic until the sealants have satisfactorily cured. Keep patches closed to traffic until standard test specimens conforming to the DOTD Materials Sampling Manual and 601.03.7 have attained a compressive strength of 3000 psi when tested in accordance with DOT D TR 230. Cure and transport cylinders to be tested in 24 hours or less in an insulated container without artificial heating until time of testing. Only with the Chief Construction Engineer’s approval, can the maturity method be utilized for compressive strength determination.

602.08 Full Depth Patching of Jointed Concr Ete 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 Clean concrete surfaces within the patch area of loose particles, dust, and debris. Apply a bonding grout to the existing concrete in the patch area with a stiff bristle brush just prior to placement of the new concrete. Grout shall consist of equal parts of portland cement and sand by weight with enough water to provide a stiff slurry. Continuously agitate the grout and use within 90 minutes. Use Type B, D, or E concrete for pavement patching complying with Section 901. Allowable for use are a pproved set-accelerating admixtures, complying with

1011.02 , 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 profile shall meet a maximum 1/4 inch deviation using an approved minimum 10-foot metal static straightedge. Imme diately 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. Saw a nd seal transverse joints as shown on the plans. Reestablish the longitudinal joint to match the existing longitudinal joint. Use an appropriately sized backer rod material for the joint size complying with 1005.02.1 . Use a sealant complying with 1005.02.1 in accordance with the manufacturer's recommendations. Keep the patches closed to traffic until the sealants have satisfactorily cured. Keep patches closed to traffic until standard test specimens conforming to the DOTD Materials Sampling Manual and 601.03.7 have attained a compressive strength of 3000 psi when tested in accordance with DOT D TR 230. Cure and transport cylinders to be tested in 24 hours or less in an insulated container without artificial heating until time of testing. Only with the Chief Construction Engineer’s approval, can the maturity method be utilized for compressive strength determination.

602.08 Full Depth Patching of Jointed Concr Ete 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 daylight hours, temporarily backfill the are as 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 rema ining edges. This approval will be subject to the contractor demonstrating satisfactory pavement removal without damage to the base course. 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. When the engineer orders additional thickness of patching in excess of plan thickness, payment for the additional thickness will be made in accordance with 602.17 .5. 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 Type B, D, or E concrete for pavement patching complying with Section 901. Allowable for use are approved set-accelerating admixtures, complying with

1011.02 , 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 profile shall meet a maximum 1/4 inch deviation using an approved minimum 10-foot metal static straightedge. Imme diately 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 601.03.7 have attained a compressive strength of 3000 psi when tested in accordance with DOT D TR 230. Cure and transport cylinders to be tested in 24 hours or less in an insulated container without artificial heating until time of testing. Only with the Chief Construction Engineer’s approval, can the maturity method be utilized for compressive streng th determination. Saw a nd seal transverse joints as shown on the plans. Reestablish the longitudinal joint to match the existing longitudinal joint. Use an appropriate sized backer r o d material for the joint size complying with 1005.02.1 . Use a sealant complying with 1005.02.1 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. Base acceptance and payment for full depth patching of jointed concrete pavement on a lot basis at the contract unit price per squ are yard, adjusted in accordance with the following provisions. A lot will be a completed section or an identifiable pour completed in one day. Base the acceptance and payment for each lot on the compressive strengths of Table 601-3.

602.09 High Early Strength (Hes) Concrete Pavem Ent Full

AND PARTIAL DEPTH PATCHI NG. For early opening to traffic, a ttain a minimum compressive strength of 3,000 psi within the lane closure time frame specified in the plans, contract documents or where construction conditions merit . Verify by trial batch that the proposed HES concrete mix achieves a minimum compressive strength of 3000 psi within the specified time frame. Mold and cure compressive strength specimens in acc ordance with DOTD TR 226 and test in accordance with DOTD TR 230. Cure and transport cylinders to be tested within 24 hours or less in an insulated container without artificial heating until time of testing. Use curing boxes for the molded cylinders to emulate the strength gain of the in -place concrete. Only with the Chief Construction Engineer’s approval, can the maturity method be utilized for compressive strength determination. Do not allow traffic on the high early strength concrete pavement until it obtains a minimum compressive strength of 3,000 psi. Use a rapid setting patching material conforming to the AML or a Type B, D, or E concrete mix design, which conforms to the following requirements:

602.09 High Early Strength (Hes) Concrete Pavem Ent Full

AND PARTIAL DEPTH PATCHI NG. For early opening to traffic, a ttain a minimum compressive strength of 3,000 psi within the lane closure time frame specified in the plans, contract documents or where construction conditions merit . Verify by trial batch that the proposed HES concrete mix achieves a minimum compressive strength of 3000 psi within the specified time frame. Mold and cure compressive strength specimens in acc ordance with DOTD TR 226 and test in accordance with DOTD TR 230. Cure and transport cylinders to be tested within 24 hours or less in an insulated container without artificial heating until time of testing. Use curing boxes for the molded cylinders to emulate the strength gain of the in -place concrete. Only with the Chief Construction Engineer’s approval, can the maturity method be utilized for compressive strength determination. Do not allow traffic on the high early strength concrete pavement until it obtains a minimum compressive strength of 3,000 psi. Use a rapid setting patching material conforming to the AML or a Type B, D, or E concrete mix design, which conforms to the following requirements:

602.10 Partial Depth Patching of Jointed Concr Ete

PAVEMENT. Patch partial depth concrete pavement in accordance with plan details and as f ollows.

602.10.1 Patch Preparation. Perform pavement cutting with a concrete

saw along the perimeter of the pavement as marked by the engineer. Make the saw cut to the depth of unsound concrete, as determined by the engineer, but not less than 2 inches or more than 6 inches. If the depth of unsound concrete exceeds 6 inches, place a full-depth patch under that pay item. Re move unsound concrete within the patch area with approved pneumatic tools having a maximum weight of 30 pounds. Clean the concrete surfaces within the patch area of loose particles, oil, dust, traces of asphalt concrete, joint material, and other contaminants by sandblasting before patching. Remove all sandblasting residue prior to placement of the bonding agent and patching material. Reestablish and maintain transverse and longitudinal joints prior to placing repair material. Place fiberboard or other approved joint-forming material in the joint to the depth of the joint. Match and maintain all joints adjacent to patched areas in working condition.

602.10.2 Patc hing Material. Use either portland cement concrete or epoxy

mortar for partial depth patching of concrete pavement. type of c oarse aggregate, gravel or crushed stone, as the existing in-place PC CP.

602.10 Partial Depth Patching of Jointed Concr Ete

PAVEMENT. Patch partial depth concrete pavement in accordance with plan details and as f ollows.

602.10.1 Patch Preparation. Perform pavement cutting with a concrete

saw along the perimeter of the pavement as marked by the engineer. Make the saw cut to the depth of unsound concrete, as determined by the engineer, but not less than 2 inches or more than 6 inches. If the depth of unsound concrete exceeds 6 inches, place a full-depth patch under that pay item. Re move unsound concrete within the patch area with approved pneumatic tools having a maximum weight of 30 pounds. Clean the concrete surfaces within the patch area of loose particles, oil, dust, traces of asphalt concrete, joint material, and other contaminants by sandblasting before patching. Remove all sandblasting residue prior to placement of the bonding agent and patching material. Reestablish and maintain transverse and longitudinal joints prior to placing repair material. Place fiberboard or other approved joint-forming material in the joint to the depth of the joint. Match and maintain all joints adjacent to patched areas in working condition.

602.10.2 Patc hing Material. Use either portland cement concrete or epoxy

mortar for partial depth patching of concrete pavement. type of c oarse aggregate, gravel or crushed stone, as the existing in-place PC CP.

602.10 Partial Depth Patching of Jointed Concr Ete

PAVEMENT. Patch partial depth concrete pavement in accordance with plan details and as f ollows.

602.10.1 Patch Preparation. Perform pavement cutting with a concrete

saw along the perimeter of the pavement as marked by the engineer. Make the saw cut to the depth of unsound concrete, as determined by the engineer, but not less than 2 inches or more than 6 inches. If the depth of unsound concrete exceeds 6 inches, place a full-depth patch under that pay item. Re move unsound concrete within the patch area with approved pneumatic tools having a maximum weight of 30 pounds. Clean the concrete surfaces within the patch area of loose particles, oil, dust, traces of asphalt concrete, joint material, and other contaminants by sandblasting before patching. Remove all sandblasting residue prior to placement of the bonding agent and patching material. Reestablish and maintain transverse and longitudinal joints prior to placing repair material. Place fiberboard or other approved joint-forming material in the joint to the depth of the joint. Match and maintain all joints adjacent to patched areas in working condition.

602.10.2 Patc hing Material. Use either portland cement concrete or epoxy

mortar for partial depth patching of concrete pavement. type of c oarse aggregate, gravel or crushed stone, as the existing in-place PC CP.

602.10 Partial Depth Patching of Jointed Concr Ete

PAVEMENT. Patch partial depth concrete pavement in accordance with plan details and as f ollows.

602.10.1 Patch Preparation. Perform pavement cutting with a concrete

saw along the perimeter of the pavement as marked by the engineer. Make the saw cut to the depth of unsound concrete, as determined by the engineer, but not less than 2 inches or more than 6 inches. If the depth of unsound concrete exceeds 6 inches, place a full-depth patch under that pay item. Re move unsound concrete within the patch area with approved pneumatic tools having a maximum weight of 30 pounds. Clean the concrete surfaces within the patch area of loose particles, oil, dust, traces of asphalt concrete, joint material, and other contaminants by sandblasting before patching. Remove all sandblasting residue prior to placement of the bonding agent and patching material. Reestablish and maintain transverse and longitudinal joints prior to placing repair material. Place fiberboard or other approved joint-forming material in the joint to the depth of the joint. Match and maintain all joints adjacent to patched areas in working condition.

