601Description

601.01 DESCRIPTION. Construct Portland Cement Concrete Pavement

(PCCP) on a prepared subgrade or base course in accordance with these specifications and as shown on the plans. Definition: Fresh concrete is being in a plastic state that has not achieved initial set. Quality assurance requirements shall be as specified in the latest edition of the Department’s publication entitled Application of Quality Assuran ce Specifications for Portland Cement Concrete Pavement and Structures.

601.02 Materials.

Provide materials as specified in the following sections and subsections. Portland Cement Concrete Section 901 , Section Aggregates Section 1003 Joint Materials Section 1005 Reinforcing Steel 1009.01 Dowel Bars 1009.03 Curing Materials 1011.01 Epoxy Resin Systems Section 1017 Water 1018.01 Hydrated Lime 1018.02 Non-Shrink Grout 1018.04 Geotextile Fabric Section 1019 Furnish either Type B or D concrete. Use the same type of concr ete throughout the project, unless otherwise authorized in writing. Account for delayed and fluctuating set times and strength gain characteristics when utilizing supplemental cementitious materials in PCCP .

601.03 Construction.

601.03.1 Equipment: Provide and maintain in good mechanical condition

all equipment and tools for concrete batching, paving, finishing, and curing Portland Cement Concrete Pavement

601.01 DESCRIPTION. Construct Portland Cement Concrete Pavement

(PCCP) on a prepared subgrade or base course in accordance with these specifications and as shown on the plans. Definition: Fresh concrete is being in a plastic state that has not achieved initial set. Quality assurance requirements shall be as specified in the latest edition of the Department’s publication entitled Application of Quality Assuran ce Specifications for Portland Cement Concrete Pavement and Structures.

601.02 Materials.

Provide materials as specified in the following sections and subsections. Portland Cement Concrete Section 901 , Section Aggregates Section 1003 Joint Materials Section 1005 Reinforcing Steel 1009.01 Dowel Bars 1009.03 Curing Materials 1011.01 Epoxy Resin Systems Section 1017 Water 1018.01 Hydrated Lime 1018.02 Non-Shrink Grout 1018.04 Geotextile Fabric Section 1019 Furnish either Type B or D concrete. Use the same type of concr ete throughout the project, unless otherwise authorized in writing. Account for delayed and fluctuating set times and strength gain characteristics when utilizing supplemental cementitious materials in PCCP .

601.03 Construction.

601.03.1 Equipment: Provide and maintain in good mechanical condition

all equipment and tools for concrete batching, paving, finishing, and curing Portland Cement Concrete Pavement

601.01 DESCRIPTION. Construct Portland Cement Concrete Pavement

(PCCP) on a prepared subgrade or base course in accordance with these specifications and as shown on the plans. Definition: Fresh concrete is being in a plastic state that has not achieved initial set. Quality assurance requirements shall be as specified in the latest edition of the Department’s publication entitled Application of Quality Assuran ce Specifications for Portland Cement Concrete Pavement and Structures.

601.02 Materials.

Provide materials as specified in the following sections and subsections. Portland Cement Concrete Section 901 , Section Aggregates Section 1003 Joint Materials Section 1005 Reinforcing Steel 1009.01 Dowel Bars 1009.03 Curing Materials 1011.01 Epoxy Resin Systems Section 1017 Water 1018.01 Hydrated Lime 1018.02 Non-Shrink Grout 1018.04 Geotextile Fabric Section 1019 Furnish either Type B or D concrete. Use the same type of concr ete throughout the project, unless otherwise authorized in writing. Account for delayed and fluctuating set times and strength gain characteristics when utilizing supplemental cementitious materials in PCCP .

601.03 Construction.

601.03.1 Equipment: Provide and maintain in good mechanical condition

all equipment and tools for concrete batching, paving, finishing, and curing Portland Cement Concrete Pavement

601.01 DESCRIPTION. Construct Portland Cement Concrete Pavement

(PCCP) on a prepared subgrade or base course in accordance with these specifications and as shown on the plans. Definition: Fresh concrete is being in a plastic state that has not achieved initial set. Quality assurance requirements shall be as specified in the latest edition of the Department’s publication entitled Application of Quality Assuran ce Specifications for Portland Cement Concrete Pavement and Structures.

601.02 Materials.

Provide materials as specified in the following sections and subsections. Portland Cement Concrete Section 901 , Section Aggregates Section 1003 Joint Materials Section 1005 Reinforcing Steel 1009.01 Dowel Bars 1009.03 Curing Materials 1011.01 Epoxy Resin Systems Section 1017 Water 1018.01 Hydrated Lime 1018.02 Non-Shrink Grout 1018.04 Geotextile Fabric Section 1019 Furnish either Type B or D concrete. Use the same type of concr ete throughout the project, unless otherwise authorized in writing. Account for delayed and fluctuating set times and strength gain characteristics when utilizing supplemental cementitious materials in PCCP .

601.03 Construction.

601.03.1 Equipment: Provide and maintain in good mechanical condition

all equipment and tools for concrete batching, paving, finishing, and curing operations. Paving and miscellaneous equipment shall comply with the requirements of the appropriate subsection. Submit, at le ast 7 days prior to paving, a list of the proposed equipment and tools necessary for handling materials and performing the work. Deliver all equipment to the job site at least 24 hours prior to the start of operations for examination.

601.03.1 1 Batching Plant and Equipment: See 901.09 and 901.10 .

601.03.1 2 Mixers: See 901.10 .

601.03.1 3 Central Plant: See 901.10 .

601.03.1 4 Truck Mixers and Truck Agitators : See 901.09 and

901.10 .

601.03.1 5 Non-agitator Trucks: See 901.09 .

601.03.1 6 Finishing Equipment: Use slip -form paving equipment or

equipment with stationary side forms to construct pavement.

601.03.1 6.1 Slip-Form Method:

Place concrete with a slip -form paver that can sprea d, consolidate, screed, and finish the freshly placed concrete in one complete pass. Vibrators for slip form pavers shall be internal type with either immersed tube or multiple spuds and capable of consolidating the concrete for the full width and depth. Ensure that vibrators attached to the spreader or finishing machine, or mounted on a separate carriage, do not touch joints, load transfer devices, the subgrade, or side forms. Vibrate only when paver is in motion. Limit the vibration frequency from 5,0 00 to 8,000 vibrations per minute.

601.03.1 6.2 Stationary Side -Form Method: Use a type of screed

sufficiently rigid to retain its shape to finish the surface to the specified typical section. Use wooden or metal screeds for hand finishing or mechanical twin oscill ating -type roller or truss -type screeds that are at least two feet longer than the slab width. The contractor may use hand held vibrators for side form concrete placements. Maintain a minimum frequency of 4,500 vibrations per minute for the approved hand -held vibrators.

601.03.1 7 Concrete Saw: Provide saws to timely cut joints and backup

saws in case of equipment failure.

601.03.1 8 Forms: Provide metal, solid, and stable forms having a depth

of the specified pavement thickness with a minimum base width of 0.8 of the depth except as otherwise approved. Use flexible or curved forms for curves up to 100 - foot radius. Keep forms rigid and sta ble during paving. Remove forms with operations. Paving and miscellaneous equipment shall comply with the requirements of the appropriate subsection. Submit, at le ast 7 days prior to paving, a list of the proposed equipment and tools necessary for handling materials and performing the work. Deliver all equipment to the job site at least 24 hours prior to the start of operations for examination.

601.03.1 1 Batching Plant and Equipment: See 901.09 and 901.10 .

601.03.1 2 Mixers: See 901.10 .

601.03.1 3 Central Plant: See 901.10 .

601.03.1 4 Truck Mixers and Truck Agitators : See 901.09 and

901.10 .

601.03.1 5 Non-agitator Trucks: See 901.09 .

601.03.1 6 Finishing Equipment: Use slip -form paving equipment or

equipment with stationary side forms to construct pavement.