602.10.2 Patc hing Material. Use either portland cement concrete or epoxy

mortar for partial depth patching of concrete pavement. When portland cement concrete is used for patching material in partial depth patches, the concrete will be accepted on a lot basis at the contract unit price per square yard. Base the accept ance and payment for each lot on the compressive strengths of Table 601-3.

602.10.2 1 Portland Cement Concrete. Use Type E portland cement

concrete for pavement patching complying with Section 901 , except use only a coarse aggregate Size 89M or 67 aggregate gradation complying with Table 1003-

602.10.2 2 Epoxy Mortar. Use an epoxy mortar for patching material

that consists of a mixture of epoxy resin system and thoroughly dry fine aggregate. Use a Type I Grade 2 epoxy resin system, light gray in c o l o r , c o mp l yi n g w i t h Section 1017 . Mix the epoxy components in strict compliance with the manufacturer's mixing recommendations before adding the fine aggregate to the mixture. Discard any epoxy mortar that begins to generate appreciable heat or is not in accordance with manufacture’s recommendations. Use a prepackaged oven - dried construction sand as the fine aggregate. Prior to mixing, assure that the sand is in oven dry condition. The mixture proportions of the epoxy mortar shall be one part epoxy resin system to approximately three parts construction sand, by dry volume. Proportion the final mix such that during placement the slump of the mixture will allow the material to fill all voids, facilitating consolidation and finish. Store, proportion, and blend all ingredients of the epoxy mortar to yield a uniformly combined and homogenous mix.

602.10.3 Construction Requirements.

602.10.3 1 Portland Cement Concrete. Clean concrete surfaces

within the patch area of loose particles, dust and debris, and apply a bonding grout to the existing concrete in the patch area with a stiff bristle brush just before placement of the new concrete. Use grout consisting of equal parts of portland cement and sand by weight with enough water to provide a stiff slurry. When portland cement concrete is used for patching material in partial depth patches, the concrete will be accepted on a lot basis at the contract unit price per square yard. Base the accept ance and payment for each lot on the compressive strengths of Table 601-3.

602.10.2 1 Portland Cement Concrete. Use Type E portland cement

concrete for pavement patching complying with Section 901 , except use only a coarse aggregate Size 89M or 67 aggregate gradation complying with Table 1003-

602.10.2 2 Epoxy Mortar. Use an epoxy mortar for patching material

that consists of a mixture of epoxy resin system and thoroughly dry fine aggregate. Use a Type I Grade 2 epoxy resin system, light gray in c o l o r , c o mp l yi n g w i t h Section 1017 . Mix the epoxy components in strict compliance with the manufacturer's mixing recommendations before adding the fine aggregate to the mixture. Discard any epoxy mortar that begins to generate appreciable heat or is not in accordance with manufacture’s recommendations. Use a prepackaged oven - dried construction sand as the fine aggregate. Prior to mixing, assure that the sand is in oven dry condition. The mixture proportions of the epoxy mortar shall be one part epoxy resin system to approximately three parts construction sand, by dry volume. Proportion the final mix such that during placement the slump of the mixture will allow the material to fill all voids, facilitating consolidation and finish. Store, proportion, and blend all ingredients of the epoxy mortar to yield a uniformly combined and homogenous mix.

602.10.3 Construction Requirements.

602.10.3 1 Portland Cement Concrete. Clean concrete surfaces

within the patch area of loose particles, dust and debris, and apply a bonding grout to the existing concrete in the patch area with a stiff bristle brush just before placement of the new concrete. Use grout consisting of equal parts of portland cement and sand by weight with enough water to provide a stiff slurry. When portland cement concrete is used for patching material in partial depth patches, the concrete will be accepted on a lot basis at the contract unit price per square yard. Base the accept ance and payment for each lot on the compressive strengths of Table 601-3.

602.10.2 1 Portland Cement Concrete. Use Type E portland cement

concrete for pavement patching complying with Section 901 , except use only a coarse aggregate Size 89M or 67 aggregate gradation complying with Table 1003-

602.10.2 2 Epoxy Mortar. Use an epoxy mortar for patching material

that consists of a mixture of epoxy resin system and thoroughly dry fine aggregate. Use a Type I Grade 2 epoxy resin system, light gray in c o l o r , c o mp l yi n g w i t h Section 1017 . Mix the epoxy components in strict compliance with the manufacturer's mixing recommendations before adding the fine aggregate to the mixture. Discard any epoxy mortar that begins to generate appreciable heat or is not in accordance with manufacture’s recommendations. Use a prepackaged oven - dried construction sand as the fine aggregate. Prior to mixing, assure that the sand is in oven dry condition. The mixture proportions of the epoxy mortar shall be one part epoxy resin system to approximately three parts construction sand, by dry volume. Proportion the final mix such that during placement the slump of the mixture will allow the material to fill all voids, facilitating consolidation and finish. Store, proportion, and blend all ingredients of the epoxy mortar to yield a uniformly combined and homogenous mix.

602.10.3 Construction Requirements.

602.10.3 1 Portland Cement Concrete. Clean concrete surfaces

within the patch area of loose particles, dust and debris, and apply a bonding grout to the existing concrete in the patch area with a stiff bristle brush just before placement of the new concrete. Use grout consisting of equal parts of portland cement and sand by weight with enough water to provide a stiff slurry. When portland cement concrete is used for patching material in partial depth patches, the concrete will be accepted on a lot basis at the contract unit price per square yard. Base the accept ance and payment for each lot on the compressive strengths of Table 601-3.

602.10.2 1 Portland Cement Concrete. Use Type E portland cement

concrete for pavement patching complying with Section 901 , except use only a coarse aggregate Size 89M or 67 aggregate gradation complying with Table 1003-

602.10.2 2 Epoxy Mortar. Use an epoxy mortar for patching material

that consists of a mixture of epoxy resin system and thoroughly dry fine aggregate. Use a Type I Grade 2 epoxy resin system, light gray in c o l o r , c o mp l yi n g w i t h Section 1017 . Mix the epoxy components in strict compliance with the manufacturer's mixing recommendations before adding the fine aggregate to the mixture. Discard any epoxy mortar that begins to generate appreciable heat or is not in accordance with manufacture’s recommendations. Use a prepackaged oven - dried construction sand as the fine aggregate. Prior to mixing, assure that the sand is in oven dry condition. The mixture proportions of the epoxy mortar shall be one part epoxy resin system to approximately three parts construction sand, by dry volume. Proportion the final mix such that during placement the slump of the mixture will allow the material to fill all voids, facilitating consolidation and finish. Store, proportion, and blend all ingredients of the epoxy mortar to yield a uniformly combined and homogenous mix.

602.10.3 Construction Requirements.

602.10.3 1 Portland Cement Concrete. Clean concrete surfaces

within the patch area of loose particles, dust and debris, and apply a bonding grout to the existing concrete in the patch area with a stiff bristle brush just before placement of the new concrete. Use grout consisting of equal parts of portland cement and sand by weight with enough water to provide a stiff slurry. When portland cement concrete is used for patching material in partial depth patches, the concrete will be accepted on a lot basis at the contract unit price per square yard. Base the accept ance and payment for each lot on the compressive strengths of Table 601-3.

602.10.2 1 Portland Cement Concrete. Use Type E portland cement

concrete for pavement patching complying with Section 901 , except use only a coarse aggregate Size 89M or 67 aggregate gradation complying with Table 1003-

602.10.2 2 Epoxy Mortar. Use an epoxy mortar for patching material

that consists of a mixture of epoxy resin system and thoroughly dry fine aggregate. Use a Type I Grade 2 epoxy resin system, light gray in c o l o r , c o mp l yi n g w i t h Section 1017 . Mix the epoxy components in strict compliance with the manufacturer's mixing recommendations before adding the fine aggregate to the mixture. Discard any epoxy mortar that begins to generate appreciable heat or is not in accordance with manufacture’s recommendations. Use a prepackaged oven - dried construction sand as the fine aggregate. Prior to mixing, assure that the sand is in oven dry condition. The mixture proportions of the epoxy mortar shall be one part epoxy resin system to approximately three parts construction sand, by dry volume. Proportion the final mix such that during placement the slump of the mixture will allow the material to fill all voids, facilitating consolidation and finish. Store, proportion, and blend all ingredients of the epoxy mortar to yield a uniformly combined and homogenous mix.

602.10.3 Construction Requirements.

602.10.3 1 Portland Cement Concrete. Clean concrete surfaces

within the patch area of loose particles, dust and debris, and apply a bonding grout to the existing concrete in the patch area with a stiff bristle brush just before placement of the new concrete. Use grout consisting of equal parts of portland cement and sand by weight with enough water to provide a stiff slurry. Continuously agitate the grout and use within 90 minutes. Place, consolidate, finish, and wet cure the concr ete as directed. The patch surface shall conform to the existing surface; texture to match the texture of adjoining pavement. The finished patched surface shall meet the surface finish requirements of 601.03.11 except the finished patched surface profile shall meet a maximum 1/4 inch deviation using an approved m inimum 10-foot metal static straightedge. After placem ent, consolidation and curing of the concrete, saw a nd seal transverse joints as shown on the plans with a sealant complying with 1 0 0 5 . 0 2 . 1 in accordance with the manufacturer's recommendations. Reestablish the longitudinal joint to match the existing longitudinal joint. Use an appropriate sized backer r o d material for the joint size complying with 1005.02.1 . Keep patches closed to traffic until standard test specimens conforming to

601.03.7 have attained a compressive strength of 3000 psi when tested in accordance

with DOT D TR 230. Cure and transport cylinders to be tested in 24 hours or less in an insulated container without artificial heating until time of testing. Only with the Chief Construction Engineer’s approval, can the maturity method be utilized for compressive strength determination. Keep the patches closed to traffic until the sealants have satisfactorily cured.

602.10.3 2 Epoxy Mortar. Heavily prime the surface of the repair areas

with neat blended epoxy imme diately before placement of the epoxy mortar. Place and tamp the mixture with sufficient effort to eliminate voids and to thoroughly consolidate the mixture. Finish all patches to the cross section of the existing pavement. After the epoxy mortar has been placed, saw and seal all transverse joints as shown on the plans with a sealant complying with 1005.02.1 in accordance with manufacturer's recomme ndations. Reestablish all longitudinal joints to match the existing longitudinal joints. Backer rod m aterial shall comply with 1005.02.1 .The patch surface shall conform to the existing surface; texture to match the texture of adjoining pavement. The finished patched surface shall meet the surface finish requirements of 601.03.11 except the finished patched surface profile shall meet a maximum 1/4 inch deviation using an approved m inimum 10-foot metal static straightedge. Keep patches closed to traffic for at least 2 hours at air temperatures of over 60°F, and at least 4 hours at lower air temperatures unless other wise recommended by the ma nufacture. Keep the patches closed to traffic until the sealants have satisfactorily cured. Continuously agitate the grout and use within 90 minutes. Place, consolidate, finish, and wet cure the concr ete as directed. The patch surface shall conform to the existing surface; texture to match the texture of adjoining pavement. The finished patched surface shall meet the surface finish requirements of 601.03.11 except the finished patched surface profile shall meet a maximum 1/4 inch deviation using an approved m inimum 10-foot metal static straightedge. After placem ent, consolidation and curing of the concrete, saw a nd seal transverse joints as shown on the plans with a sealant complying with 1 0 0 5 . 0 2 . 1 in accordance with the manufacturer's recommendations. Reestablish the longitudinal joint to match the existing longitudinal joint. Use an appropriate sized backer r o d material for the joint size complying with 1005.02.1 . Keep patches closed to traffic until standard test specimens conforming to

601.03.7 have attained a compressive strength of 3000 psi when tested in accordance

with DOT D TR 230. Cure and transport cylinders to be tested in 24 hours or less in an insulated container without artificial heating until time of testing. Only with the Chief Construction Engineer’s approval, can the maturity method be utilized for compressive strength determination. Keep the patches closed to traffic until the sealants have satisfactorily cured.

602.10.3 2 Epoxy Mortar. Heavily prime the surface of the repair areas

with neat blended epoxy imme diately before placement of the epoxy mortar. Place and tamp the mixture with sufficient effort to eliminate voids and to thoroughly consolidate the mixture. Finish all patches to the cross section of the existing pavement. After the epoxy mortar has been placed, saw and seal all transverse joints as shown on the plans with a sealant complying with 1005.02.1 in accordance with manufacturer's recomme ndations. Reestablish all longitudinal joints to match the existing longitudinal joints. Backer rod m aterial shall comply with 1005.02.1 .The patch surface shall conform to the existing surface; texture to match the texture of adjoining pavement. The finished patched surface shall meet the surface finish requirements of 601.03.11 except the finished patched surface profile shall meet a maximum 1/4 inch deviation using an approved m inimum 10-foot metal static straightedge. Keep patches closed to traffic for at least 2 hours at air temperatures of over 60°F, and at least 4 hours at lower air temperatures unless other wise recommended by the ma nufacture. Keep the patches closed to traffic until the sealants have satisfactorily cured.

602.11 Patching Continuously Reinforced Concr Ete

PAVEMENT. Remove and replace c ontinuously reinforced portland cement concrete pavement at locations shown on the pla ns or as directed and as follows. Conduct patching operations in one lane at a time. Keep patches closed to traffic until standard test specimens conforming to 601.03.7 have attained a compressive strength of 3,000 psi when tested in accordance with DOT D TR 230. Cure and transport cylinders to be tested in 24 hours or less in an insulated container without artificial heating until time of testing. Only with the Chief Construction Engineer’s approval, can the maturity method be utilized for compressive strength determination. If unable to complete the repair within the allotted time, temporarily backfill the patch area and keep closed to traffic until the patch is completed. 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. 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.

602.11 Patching Continuously Reinforced Concr Ete

PAVEMENT. Remove and replace c ontinuously reinforced portland cement concrete pavement at locations shown on the pla ns or as directed and as follows. Conduct patching operations in one lane at a time. Keep patches closed to traffic until standard test specimens conforming to 601.03.7 have attained a compressive strength of 3,000 psi when tested in accordance with DOT D TR 230. Cure and transport cylinders to be tested in 24 hours or less in an insulated container without artificial heating until time of testing. Only with the Chief Construction Engineer’s approval, can the maturity method be utilized for compressive strength determination. If unable to complete the repair within the allotted time, temporarily backfill the patch area and keep closed to traffic until the patch is completed. 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. 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 Type B, D, or E concrete for pavement patching complying with Section 901. If utilized, only use an approved non-chloride type set-accelerating admixture complying with 1011.02 at the 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 601.03.11 except the finished patched surface profile shall meet a maximum 1/4 inch deviation using an approved m inimum 10-foot metal static straightedge. A lot will be a completed section or an identifiable pour completed in one day. Base the acceptance and payment for each lot on the compressive strengths of Table 601-3. Make payment for deteriorated base course removed, as directed by the engineer, and replaced with concrete in accordance with 602.17 .7.

602.12 DIAMOND GRINDIN G CONCR ETE 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.

602.12.1 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 3-ft straightedge, grind the adjacent sides of transverse joints and cracks until flush whereby both sides of the transverse joints and cracks are in the same plane. Produce a consistent cross slope with assured water drainage without abrupt edges between passes of the grinding machine. When tested with a 10-foot 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, re move the blades and use a wider spacer. Use Type B, D, or E concrete for pavement patching complying with Section 901. If utilized, only use an approved non-chloride type set-accelerating admixture complying with 1011.02 at the 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 601.03.11 except the finished patched surface profile shall meet a maximum 1/4 inch deviation using an approved m inimum 10-foot metal static straightedge. A lot will be a completed section or an identifiable pour completed in one day. Base the acceptance and payment for each lot on the compressive strengths of Table 601-3. Make payment for deteriorated base course removed, as directed by the engineer, and replaced with concrete in accordance with 602.17 .7.

602.12 DIAMOND GRINDIN G CONCR ETE 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.

602.12.1 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 3-ft straightedge, grind the adjacent sides of transverse joints and cracks until flush whereby both sides of the transverse joints and cracks are in the same plane. Produce a consistent cross slope with assured water drainage without abrupt edges between passes of the grinding machine. When tested with a 10-foot 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, re move the blades and use a wider spacer. Use Type B, D, or E concrete for pavement patching complying with Section 901. If utilized, only use an approved non-chloride type set-accelerating admixture complying with 1011.02 at the 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 601.03.11 except the finished patched surface profile shall meet a maximum 1/4 inch deviation using an approved m inimum 10-foot metal static straightedge. A lot will be a completed section or an identifiable pour completed in one day. Base the acceptance and payment for each lot on the compressive strengths of Table 601-3. Make payment for deteriorated base course removed, as directed by the engineer, and replaced with concrete in accordance with 602.17 .7.

602.12 DIAMOND GRINDIN G CONCR ETE 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.

602.12.1 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 3-ft straightedge, grind the adjacent sides of transverse joints and cracks until flush whereby both sides of the transverse joints and cracks are in the same plane. Produce a consistent cross slope with assured water drainage without abrupt edges between passes of the grinding machine. When tested with a 10-foot 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, re move 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 1000 lineal fee t. Promptly rem ove slurry or residue that results from the grinding operation. Prevent slurry flow acr oss lanes occupied by public traffic, or into gutters or other drainage fac ilities. 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. Grind after removing raised pavement markers, patching, and load transfer re storation. Grind before joint sealing, striping, and replacing raised pavement mar kers. 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.

602.12.2 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 mac hine designed specifically for diamond grinding that will produce the required texture and smoothness level without damage to the concrete pavement or joint face s. Ensure that grinding equipment does not cause ravels, aggregate fractur es, spalls, or disturbance to the joints. Grinding equipment shall be ca pable 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.

602.12.3 Final Surface Profile.

602.12.3 1 PCC Pavements. Meet acceptance requirements in

601.03.11 4 .

602.12.3 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 straightedge at areas specified for grinding. The engineer will identify pavement areas that deviate more than 3/16 inches from the straightedge as defect ive work. 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 1000 lineal fee t. Promptly rem ove slurry or residue that results from the grinding operation. Prevent slurry flow acr oss lanes occupied by public traffic, or into gutters or other drainage fac ilities. 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. Grind after removing raised pavement markers, patching, and load transfer re storation. Grind before joint sealing, striping, and replacing raised pavement mar kers. 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.

602.12.2 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 mac hine designed specifically for diamond grinding that will produce the required texture and smoothness level without damage to the concrete pavement or joint face s. Ensure that grinding equipment does not cause ravels, aggregate fractur es, spalls, or disturbance to the joints. Grinding equipment shall be ca pable 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.

602.12.3 Final Surface Profile.

602.12.3 1 PCC Pavements. Meet acceptance requirements in

601.03.11 4 .

602.12.3 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 straightedge at areas specified for grinding. The engineer will identify pavement areas that deviate more than 3/16 inches from the straightedge as defect ive work. 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 1000 lineal fee t. Promptly rem ove slurry or residue that results from the grinding operation. Prevent slurry flow acr oss lanes occupied by public traffic, or into gutters or other drainage fac ilities. 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. Grind after removing raised pavement markers, patching, and load transfer re storation. Grind before joint sealing, striping, and replacing raised pavement mar kers. 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.