601.03.1 6.1 Slip-Form Method:

Place concrete with a slip -form paver that can sprea d, consolidate, screed, and finish the freshly placed concrete in one complete pass. Vibrators for slip form pavers shall be internal type with either immersed tube or multiple spuds and capable of consolidating the concrete for the full width and depth. Ensure that vibrators attached to the spreader or finishing machine, or mounted on a separate carriage, do not touch joints, load transfer devices, the subgrade, or side forms. Vibrate only when paver is in motion. Limit the vibration frequency from 5,0 00 to 8,000 vibrations per minute.

601.03.1 6.2 Stationary Side -Form Method: Use a type of screed

sufficiently rigid to retain its shape to finish the surface to the specified typical section. Use wooden or metal screeds for hand finishing or mechanical twin oscill ating -type roller or truss -type screeds that are at least two feet longer than the slab width. The contractor may use hand held vibrators for side form concrete placements. Maintain a minimum frequency of 4,500 vibrations per minute for the approved hand -held vibrators.

601.03.1 7 Concrete Saw: Provide saws to timely cut joints and backup

saws in case of equipment failure.

601.03.1 8 Forms: Provide metal, solid, and stable forms having a depth

of the specified pavement thickness with a minimum base width of 0.8 of the depth except as otherwise approved. Use flexible or curved forms for curves up to 100 - foot radius. Keep forms rigid and sta ble during paving. Remove forms with operations. Paving and miscellaneous equipment shall comply with the requirements of the appropriate subsection. Submit, at le ast 7 days prior to paving, a list of the proposed equipment and tools necessary for handling materials and performing the work. Deliver all equipment to the job site at least 24 hours prior to the start of operations for examination.

601.03.1 1 Batching Plant and Equipment: See 901.09 and 901.10 .

601.03.1 2 Mixers: See 901.10 .

601.03.1 3 Central Plant: See 901.10 .

601.03.1 4 Truck Mixers and Truck Agitators : See 901.09 and

901.10 .

601.03.1 5 Non-agitator Trucks: See 901.09 .

601.03.1 6 Finishing Equipment: Use slip -form paving equipment or

equipment with stationary side forms to construct pavement.

601.03.1 6.1 Slip-Form Method:

Place concrete with a slip -form paver that can sprea d, consolidate, screed, and finish the freshly placed concrete in one complete pass. Vibrators for slip form pavers shall be internal type with either immersed tube or multiple spuds and capable of consolidating the concrete for the full width and depth. Ensure that vibrators attached to the spreader or finishing machine, or mounted on a separate carriage, do not touch joints, load transfer devices, the subgrade, or side forms. Vibrate only when paver is in motion. Limit the vibration frequency from 5,0 00 to 8,000 vibrations per minute.

601.03.1 6.2 Stationary Side -Form Method: Use a type of screed

sufficiently rigid to retain its shape to finish the surface to the specified typical section. Use wooden or metal screeds for hand finishing or mechanical twin oscill ating -type roller or truss -type screeds that are at least two feet longer than the slab width. The contractor may use hand held vibrators for side form concrete placements. Maintain a minimum frequency of 4,500 vibrations per minute for the approved hand -held vibrators.

601.03.1 7 Concrete Saw: Provide saws to timely cut joints and backup

saws in case of equipment failure.

601.03.1 8 Forms: Provide metal, solid, and stable forms having a depth

of the specified pavement thickness with a minimum base width of 0.8 of the depth except as otherwise approved. Use flexible or curved forms for curves up to 100 - foot radius. Keep forms rigid and sta ble during paving. Remove forms with operations. Paving and miscellaneous equipment shall comply with the requirements of the appropriate subsection. Submit, at le ast 7 days prior to paving, a list of the proposed equipment and tools necessary for handling materials and performing the work. Deliver all equipment to the job site at least 24 hours prior to the start of operations for examination.

601.03.1 1 Batching Plant and Equipment: See 901.09 and 901.10 .

601.03.1 2 Mixers: See 901.10 .

601.03.1 3 Central Plant: See 901.10 .

601.03.1 4 Truck Mixers and Truck Agitators : See 901.09 and

901.10 .

601.03.1 5 Non-agitator Trucks: See 901.09 .

601.03.1 6 Finishing Equipment: Use slip -form paving equipment or

equipment with stationary side forms to construct pavement.