602.12.2 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 mac hine designed specifically for diamond grinding that will produce the required texture and smoothness level without damage to the concrete pavement or joint face s. Ensure that grinding equipment does not cause ravels, aggregate fractur es, spalls, or disturbance to the joints. Grinding equipment shall be ca pable 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.

602.12.3 Final Surface Profile.

602.12.3 1 PCC Pavements. Meet acceptance requirements in

601.03.11 4 .

602.12.3 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 straightedge at areas specified for grinding. The engineer will identify pavement areas that deviate more than 3/16 inches from the straightedge as defect ive work. 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 1000 lineal fee t. Promptly rem ove slurry or residue that results from the grinding operation. Prevent slurry flow acr oss lanes occupied by public traffic, or into gutters or other drainage fac ilities. 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. Grind after removing raised pavement markers, patching, and load transfer re storation. Grind before joint sealing, striping, and replacing raised pavement mar kers. 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.

602.12.2 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 mac hine designed specifically for diamond grinding that will produce the required texture and smoothness level without damage to the concrete pavement or joint face s. Ensure that grinding equipment does not cause ravels, aggregate fractur es, spalls, or disturbance to the joints. Grinding equipment shall be ca pable 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.

602.12.3 Final Surface Profile.

602.12.3 1 PCC Pavements. Meet acceptance requirements in

601.03.11 4 .

602.12.3 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 straightedge at areas specified for grinding. The engineer will identify pavement areas that deviate more than 3/16 inches from the straightedge as defect ive work. 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 1000 lineal fee t. Promptly rem ove slurry or residue that results from the grinding operation. Prevent slurry flow acr oss lanes occupied by public traffic, or into gutters or other drainage fac ilities. 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. Grind after removing raised pavement markers, patching, and load transfer re storation. Grind before joint sealing, striping, and replacing raised pavement mar kers. 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.

602.12.2 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 mac hine designed specifically for diamond grinding that will produce the required texture and smoothness level without damage to the concrete pavement or joint face s. Ensure that grinding equipment does not cause ravels, aggregate fractur es, spalls, or disturbance to the joints. Grinding equipment shall be ca pable 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.

602.12.3 Final Surface Profile.

602.12.3 1 PCC Pavements. Meet acceptance requirements in

601.03.11 4 .

602.12.3 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 straightedge at areas specified for grinding. The engineer will identify pavement areas that deviate more than 3/16 inches from the straightedge as defect ive work. The contractor may perform corrective work, but is not allowed to surface patch.

602.13 Diamond Grooving Con Crete Paving.

602.13.1 Construction. Begin and end transverse or longitudinally grooved

areas normal to the pavement’s centerline. 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 ce nter-to- center spacing as specified in 601.03.9.8 . Promptly rem ove slurry or residue that results from the grooving operation. Prevent slurry flow acr oss 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.

602.13.2 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.

602.13.3 Final Surface Tolerances. Meet the tolerances specified below:

Spacing ±1/8 in. Depth ±1/16 in. Width ±1/64 in. The engineer may allow the width of grooves on curves and super elevations to slightly exceed the above tolerances. The contractor may perform corrective work, but is not allowed to surface patch.

602.13 Diamond Grooving Con Crete Paving.

602.13.1 Construction. Begin and end transverse or longitudinally grooved

areas normal to the pavement’s centerline. 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 ce nter-to- center spacing as specified in 601.03.9.8 . Promptly rem ove slurry or residue that results from the grooving operation. Prevent slurry flow acr oss 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.

602.13.2 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.

602.13.3 Final Surface Tolerances. Meet the tolerances specified below:

Spacing ±1/8 in. Depth ±1/16 in. Width ±1/64 in. The engineer may allow the width of grooves on curves and super elevations to slightly exceed the above tolerances. The contractor may perform corrective work, but is not allowed to surface patch.

602.13 Diamond Grooving Con Crete Paving.

602.13.1 Construction. Begin and end transverse or longitudinally grooved

areas normal to the pavement’s centerline. 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 ce nter-to- center spacing as specified in 601.03.9.8 . Promptly rem ove slurry or residue that results from the grooving operation. Prevent slurry flow acr oss 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.

602.13.2 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.

602.13.3 Final Surface Tolerances. Meet the tolerances specified below:

Spacing ±1/8 in. Depth ±1/16 in. Width ±1/64 in. The engineer may allow the width of grooves on curves and super elevations to slightly exceed the above tolerances. The contractor may perform corrective work, but is not allowed to surface patch.

602.13 Diamond Grooving Con Crete Paving.

602.13.1 Construction. Begin and end transverse or longitudinally grooved

areas normal to the pavement’s centerline. 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 ce nter-to- center spacing as specified in 601.03.9.8 . Promptly rem ove slurry or residue that results from the grooving operation. Prevent slurry flow acr oss 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.

602.13.2 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.

602.13.3 Final Surface Tolerances. Meet the tolerances specified below:

Spacing ±1/8 in. Depth ±1/16 in. Width ±1/64 in. The engineer may allow the width of grooves on curves and super elevations to slightly exceed the above tolerances. The contractor may perform corrective work, but is not allowed to surface patch.

602.13 Diamond Grooving Con Crete Paving.

602.13.1 Construction. Begin and end transverse or longitudinally grooved

areas normal to the pavement’s centerline. 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 ce nter-to- center spacing as specified in 601.03.9.8 . Promptly rem ove slurry or residue that results from the grooving operation. Prevent slurry flow acr oss 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.

602.13.2 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.

602.13.3 Final Surface Tolerances. Meet the tolerances specified below:

Spacing ±1/8 in. Depth ±1/16 in. Width ±1/64 in. The engineer may allow the width of grooves on curves and super elevations to slightly exceed the above tolerances.

602.14 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. Just prior to placing joint sealant, blow the joint free of debris and water with compressed air. The compressor s h a l l h a v e an approved oil and water trap. The joint shall be dry 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 m aterial in the joint prior to sealing. Sealing materials shall be hot poured sealant complying with 1005.02.1 . Install in acc ordance with the sealant manufacturer’s recommendations . Keep the sealed joint closed to traffic until the sealant has satisfactorily cured to tack free.

602.15 Removal of Ex Isting Shoulder Und Erdrain Sys Tems.

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. Place particular attention on removing the geotextile fabric adjacent to the pavement edges. Ensure th e removal of all fabric. Complete installation and re move the c oncrete headwall and rodent screen. Abandon the outfall pipe by plugging in accordance with 701.11 and backfilling to the satisfaction of the engineer. Do not open more trench than can be closed in the same day. Replace shoulder drains in accordance with Section 703 or the plans.

602.16 UND ERSEALING OR S LABJACKING PAVEMENT. Drill holes in

concrete pavement and pump fly ash/cement slurry under the pavement to fill cavities (undersealing) or to raise the elevation of the pavement slabs (slabjacking).

602.16.1 Materials.

602.16.1 1 Portland Cement. Use Type I cement and comply with

602.14 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. Just prior to placing joint sealant, blow the joint free of debris and water with compressed air. The compressor s h a l l h a v e an approved oil and water trap. The joint shall be dry 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 m aterial in the joint prior to sealing. Sealing materials shall be hot poured sealant complying with 1005.02.1 . Install in acc ordance with the sealant manufacturer’s recommendations . Keep the sealed joint closed to traffic until the sealant has satisfactorily cured to tack free.

602.15 Removal of Ex Isting Shoulder Und Erdrain Sys Tems.

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. Place particular attention on removing the geotextile fabric adjacent to the pavement edges. Ensure th e removal of all fabric. Complete installation and re move the c oncrete headwall and rodent screen. Abandon the outfall pipe by plugging in accordance with 701.11 and backfilling to the satisfaction of the engineer. Do not open more trench than can be closed in the same day. Replace shoulder drains in accordance with Section 703 or the plans.

602.16 UND ERSEALING OR S LABJACKING PAVEMENT. Drill holes in

concrete pavement and pump fly ash/cement slurry under the pavement to fill cavities (undersealing) or to raise the elevation of the pavement slabs (slabjacking).

602.16.1 Materials.

602.16.1 1 Portland Cement. Use Type I cement and comply with

602.14 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. Just prior to placing joint sealant, blow the joint free of debris and water with compressed air. The compressor s h a l l h a v e an approved oil and water trap. The joint shall be dry 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 m aterial in the joint prior to sealing. Sealing materials shall be hot poured sealant complying with 1005.02.1 . Install in acc ordance with the sealant manufacturer’s recommendations . Keep the sealed joint closed to traffic until the sealant has satisfactorily cured to tack free.

602.15 Removal of Ex Isting Shoulder Und Erdrain Sys Tems.

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. Place particular attention on removing the geotextile fabric adjacent to the pavement edges. Ensure th e removal of all fabric. Complete installation and re move the c oncrete headwall and rodent screen. Abandon the outfall pipe by plugging in accordance with 701.11 and backfilling to the satisfaction of the engineer. Do not open more trench than can be closed in the same day. Replace shoulder drains in accordance with Section 703 or the plans.

602.16 UND ERSEALING OR S LABJACKING PAVEMENT. Drill holes in

concrete pavement and pump fly ash/cement slurry under the pavement to fill cavities (undersealing) or to raise the elevation of the pavement slabs (slabjacking).

602.16.1 Materials.

602.16.1 1 Portland Cement. Use Type I cement and comply with

602.14 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. Just prior to placing joint sealant, blow the joint free of debris and water with compressed air. The compressor s h a l l h a v e an approved oil and water trap. The joint shall be dry 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 m aterial in the joint prior to sealing. Sealing materials shall be hot poured sealant complying with 1005.02.1 . Install in acc ordance with the sealant manufacturer’s recommendations . Keep the sealed joint closed to traffic until the sealant has satisfactorily cured to tack free.