601.03.1 6.1 Slip-Form Method:

Place concrete with a slip -form paver that can sprea d, consolidate, screed, and finish the freshly placed concrete in one complete pass. Vibrators for slip form pavers shall be internal type with either immersed tube or multiple spuds and capable of consolidating the concrete for the full width and depth. Ensure that vibrators attached to the spreader or finishing machine, or mounted on a separate carriage, do not touch joints, load transfer devices, the subgrade, or side forms. Vibrate only when paver is in motion. Limit the vibration frequency from 5,0 00 to 8,000 vibrations per minute.

601.03.1 6.2 Stationary Side -Form Method: Use a type of screed

sufficiently rigid to retain its shape to finish the surface to the specified typical section. Use wooden or metal screeds for hand finishing or mechanical twin oscill ating -type roller or truss -type screeds that are at least two feet longer than the slab width. The contractor may use hand held vibrators for side form concrete placements. Maintain a minimum frequency of 4,500 vibrations per minute for the approved hand -held vibrators.

601.03.1 7 Concrete Saw: Provide saws to timely cut joints and backup

saws in case of equipment failure.

601.03.1 8 Forms: Provide metal, solid, and stable forms having a depth

of the specified pavement thickness with a minimum base width of 0.8 of the depth except as otherwise approved. Use flexible or curved forms for curves up to 100 - foot radius. Keep forms rigid and sta ble during paving. Remove forms with operations. Paving and miscellaneous equipment shall comply with the requirements of the appropriate subsection. Submit, at le ast 7 days prior to paving, a list of the proposed equipment and tools necessary for handling materials and performing the work. Deliver all equipment to the job site at least 24 hours prior to the start of operations for examination.

601.03.1 1 Batching Plant and Equipment: See 901.09 and 901.10 .

601.03.1 2 Mixers: See 901.10 .

601.03.1 3 Central Plant: See 901.10 .

601.03.1 4 Truck Mixers and Truck Agitators : See 901.09 and

901.10 .

601.03.1 5 Non-agitator Trucks: See 901.09 .

601.03.1 6 Finishing Equipment: Use slip -form paving equipment or

equipment with stationary side forms to construct pavement.

601.03.1 6.1 Slip-Form Method:

Place concrete with a slip -form paver that can sprea d, consolidate, screed, and finish the freshly placed concrete in one complete pass. Vibrators for slip form pavers shall be internal type with either immersed tube or multiple spuds and capable of consolidating the concrete for the full width and depth. Ensure that vibrators attached to the spreader or finishing machine, or mounted on a separate carriage, do not touch joints, load transfer devices, the subgrade, or side forms. Vibrate only when paver is in motion. Limit the vibration frequency from 5,0 00 to 8,000 vibrations per minute.

601.03.1 6.2 Stationary Side -Form Method: Use a type of screed

sufficiently rigid to retain its shape to finish the surface to the specified typical section. Use wooden or metal screeds for hand finishing or mechanical twin oscill ating -type roller or truss -type screeds that are at least two feet longer than the slab width. The contractor may use hand held vibrators for side form concrete placements. Maintain a minimum frequency of 4,500 vibrations per minute for the approved hand -held vibrators.

601.03.1 7 Concrete Saw: Provide saws to timely cut joints and backup

saws in case of equipment failure.

601.03.1 8 Forms: Provide metal, solid, and stable forms having a depth

of the specified pavement thickness with a minimum base width of 0.8 of the depth except as otherwise approved. Use flexible or curved forms for curves up to 100 - foot radius. Keep forms rigid and sta ble during paving. Remove forms with operations. Paving and miscellaneous equipment shall comply with the requirements of the appropriate subsection. Submit, at le ast 7 days prior to paving, a list of the proposed equipment and tools necessary for handling materials and performing the work. Deliver all equipment to the job site at least 24 hours prior to the start of operations for examination.

601.03.1 1 Batching Plant and Equipment: See 901.09 and 901.10 .

601.03.1 2 Mixers: See 901.10 .

601.03.1 3 Central Plant: See 901.10 .