602.15 Removal of Ex Isting Shoulder Und Erdrain Sys Tems.

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. Place particular attention on removing the geotextile fabric adjacent to the pavement edges. Ensure th e removal of all fabric. Complete installation and re move the c oncrete headwall and rodent screen. Abandon the outfall pipe by plugging in accordance with 701.11 and backfilling to the satisfaction of the engineer. Do not open more trench than can be closed in the same day. Replace shoulder drains in accordance with Section 703 or the plans.

602.16 UND ERSEALING OR S LABJACKING PAVEMENT. Drill holes in

concrete pavement and pump fly ash/cement slurry under the pavement to fill cavities (undersealing) or to raise the elevation of the pavement slabs (slabjacking).

602.16.1 Materials.

602.16.1 1 Portland Cement. Use Type I cement and comply with

602.14 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. Just prior to placing joint sealant, blow the joint free of debris and water with compressed air. The compressor s h a l l h a v e an approved oil and water trap. The joint shall be dry 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 m aterial in the joint prior to sealing. Sealing materials shall be hot poured sealant complying with 1005.02.1 . Install in acc ordance with the sealant manufacturer’s recommendations . Keep the sealed joint closed to traffic until the sealant has satisfactorily cured to tack free.

602.15 Removal of Ex Isting Shoulder Und Erdrain Sys Tems.

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. Place particular attention on removing the geotextile fabric adjacent to the pavement edges. Ensure th e removal of all fabric. Complete installation and re move the c oncrete headwall and rodent screen. Abandon the outfall pipe by plugging in accordance with 701.11 and backfilling to the satisfaction of the engineer. Do not open more trench than can be closed in the same day. Replace shoulder drains in accordance with Section 703 or the plans.

602.16 UND ERSEALING OR S LABJACKING PAVEMENT. Drill holes in

concrete pavement and pump fly ash/cement slurry under the pavement to fill cavities (undersealing) or to raise the elevation of the pavement slabs (slabjacking).

602.16.1 Materials.

602.16.1 1 Portland Cement. Use Type I cement and comply with

602.14 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. Just prior to placing joint sealant, blow the joint free of debris and water with compressed air. The compressor s h a l l h a v e an approved oil and water trap. The joint shall be dry 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 m aterial in the joint prior to sealing. Sealing materials shall be hot poured sealant complying with 1005.02.1 . Install in acc ordance with the sealant manufacturer’s recommendations . Keep the sealed joint closed to traffic until the sealant has satisfactorily cured to tack free.

602.15 Removal of Ex Isting Shoulder Und Erdrain Sys Tems.

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. Place particular attention on removing the geotextile fabric adjacent to the pavement edges. Ensure th e removal of all fabric. Complete installation and re move the c oncrete headwall and rodent screen. Abandon the outfall pipe by plugging in accordance with 701.11 and backfilling to the satisfaction of the engineer. Do not open more trench than can be closed in the same day. Replace shoulder drains in accordance with Section 703 or the plans.

602.16 UND ERSEALING OR S LABJACKING PAVEMENT. Drill holes in

concrete pavement and pump fly ash/cement slurry under the pavement to fill cavities (undersealing) or to raise the elevation of the pavement slabs (slabjacking).

602.16.1 Materials.

602.16.1 1 Portland Cement. Use Type I cement and comply with

Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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. Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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. Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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. Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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. Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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. Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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. Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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. Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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. Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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. Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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. Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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. Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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. Section 1001 .

602.16.1 2 Water. Comply with 1018.01 .

602.16.1 3 Fly Ash. Comply with 1001.04 .

602.16.1 4 Powdered Ammonium Lignin Sulfonate. The

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

602.16.2 Equipment

602.16.2 1 Air Compressors and Drills. Use air compressors

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

602.16.2 2 Mixer. Us e high-speed (800 to 2000 rpm) colloidal mixers,

or as approved, capable of thoroughly mixing slurry ingredients.

602.16.2 3 Roller. Use a pneumatic-tire vehicle capable of exerting a

single-axle load of 9 tons.

602.16.3 Proportioning and Consistency.

602.16.3 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 requi rements of 602.16.3.2 . If utilized, add powdered ammonium lignin sulfonate at the rate of 0.5 to 1.5 percent by weight of cement.

602.16.3 2 Consistency. The slurry shall be of such consistency that

the efflux time from the flow cone, when tested in accordance with DOT D TR 633, is 12 to 18 s e c o n d s for undersealing, and 15 to 26 seconds for slabjacking.

602.16.4 Construction Requirements

602.16.4 1 General. 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 surfac es. Clean holes with compressed air prior to undersealing. Fill any unusable hol es 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 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 rem ove slurry or residue that results from undersealing or slabjacking operations. Prevent slurry flow acr oss 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.

602.16.4 2 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. M onitor 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.

602.16.4 3 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.

602.16.5 Dowel Bar Retrofit. Install plastic coated 1 1/2 inch diameter by

18-inch long plain round dowel bars into slots cut across and through existing concrete pavement transverse joints. Rem ove the existing portland cement concrete pavement from the slots and retro fit the dowel bars across the pavement joints. Fill the voids surrounding the dowel bars with a rapid setting concrete patching material on the AML . Saw a nd seal the transverse joints as required in the plans. All work shall conform to the plans, and the following requirements. Patented processes or devices for simultaneous cutting of slots for dowel bar retrofitting shall conform to 107.03 . Keep drainage structures clean of slurry mixture. Monitor all drainage structures within the affected areas. When the pumping operation is forcing the 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 rem ove slurry or residue that results from undersealing or slabjacking operations. Prevent slurry flow acr oss 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.

602.16.4 2 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. M onitor 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.

602.16.4 3 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.

602.16.5 Dowel Bar Retrofit. Install plastic coated 1 1/2 inch diameter by

18-inch long plain round dowel bars into slots cut across and through existing concrete pavement transverse joints. Rem ove the existing portland cement concrete pavement from the slots and retro fit the dowel bars across the pavement joints. Fill the voids surrounding the dowel bars with a rapid setting concrete patching material on the AML . Saw a nd seal the transverse joints as required in the plans. All work shall conform to the plans, and the following requirements. Patented processes or devices for simultaneous cutting of slots for dowel bar retrofitting shall conform to 107.03 . Keep drainage structures clean of slurry mixture. Monitor all drainage structures within the affected areas. When the pumping operation is forcing the 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 rem ove slurry or residue that results from undersealing or slabjacking operations. Prevent slurry flow acr oss 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.

602.16.4 2 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. M onitor 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.

602.16.4 3 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.

602.16.5 Dowel Bar Retrofit. Install plastic coated 1 1/2 inch diameter by

18-inch long plain round dowel bars into slots cut across and through existing concrete pavement transverse joints. Rem ove the existing portland cement concrete pavement from the slots and retro fit the dowel bars across the pavement joints. Fill the voids surrounding the dowel bars with a rapid setting concrete patching material on the AML . Saw a nd seal the transverse joints as required in the plans. All work shall conform to the plans, and the following requirements. Patented processes or devices for simultaneous cutting of slots for dowel bar retrofitting shall conform to 107.03 . Keep drainage structures clean of slurry mixture. Monitor all drainage structures within the affected areas. When the pumping operation is forcing the 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 rem ove slurry or residue that results from undersealing or slabjacking operations. Prevent slurry flow acr oss 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.

602.16.4 2 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. M onitor 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.

602.16.4 3 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.

602.16.5 Dowel Bar Retrofit. Install plastic coated 1 1/2 inch diameter by

18-inch long plain round dowel bars into slots cut across and through existing concrete pavement transverse joints. Rem ove the existing portland cement concrete pavement from the slots and retro fit the dowel bars across the pavement joints. Fill the voids surrounding the dowel bars with a rapid setting concrete patching material on the AML . Saw a nd seal the transverse joints as required in the plans. All work shall conform to the plans, and the following requirements. Patented processes or devices for simultaneous cutting of slots for dowel bar retrofitting shall conform to 107.03 .

602.16.5 1 Materials. Dowel bars shall be in accordance with 1009.03 .

The dowel bars shall have tight fitting plastic end caps that allow for 1/4-inch bar movement at each end of the bar. Submit an end cap sample to the project engineer for approval prior to installation. Use nonmetallic chair devices to support and hold the dowel bars in place. The chairs shall be in contact with the bottom and sides of the slot in order to maintain horizontal and vertical dowel bar alignments. Submit a chair sample to the project engineer for approval prior to installation. The foam core board filler material shall be 1/4-inch thick constructed of closed cell foam and faced with poster board material on each side. Use a silicone caulk that on the AML for sealing the existing transverse joint at the bottom and sides of the slot. Select an Approved Materials List low shrinkage cementitious concrete patching material to backfill the slots listed under Rapid Setting Patching Ma terials for Concrete that meets the following requirements when tested at the water content used at the project site:

602.16.5 2 Construction Requirements. Install the dowel bars as

follows: Saw c ut slots in the pavement parallel to the centerline of the roadway to a depth sufficient to place the center of the dowel bar at mid-depth in the pavement. Multiple saw cuts parallel to the centerline may be required to properly rem ove the ma terial from the slot. Make the saw c uts for the slots at each transverse joint such that the dowel bars can be positioned parallel to the roadway ce nterline and surface in accordance with plan details. Jackhamme rs used to break loose concrete shall not be larger than the 30-pound class. If the 30-pound jack hammer damages the pavement, use a lighter weight hammer. Sand blast and clean all exposed surfaces and cracks in the slot prior to bar installation. Equip air compressors with approved oil and moisture traps. Fill the transverse contraction joint on the bottom and the sides of the slot with silicone caulk. Prior to patching, clean all caulking material from the bottom and sides of the slot that will result in breaking of the bond with the patching material.

602.16.5 1 Materials. Dowel bars shall be in accordance with 1009.03 .

The dowel bars shall have tight fitting plastic end caps that allow for 1/4-inch bar movement at each end of the bar. Submit an end cap sample to the project engineer for approval prior to installation. Use nonmetallic chair devices to support and hold the dowel bars in place. The chairs shall be in contact with the bottom and sides of the slot in order to maintain horizontal and vertical dowel bar alignments. Submit a chair sample to the project engineer for approval prior to installation. The foam core board filler material shall be 1/4-inch thick constructed of closed cell foam and faced with poster board material on each side. Use a silicone caulk that on the AML for sealing the existing transverse joint at the bottom and sides of the slot. Select an Approved Materials List low shrinkage cementitious concrete patching material to backfill the slots listed under Rapid Setting Patching Ma terials for Concrete that meets the following requirements when tested at the water content used at the project site:

602.16.5 2 Construction Requirements. Install the dowel bars as

follows: Saw c ut slots in the pavement parallel to the centerline of the roadway to a depth sufficient to place the center of the dowel bar at mid-depth in the pavement. Multiple saw cuts parallel to the centerline may be required to properly rem ove the ma terial from the slot. Make the saw c uts for the slots at each transverse joint such that the dowel bars can be positioned parallel to the roadway ce nterline and surface in accordance with plan details. Jackhamme rs used to break loose concrete shall not be larger than the 30-pound class. If the 30-pound jack hammer damages the pavement, use a lighter weight hammer. Sand blast and clean all exposed surfaces and cracks in the slot prior to bar installation. Equip air compressors with approved oil and moisture traps. Fill the transverse contraction joint on the bottom and the sides of the slot with silicone caulk. Prior to patching, clean all caulking material from the bottom and sides of the slot that will result in breaking of the bond with the patching material.

602.16.5 1 Materials. Dowel bars shall be in accordance with 1009.03 .

The dowel bars shall have tight fitting plastic end caps that allow for 1/4-inch bar movement at each end of the bar. Submit an end cap sample to the project engineer for approval prior to installation. Use nonmetallic chair devices to support and hold the dowel bars in place. The chairs shall be in contact with the bottom and sides of the slot in order to maintain horizontal and vertical dowel bar alignments. Submit a chair sample to the project engineer for approval prior to installation. The foam core board filler material shall be 1/4-inch thick constructed of closed cell foam and faced with poster board material on each side. Use a silicone caulk that on the AML for sealing the existing transverse joint at the bottom and sides of the slot. Select an Approved Materials List low shrinkage cementitious concrete patching material to backfill the slots listed under Rapid Setting Patching Ma terials for Concrete that meets the following requirements when tested at the water content used at the project site:

602.16.5 2 Construction Requirements. Install the dowel bars as

follows: Saw c ut slots in the pavement parallel to the centerline of the roadway to a depth sufficient to place the center of the dowel bar at mid-depth in the pavement. Multiple saw cuts parallel to the centerline may be required to properly rem ove the ma terial from the slot. Make the saw c uts for the slots at each transverse joint such that the dowel bars can be positioned parallel to the roadway ce nterline and surface in accordance with plan details. Jackhamme rs used to break loose concrete shall not be larger than the 30-pound class. If the 30-pound jack hammer damages the pavement, use a lighter weight hammer. Sand blast and clean all exposed surfaces and cracks in the slot prior to bar installation. Equip air compressors with approved oil and moisture traps. Fill the transverse contraction joint on the bottom and the sides of the slot with silicone caulk. Prior to patching, clean all caulking material from the bottom and sides of the slot that will result in breaking of the bond with the patching material. Lightly oil or grease the dowel bars prior to placement. The bar chairs shall provide a minimum of 1/2-inch clearance between the bottom of the dowel bar and the bottom of the slot. Ce nter the dowel bars over the transverse joint. Place the bar in the middle of the slot to the depth shown on the plans, parallel to the roadway centerline and the roadway surface. The chairs shall hold the dowel bar securely in place during placement of the patching mix. Place a 1/4-inch thick foam core board at the middle of the dowel bar to maintain the transverse contraction joint. Cut or rem ove the existing joint sealant if necessary to accommodate the foam core board. The foam core board shall fit tightly around the dowel bar and to the bottom and edges of the slot. Place the top of the foam core board flush with the top surface of the concrete pavement. The foam core board shall remain in a vertical position and be tight to all edges during the placement of the patching mate rial. Thoroughly moisten all surfaces on the sawed slot immediately prior to filling with patch compound unless the patching material manufacturer recommends the slot surface to be dry. Take care to prevent standing water in the slot. Remove all excess water with compressed air. Fill the slot (with the installed dowel bar, chairs, foam core board, and silicone in place) with an approved patching material. Mix the patching material in accordance with the ma nufacturer's recommendations and with mixing equipment approved by the engineer. Vibrate the patching material with a small hand held vibrator capable of thoroughly consolidating the patching compound into the slot and around the dowel bar. Trowel finish and cure the top surface of the filled slot. Cure the patched areas as recommended by the patching material manufacturer. Provide six 2-inch cube molds in accordance with ASTM C 192 for sampling and testing the patching ma terial once for each 4 hours of production or a minimum of once per day. Make test specimens in accordance with ASTM C 192. If the compressive strengths are not being met, cea se production and take corrective measures to the satisfaction of the engineer. Allow the patching material to cure for a minimum of four hours before placing any vehicle loads on the repair or as directed. Saw the transverse joints then seal with a sealant complying with 1005.02.3 in accordance with plan details and the manufacturer’s directions. Use an appropriate sized backer rod material for the j oint size complying with 1005.02.1 . Use an Approved Materials List backer rod material. Repair or replace all nonfunctioning or damaged dowel bars at no c ost to the Department.

602.17 Measurement.

Measurement of portland cement concrete pavement rehabilitation will be as follows:

602.18 PAYMENT. Payment for portland cement concrete pavement

rehabilitation includes furnishing all labor, materials, tools, equipment, and all incidentals for performing the work specified.

602.18.1 Cleaning and Filling Existing Longitudinal Pavement

Joints. Payment will be made at the contract unit price per linear foot.

602.17 Measurement.

Measurement of portland cement concrete pavement rehabilitation will be as follows:

602.18 PAYMENT. Payment for portland cement concrete pavement

rehabilitation includes furnishing all labor, materials, tools, equipment, and all incidentals for performing the work specified.

602.18.1 Cleaning and Filling Existing Longitudinal Pavement

Joints. Payment will be made at the contract unit price per linear foot.

602.17 Measurement.

Measurement of portland cement concrete pavement rehabilitation will be as follows:

602.18 PAYMENT. Payment for portland cement concrete pavement

rehabilitation includes furnishing all labor, materials, tools, equipment, and all incidentals for performing the work specified.

602.18.1 Cleaning and Filling Existing Longitudinal Pavement

Joints. Payment will be made at the contract unit price per linear foot.

602.17 Measurement.

Measurement of portland cement concrete pavement rehabilitation will be as follows:

602.18 PAYMENT. Payment for portland cement concrete pavement

rehabilitation includes furnishing all labor, materials, tools, equipment, and all incidentals for performing the work specified.

602.18.1 Cleaning and Filling Existing Longitudinal Pavement

Joints. Payment will be made at the contract unit price per linear foot.

602.18.2 Cleaning and Reseal ing Existing Long itudinal and

Transverse Pavement Joints. Payment will be made at the contract unit price per linear foot.

602.18.3 Cleaning and Sealing Cracks. Payment will be made at the

contract unit price per linear foot.

602.18.4 Full Depth Corner Patc hing of Jointed Concrete Pavement.

Payment will be made at the contract unit price per square yard. Ba se the payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of corner patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.5 Full Depth Patc hing of Jointed Concrete Pavement. Base

acceptance and payment for full depth patching of jointed concrete pavement on a lot basis at the contract unit price per squ are yard, adjusted in accordance with the following provisions . A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment will be at the contract unit price per squ are yard as specified in 602.08 . Base payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of full depth pavement patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.6 Partial Depth Patc hing of Jointed Concrete Pavement.

Make payment for partial depth patching of jointed concrete pavement will be made at the contract unit price per square yard. When portland cement concrete is used for patching material in partial depth patches, the concrete will be accepted on a lot basis at the contract unit price per square yard. Base the accept ance and payment for each lot on the compressive strengths of Table 601-3.

602.18.7 Patc hing Continuou sly Reinforced Concrete Pavement.

Make payment for continuously reinforced concrete pavement, on a lot basis, at the contract unit price per square yard, adjusted in accordance with the following

602.18.2 Cleaning and Reseal ing Existing Long itudinal and

Transverse Pavement Joints. Payment will be made at the contract unit price per linear foot.

602.18.3 Cleaning and Sealing Cracks. Payment will be made at the

contract unit price per linear foot.

602.18.4 Full Depth Corner Patc hing of Jointed Concrete Pavement.

Payment will be made at the contract unit price per square yard. Ba se the payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of corner patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.5 Full Depth Patc hing of Jointed Concrete Pavement. Base

acceptance and payment for full depth patching of jointed concrete pavement on a lot basis at the contract unit price per squ are yard, adjusted in accordance with the following provisions . A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment will be at the contract unit price per squ are yard as specified in 602.08 . Base payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of full depth pavement patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.6 Partial Depth Patc hing of Jointed Concrete Pavement.

Make payment for partial depth patching of jointed concrete pavement will be made at the contract unit price per square yard. When portland cement concrete is used for patching material in partial depth patches, the concrete will be accepted on a lot basis at the contract unit price per square yard. Base the accept ance and payment for each lot on the compressive strengths of Table 601-3.

602.18.7 Patc hing Continuou sly Reinforced Concrete Pavement.

Make payment for continuously reinforced concrete pavement, on a lot basis, at the contract unit price per square yard, adjusted in accordance with the following

602.18.2 Cleaning and Reseal ing Existing Long itudinal and

Transverse Pavement Joints. Payment will be made at the contract unit price per linear foot.