601.03.1 4 Truck Mixers and Truck Agitators : See 901.09 and

901.10 .

601.03.1 5 Non-agitator Trucks: See 901.09 .

601.03.1 6 Finishing Equipment: Use slip -form paving equipment or

equipment with stationary side forms to construct pavement.

601.03.1 6.1 Slip-Form Method:

Place concrete with a slip -form paver that can sprea d, consolidate, screed, and finish the freshly placed concrete in one complete pass. Vibrators for slip form pavers shall be internal type with either immersed tube or multiple spuds and capable of consolidating the concrete for the full width and depth. Ensure that vibrators attached to the spreader or finishing machine, or mounted on a separate carriage, do not touch joints, load transfer devices, the subgrade, or side forms. Vibrate only when paver is in motion. Limit the vibration frequency from 5,0 00 to 8,000 vibrations per minute.

601.03.1 6.2 Stationary Side -Form Method: Use a type of screed

sufficiently rigid to retain its shape to finish the surface to the specified typical section. Use wooden or metal screeds for hand finishing or mechanical twin oscill ating -type roller or truss -type screeds that are at least two feet longer than the slab width. The contractor may use hand held vibrators for side form concrete placements. Maintain a minimum frequency of 4,500 vibrations per minute for the approved hand -held vibrators.

601.03.1 7 Concrete Saw: Provide saws to timely cut joints and backup

saws in case of equipment failure.

601.03.1 8 Forms: Provide metal, solid, and stable forms having a depth

of the specified pavement thickness with a minimum base width of 0.8 of the depth except as otherwise approved. Use flexible or curved forms for curves up to 100 - foot radius. Keep forms rigid and sta ble during paving. Remove forms with operations. Paving and miscellaneous equipment shall comply with the requirements of the appropriate subsection. Submit, at le ast 7 days prior to paving, a list of the proposed equipment and tools necessary for handling materials and performing the work. Deliver all equipment to the job site at least 24 hours prior to the start of operations for examination.

601.03.1 1 Batching Plant and Equipment: See 901.09 and 901.10 .

601.03.1 2 Mixers: See 901.10 .

601.03.1 3 Central Plant: See 901.10 .

601.03.1 4 Truck Mixers and Truck Agitators : See 901.09 and

901.10 .

601.03.1 5 Non-agitator Trucks: See 901.09 .

601.03.1 6 Finishing Equipment: Use slip -form paving equipment or

equipment with stationary side forms to construct pavement.

601.03.1 6.1 Slip-Form Method:

Place concrete with a slip -form paver that can sprea d, consolidate, screed, and finish the freshly placed concrete in one complete pass. Vibrators for slip form pavers shall be internal type with either immersed tube or multiple spuds and capable of consolidating the concrete for the full width and depth. Ensure that vibrators attached to the spreader or finishing machine, or mounted on a separate carriage, do not touch joints, load transfer devices, the subgrade, or side forms. Vibrate only when paver is in motion. Limit the vibration frequency from 5,0 00 to 8,000 vibrations per minute.

601.03.1 6.2 Stationary Side -Form Method: Use a type of screed

sufficiently rigid to retain its shape to finish the surface to the specified typical section. Use wooden or metal screeds for hand finishing or mechanical twin oscill ating -type roller or truss -type screeds that are at least two feet longer than the slab width. The contractor may use hand held vibrators for side form concrete placements. Maintain a minimum frequency of 4,500 vibrations per minute for the approved hand -held vibrators.

601.03.1 7 Concrete Saw: Provide saws to timely cut joints and backup

saws in case of equipment failure.

601.03.1 8 Forms: Provide metal, solid, and stable forms having a depth

of the specified pavement thickness with a minimum base width of 0.8 of the depth except as otherwise approved. Use flexible or curved forms for curves up to 100 - foot radius. Keep forms rigid and sta ble during paving. Remove forms with operations. Paving and miscellaneous equipment shall comply with the requirements of the appropriate subsection. Submit, at le ast 7 days prior to paving, a list of the proposed equipment and tools necessary for handling materials and performing the work. Deliver all equipment to the job site at least 24 hours prior to the start of operations for examination.