602.18.3 Cleaning and Sealing Cracks. Payment will be made at the

contract unit price per linear foot.

602.18.4 Full Depth Corner Patc hing of Jointed Concrete Pavement.

Payment will be made at the contract unit price per square yard. Ba se the payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of corner patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.5 Full Depth Patc hing of Jointed Concrete Pavement. Base

acceptance and payment for full depth patching of jointed concrete pavement on a lot basis at the contract unit price per squ are yard, adjusted in accordance with the following provisions . A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment will be at the contract unit price per squ are yard as specified in 602.08 . Base payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of full depth pavement patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.6 Partial Depth Patc hing of Jointed Concrete Pavement.

Make payment for partial depth patching of jointed concrete pavement will be made at the contract unit price per square yard. When portland cement concrete is used for patching material in partial depth patches, the concrete will be accepted on a lot basis at the contract unit price per square yard. Base the accept ance and payment for each lot on the compressive strengths of Table 601-3.

602.18.7 Patc hing Continuou sly Reinforced Concrete Pavement.

Make payment for continuously reinforced concrete pavement, on a lot basis, at the contract unit price per square yard, adjusted in accordance with the following

602.18.2 Cleaning and Reseal ing Existing Long itudinal and

Transverse Pavement Joints. Payment will be made at the contract unit price per linear foot.

602.18.3 Cleaning and Sealing Cracks. Payment will be made at the

contract unit price per linear foot.

602.18.4 Full Depth Corner Patc hing of Jointed Concrete Pavement.

Payment will be made at the contract unit price per square yard. Ba se the payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of corner patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.5 Full Depth Patc hing of Jointed Concrete Pavement. Base

acceptance and payment for full depth patching of jointed concrete pavement on a lot basis at the contract unit price per squ are yard, adjusted in accordance with the following provisions . A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment will be at the contract unit price per squ are yard as specified in 602.08 . Base payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of full depth pavement patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.6 Partial Depth Patc hing of Jointed Concrete Pavement.

Make payment for partial depth patching of jointed concrete pavement will be made at the contract unit price per square yard. When portland cement concrete is used for patching material in partial depth patches, the concrete will be accepted on a lot basis at the contract unit price per square yard. Base the accept ance and payment for each lot on the compressive strengths of Table 601-3.

602.18.7 Patc hing Continuou sly Reinforced Concrete Pavement.

Make payment for continuously reinforced concrete pavement, on a lot basis, at the contract unit price per square yard, adjusted in accordance with the following

602.18.2 Cleaning and Reseal ing Existing Long itudinal and

Transverse Pavement Joints. Payment will be made at the contract unit price per linear foot.

602.18.3 Cleaning and Sealing Cracks. Payment will be made at the

contract unit price per linear foot.

602.18.4 Full Depth Corner Patc hing of Jointed Concrete Pavement.

Payment will be made at the contract unit price per square yard. Ba se the payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of corner patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.5 Full Depth Patc hing of Jointed Concrete Pavement. Base

acceptance and payment for full depth patching of jointed concrete pavement on a lot basis at the contract unit price per squ are yard, adjusted in accordance with the following provisions . A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment will be at the contract unit price per squ are yard as specified in 602.08 . Base payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of full depth pavement patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.6 Partial Depth Patc hing of Jointed Concrete Pavement.

Make payment for partial depth patching of jointed concrete pavement will be made at the contract unit price per square yard. When portland cement concrete is used for patching material in partial depth patches, the concrete will be accepted on a lot basis at the contract unit price per square yard. Base the accept ance and payment for each lot on the compressive strengths of Table 601-3.

602.18.7 Patc hing Continuou sly Reinforced Concrete Pavement.

Make payment for continuously reinforced concrete pavement, on a lot basis, at the contract unit price per square yard, adjusted in accordance with the following

602.18.2 Cleaning and Reseal ing Existing Long itudinal and

Transverse Pavement Joints. Payment will be made at the contract unit price per linear foot.

602.18.3 Cleaning and Sealing Cracks. Payment will be made at the

contract unit price per linear foot.

602.18.4 Full Depth Corner Patc hing of Jointed Concrete Pavement.

Payment will be made at the contract unit price per square yard. Ba se the payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of corner patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.5 Full Depth Patc hing of Jointed Concrete Pavement. Base

acceptance and payment for full depth patching of jointed concrete pavement on a lot basis at the contract unit price per squ are yard, adjusted in accordance with the following provisions . A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment will be at the contract unit price per squ are yard as specified in 602.08 . Base payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of full depth pavement patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.6 Partial Depth Patc hing of Jointed Concrete Pavement.

Make payment for partial depth patching of jointed concrete pavement will be made at the contract unit price per square yard. When portland cement concrete is used for patching material in partial depth patches, the concrete will be accepted on a lot basis at the contract unit price per square yard. Base the accept ance and payment for each lot on the compressive strengths of Table 601-3.

602.18.7 Patc hing Continuou sly Reinforced Concrete Pavement.

Make payment for continuously reinforced concrete pavement, on a lot basis, at the contract unit price per square yard, adjusted in accordance with the following

602.18.2 Cleaning and Reseal ing Existing Long itudinal and

Transverse Pavement Joints. Payment will be made at the contract unit price per linear foot.

602.18.3 Cleaning and Sealing Cracks. Payment will be made at the

contract unit price per linear foot.

602.18.4 Full Depth Corner Patc hing of Jointed Concrete Pavement.

Payment will be made at the contract unit price per square yard. Ba se the payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of corner patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.5 Full Depth Patc hing of Jointed Concrete Pavement. Base

acceptance and payment for full depth patching of jointed concrete pavement on a lot basis at the contract unit price per squ are yard, adjusted in accordance with the following provisions . A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment will be at the contract unit price per squ are yard as specified in 602.08 . Base payment for deteriorated base course removed and replaced with concrete , as directed by the engineer, and as follows: The value per inch thickness of full depth pavement patching will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching to the top of base course . Payment for the additional thickness of base course replaced with concrete will be made at 50 percent of the value per inch thus determined.

602.18.6 Partial Depth Patc hing of Jointed Concrete Pavement.

Make payment for partial depth patching of jointed concrete pavement will be made at the contract unit price per square yard. When portland cement concrete is used for patching material in partial depth patches, the concrete will be accepted on a lot basis at the contract unit price per square yard. Base the accept ance and payment for each lot on the compressive strengths of Table 601-3.

602.18.7 Patc hing Continuou sly Reinforced Concrete Pavement.

Make payment for continuously reinforced concrete pavement, on a lot basis, at the contract unit price per square yard, adjusted in accordance with the following provisions. A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment for patching continuous reinforced concrete pavement per square yard includes furnishing all labor, materials, tools, and incidentals for performing the work as specified in 602.10 . Make payment for deteriorated base course removed, as directed by the engineer, and replaced with concrete as follows: The value per inch thickness will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching. Payment for the additional thickness will be made at 50 percent of the value per inch thus determined.

602.18.8 Grinding Concrete Pavement and Joints. Payment will be

made at the contract unit price per square yard.

602.18.9 Vacant

602.18.10 Long itudinal Shou lder Joint. Payment will be made at the

contract unit price per linear foot.

602.18.11 Removal of Existing Shoulder Underdrain Systems.

Payment will be made at the contract unit price per linear foot.

602.18.12 Undersealing and Slabjacking Pa vement. Payment will be

made at the contract unit price per ton of portland cement. Payment for holes will be per each.

602.18.13 Dowel Bar Retrofit. Payment will be made at the contract unit

price per each. Payment will be made under: Item No. Pay Item Pay Unit 602-01 Cleaning and Filling Existing Longitud inal Pavement Joints Linear Foot 602-02 Cleaning and Resealing Existing Longitudinal and Transverse Pavement Joints Linear Foot 602-03 Cleaning and Sealing Cracks Linear Foot 602-04 Full Depth Corner Patching of Jointed Concrete Pavement Square Yard 602-05 Full Depth Patching of Jointed Concrete Pavement Square Yard 602-06 Partial Depth Patch ing of Jointed Concrete Pavement Square Yard provisions. A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment for patching continuous reinforced concrete pavement per square yard includes furnishing all labor, materials, tools, and incidentals for performing the work as specified in 602.10 . Make payment for deteriorated base course removed, as directed by the engineer, and replaced with concrete as follows: The value per inch thickness will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching. Payment for the additional thickness will be made at 50 percent of the value per inch thus determined.

602.18.8 Grinding Concrete Pavement and Joints. Payment will be

made at the contract unit price per square yard.

602.18.9 Vacant

602.18.10 Long itudinal Shou lder Joint. Payment will be made at the

contract unit price per linear foot.

602.18.11 Removal of Existing Shoulder Underdrain Systems.

Payment will be made at the contract unit price per linear foot.

602.18.12 Undersealing and Slabjacking Pa vement. Payment will be

made at the contract unit price per ton of portland cement. Payment for holes will be per each.

602.18.13 Dowel Bar Retrofit. Payment will be made at the contract unit

price per each. Payment will be made under: Item No. Pay Item Pay Unit 602-01 Cleaning and Filling Existing Longitud inal Pavement Joints Linear Foot 602-02 Cleaning and Resealing Existing Longitudinal and Transverse Pavement Joints Linear Foot 602-03 Cleaning and Sealing Cracks Linear Foot 602-04 Full Depth Corner Patching of Jointed Concrete Pavement Square Yard 602-05 Full Depth Patching of Jointed Concrete Pavement Square Yard 602-06 Partial Depth Patch ing of Jointed Concrete Pavement Square Yard provisions. A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment for patching continuous reinforced concrete pavement per square yard includes furnishing all labor, materials, tools, and incidentals for performing the work as specified in 602.10 . Make payment for deteriorated base course removed, as directed by the engineer, and replaced with concrete as follows: The value per inch thickness will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching. Payment for the additional thickness will be made at 50 percent of the value per inch thus determined.