601.03.1 1 Batching Plant and Equipment: See 901.09 and 901.10 .

601.03.1 2 Mixers: See 901.10 .

601.03.1 3 Central Plant: See 901.10 .

601.03.1 4 Truck Mixers and Truck Agitators : See 901.09 and

901.10 .

601.03.1 5 Non-agitator Trucks: See 901.09 .

601.03.1 6 Finishing Equipment: Use slip -form paving equipment or

equipment with stationary side forms to construct pavement.

601.03.1 6.1 Slip-Form Method:

Place concrete with a slip -form paver that can sprea d, consolidate, screed, and finish the freshly placed concrete in one complete pass. Vibrators for slip form pavers shall be internal type with either immersed tube or multiple spuds and capable of consolidating the concrete for the full width and depth. Ensure that vibrators attached to the spreader or finishing machine, or mounted on a separate carriage, do not touch joints, load transfer devices, the subgrade, or side forms. Vibrate only when paver is in motion. Limit the vibration frequency from 5,0 00 to 8,000 vibrations per minute.

601.03.1 6.2 Stationary Side -Form Method: Use a type of screed

sufficiently rigid to retain its shape to finish the surface to the specified typical section. Use wooden or metal screeds for hand finishing or mechanical twin oscill ating -type roller or truss -type screeds that are at least two feet longer than the slab width. The contractor may use hand held vibrators for side form concrete placements. Maintain a minimum frequency of 4,500 vibrations per minute for the approved hand -held vibrators.

601.03.1 7 Concrete Saw: Provide saws to timely cut joints and backup

saws in case of equipment failure.

601.03.1 8 Forms: Provide metal, solid, and stable forms having a depth

of the specified pavement thickness with a minimum base width of 0.8 of the depth except as otherwise approved. Use flexible or curved forms for curves up to 100 - foot radius. Keep forms rigid and sta ble during paving. Remove forms with operations. Paving and miscellaneous equipment shall comply with the requirements of the appropriate subsection. Submit, at le ast 7 days prior to paving, a list of the proposed equipment and tools necessary for handling materials and performing the work. Deliver all equipment to the job site at least 24 hours prior to the start of operations for examination.

601.03.1 1 Batching Plant and Equipment: See 901.09 and 901.10 .

601.03.1 2 Mixers: See 901.10 .

601.03.1 3 Central Plant: See 901.10 .

601.03.1 4 Truck Mixers and Truck Agitators : See 901.09 and

901.10 .

601.03.1 5 Non-agitator Trucks: See 901.09 .

601.03.1 6 Finishing Equipment: Use slip -form paving equipment or

equipment with stationary side forms to construct pavement.

601.03.1 6.1 Slip-Form Method:

Place concrete with a slip -form paver that can sprea d, consolidate, screed, and finish the freshly placed concrete in one complete pass. Vibrators for slip form pavers shall be internal type with either immersed tube or multiple spuds and capable of consolidating the concrete for the full width and depth. Ensure that vibrators attached to the spreader or finishing machine, or mounted on a separate carriage, do not touch joints, load transfer devices, the subgrade, or side forms. Vibrate only when paver is in motion. Limit the vibration frequency from 5,0 00 to 8,000 vibrations per minute.

601.03.1 6.2 Stationary Side -Form Method: Use a type of screed

sufficiently rigid to retain its shape to finish the surface to the specified typical section. Use wooden or metal screeds for hand finishing or mechanical twin oscill ating -type roller or truss -type screeds that are at least two feet longer than the slab width. The contractor may use hand held vibrators for side form concrete placements. Maintain a minimum frequency of 4,500 vibrations per minute for the approved hand -held vibrators.

601.03.1 7 Concrete Saw: Provide saws to timely cut joints and backup

saws in case of equipment failure.

601.03.1 8 Forms: Provide metal, solid, and stable forms having a depth

of the specified pavement thickness with a minimum base width of 0.8 of the depth except as otherwise approved. Use flexible or curved forms for curves up to 100 - foot radius. Keep forms rigid and sta ble during paving. Remove forms with operations. Paving and miscellaneous equipment shall comply with the requirements of the appropriate subsection. Submit, at le ast 7 days prior to paving, a list of the proposed equipment and tools necessary for handling materials and performing the work. Deliver all equipment to the job site at least 24 hours prior to the start of operations for examination.