602.18.8 Grinding Concrete Pavement and Joints. Payment will be

made at the contract unit price per square yard.

602.18.9 Vacant

602.18.10 Long itudinal Shou lder Joint. Payment will be made at the

contract unit price per linear foot.

602.18.11 Removal of Existing Shoulder Underdrain Systems.

Payment will be made at the contract unit price per linear foot.

602.18.12 Undersealing and Slabjacking Pa vement. Payment will be

made at the contract unit price per ton of portland cement. Payment for holes will be per each.

602.18.13 Dowel Bar Retrofit. Payment will be made at the contract unit

price per each. Payment will be made under: Item No. Pay Item Pay Unit 602-01 Cleaning and Filling Existing Longitud inal Pavement Joints Linear Foot 602-02 Cleaning and Resealing Existing Longitudinal and Transverse Pavement Joints Linear Foot 602-03 Cleaning and Sealing Cracks Linear Foot 602-04 Full Depth Corner Patching of Jointed Concrete Pavement Square Yard 602-05 Full Depth Patching of Jointed Concrete Pavement Square Yard 602-06 Partial Depth Patch ing of Jointed Concrete Pavement Square Yard provisions. A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment for patching continuous reinforced concrete pavement per square yard includes furnishing all labor, materials, tools, and incidentals for performing the work as specified in 602.10 . Make payment for deteriorated base course removed, as directed by the engineer, and replaced with concrete as follows: The value per inch thickness will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching. Payment for the additional thickness will be made at 50 percent of the value per inch thus determined.

602.18.8 Grinding Concrete Pavement and Joints. Payment will be

made at the contract unit price per square yard.

602.18.9 Vacant

602.18.10 Long itudinal Shou lder Joint. Payment will be made at the

contract unit price per linear foot.

602.18.11 Removal of Existing Shoulder Underdrain Systems.

Payment will be made at the contract unit price per linear foot.

602.18.12 Undersealing and Slabjacking Pa vement. Payment will be

made at the contract unit price per ton of portland cement. Payment for holes will be per each.

602.18.13 Dowel Bar Retrofit. Payment will be made at the contract unit

price per each. Payment will be made under: Item No. Pay Item Pay Unit 602-01 Cleaning and Filling Existing Longitud inal Pavement Joints Linear Foot 602-02 Cleaning and Resealing Existing Longitudinal and Transverse Pavement Joints Linear Foot 602-03 Cleaning and Sealing Cracks Linear Foot 602-04 Full Depth Corner Patching of Jointed Concrete Pavement Square Yard 602-05 Full Depth Patching of Jointed Concrete Pavement Square Yard 602-06 Partial Depth Patch ing of Jointed Concrete Pavement Square Yard provisions. A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment for patching continuous reinforced concrete pavement per square yard includes furnishing all labor, materials, tools, and incidentals for performing the work as specified in 602.10 . Make payment for deteriorated base course removed, as directed by the engineer, and replaced with concrete as follows: The value per inch thickness will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching. Payment for the additional thickness will be made at 50 percent of the value per inch thus determined.

602.18.8 Grinding Concrete Pavement and Joints. Payment will be

made at the contract unit price per square yard.

602.18.9 Vacant

602.18.10 Long itudinal Shou lder Joint. Payment will be made at the

contract unit price per linear foot.

602.18.11 Removal of Existing Shoulder Underdrain Systems.

Payment will be made at the contract unit price per linear foot.

602.18.12 Undersealing and Slabjacking Pa vement. Payment will be

made at the contract unit price per ton of portland cement. Payment for holes will be per each.

602.18.13 Dowel Bar Retrofit. Payment will be made at the contract unit

price per each. Payment will be made under: Item No. Pay Item Pay Unit 602-01 Cleaning and Filling Existing Longitud inal Pavement Joints Linear Foot 602-02 Cleaning and Resealing Existing Longitudinal and Transverse Pavement Joints Linear Foot 602-03 Cleaning and Sealing Cracks Linear Foot 602-04 Full Depth Corner Patching of Jointed Concrete Pavement Square Yard 602-05 Full Depth Patching of Jointed Concrete Pavement Square Yard 602-06 Partial Depth Patch ing of Jointed Concrete Pavement Square Yard provisions. A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment for patching continuous reinforced concrete pavement per square yard includes furnishing all labor, materials, tools, and incidentals for performing the work as specified in 602.10 . Make payment for deteriorated base course removed, as directed by the engineer, and replaced with concrete as follows: The value per inch thickness will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching. Payment for the additional thickness will be made at 50 percent of the value per inch thus determined.

602.18.8 Grinding Concrete Pavement and Joints. Payment will be

made at the contract unit price per square yard.

602.18.9 Vacant

602.18.10 Long itudinal Shou lder Joint. Payment will be made at the

contract unit price per linear foot.

602.18.11 Removal of Existing Shoulder Underdrain Systems.

Payment will be made at the contract unit price per linear foot.

602.18.12 Undersealing and Slabjacking Pa vement. Payment will be

made at the contract unit price per ton of portland cement. Payment for holes will be per each.

602.18.13 Dowel Bar Retrofit. Payment will be made at the contract unit

price per each. Payment will be made under: Item No. Pay Item Pay Unit 602-01 Cleaning and Filling Existing Longitud inal Pavement Joints Linear Foot 602-02 Cleaning and Resealing Existing Longitudinal and Transverse Pavement Joints Linear Foot 602-03 Cleaning and Sealing Cracks Linear Foot 602-04 Full Depth Corner Patching of Jointed Concrete Pavement Square Yard 602-05 Full Depth Patching of Jointed Concrete Pavement Square Yard 602-06 Partial Depth Patch ing of Jointed Concrete Pavement Square Yard provisions. A lot will be a completed section or an identifiable pour completed in one day. Base the acc eptance and payment for each lot on the compressive strengths of Table 601-3. Payment for patching continuous reinforced concrete pavement per square yard includes furnishing all labor, materials, tools, and incidentals for performing the work as specified in 602.10 . Make payment for deteriorated base course removed, as directed by the engineer, and replaced with concrete as follows: The value per inch thickness will be determined by dividing the contract unit price per square yard by the plan thickness. Measure the thickness of patches from the surface that exists at the time of patching. Payment for the additional thickness will be made at 50 percent of the value per inch thus determined.

602.18.8 Grinding Concrete Pavement and Joints. Payment will be

made at the contract unit price per square yard.

602.18.9 Vacant

602.18.10 Long itudinal Shou lder Joint. Payment will be made at the

contract unit price per linear foot.

602.18.11 Removal of Existing Shoulder Underdrain Systems.

Payment will be made at the contract unit price per linear foot.

602.18.12 Undersealing and Slabjacking Pa vement. Payment will be

made at the contract unit price per ton of portland cement. Payment for holes will be per each.

602.18.13 Dowel Bar Retrofit. Payment will be made at the contract unit

price per each. Payment will be made under: Item No. Pay Item Pay Unit 602-01 Cleaning and Filling Existing Longitud inal Pavement Joints Linear Foot 602-02 Cleaning and Resealing Existing Longitudinal and Transverse Pavement Joints Linear Foot 602-03 Cleaning and Sealing Cracks Linear Foot 602-04 Full Depth Corner Patching of Jointed Concrete Pavement Square Yard 602-05 Full Depth Patching of Jointed Concrete Pavement Square Yard 602-06 Partial Depth Patch ing of Jointed Concrete Pavement Square Yard 602-07 Patching Continuously Reinforced Concrete Pavement Square Yard 602-08 Diamond Grinding Concrete Pavement Square Yard 602-09 Diamond Grooving Concrete Pavement Square Yard 602-10 Longitudinal Shoulder Joints Linear Foot 602-11 Removal of Existing Shoulder Underdrain Systems Linear Foot 602-12 Undersealing Pavement Ton 602-13 Slabjacking Pavement Ton 602-14 Holes Each 602-15 Dowel Bar Retrofit Each 602-16 High Early Strength (HES) Concrete Pavement Full and Partial Depth Patching Square Yard PART VII —INCIDENTAL CONSTRUCTION Section No. Page No. Section 701 Culverts and Storm Drains ................................ ................................ .............. 355 Section 702 Manholes, Junction Boxes, Catch Basins, and End Treatments ..................... 369 Section 703 Underdrain Systems ................................ ................................ ....................... 373 Section 704 Guardrail ................................ ................................ ................................ ......... 378 Section 705 Fences ................................ ................................ ................................ ............ 381 Section 706 Concrete Walks, Drives, and Incidental Paving ................................ .............. 385 Section 707 Curbs and Gutters ................................ ................................ .......................... 389 Section 708 Right -of-Way Monuments ................................ ................................ ............... 393 Section 709 Steel Cattle Guards ................................ ................................ ........................ 395 Section 710 Flowable Fill ................................ ................................ ................................ .... 397 Section 711 Riprap ................................ ................................ ................................ ............. 400 Section 712 Revetments ................................ ................................ ................................ ..... 404 Section 713 Temporary Traffic Control ................................ ................................ ............... 408 Section 714 Sodding ................................ ................................ ................................ ........... 429 Section 715 Topsoil ................................ ................................ ................................ ............ 432 Section 716 Vegetative and Fiber Mulch ................................ ................................ ............ 434 Section 717 Seeding ................................ ................................ ................................ ........... 437 Section 718 Fertilizer and Agricultural Lime ................................ ................................ ....... 441 Section 719 Landscaping ................................ ................................ ................................ ... 443 Section 720 Erosion Control Systems ................................ ................................ ................ 454 Section 721 Mowing, Trimming, and Debris Collection ................................ ....................... 456