601.03.1 1 Batching Plant and Equipment: See 901.09 and 901.10 .

601.03.1 2 Mixers: See 901.10 .

601.03.1 3 Central Plant: See 901.10 .

601.03.1 4 Truck Mixers and Truck Agitators : See 901.09 and

901.10 .

601.03.1 5 Non-agitator Trucks: See 901.09 .

601.03.1 6 Finishing Equipment: Use slip -form paving equipment or

equipment with stationary side forms to construct pavement.

601.03.1 6.1 Slip-Form Method:

Place concrete with a slip -form paver that can sprea d, consolidate, screed, and finish the freshly placed concrete in one complete pass. Vibrators for slip form pavers shall be internal type with either immersed tube or multiple spuds and capable of consolidating the concrete for the full width and depth. Ensure that vibrators attached to the spreader or finishing machine, or mounted on a separate carriage, do not touch joints, load transfer devices, the subgrade, or side forms. Vibrate only when paver is in motion. Limit the vibration frequency from 5,0 00 to 8,000 vibrations per minute.

601.03.1 6.2 Stationary Side -Form Method: Use a type of screed

sufficiently rigid to retain its shape to finish the surface to the specified typical section. Use wooden or metal screeds for hand finishing or mechanical twin oscill ating -type roller or truss -type screeds that are at least two feet longer than the slab width. The contractor may use hand held vibrators for side form concrete placements. Maintain a minimum frequency of 4,500 vibrations per minute for the approved hand -held vibrators.

601.03.1 7 Concrete Saw: Provide saws to timely cut joints and backup

saws in case of equipment failure.

601.03.1 8 Forms: Provide metal, solid, and stable forms having a depth

of the specified pavement thickness with a minimum base width of 0.8 of the depth except as otherwise approved. Use flexible or curved forms for curves up to 100 - foot radius. Keep forms rigid and sta ble during paving. Remove forms with operations. Paving and miscellaneous equipment shall comply with the requirements of the appropriate subsection. Submit, at le ast 7 days prior to paving, a list of the proposed equipment and tools necessary for handling materials and performing the work. Deliver all equipment to the job site at least 24 hours prior to the start of operations for examination.

601.03.1 1 Batching Plant and Equipment: See 901.09 and 901.10 .

601.03.1 2 Mixers: See 901.10 .

601.03.1 3 Central Plant: See 901.10 .

601.03.1 4 Truck Mixers and Truck Agitators : See 901.09 and

901.10 .

601.03.1 5 Non-agitator Trucks: See 901.09 .

601.03.1 6 Finishing Equipment: Use slip -form paving equipment or

equipment with stationary side forms to construct pavement.

601.03.1 6.1 Slip-Form Method:

Place concrete with a slip -form paver that can sprea d, consolidate, screed, and finish the freshly placed concrete in one complete pass. Vibrators for slip form pavers shall be internal type with either immersed tube or multiple spuds and capable of consolidating the concrete for the full width and depth. Ensure that vibrators attached to the spreader or finishing machine, or mounted on a separate carriage, do not touch joints, load transfer devices, the subgrade, or side forms. Vibrate only when paver is in motion. Limit the vibration frequency from 5,0 00 to 8,000 vibrations per minute.

601.03.1 6.2 Stationary Side -Form Method: Use a type of screed

sufficiently rigid to retain its shape to finish the surface to the specified typical section. Use wooden or metal screeds for hand finishing or mechanical twin oscill ating -type roller or truss -type screeds that are at least two feet longer than the slab width. The contractor may use hand held vibrators for side form concrete placements. Maintain a minimum frequency of 4,500 vibrations per minute for the approved hand -held vibrators.

601.03.1 7 Concrete Saw: Provide saws to timely cut joints and backup

saws in case of equipment failure.

601.03.1 8 Forms: Provide metal, solid, and stable forms having a depth

of the specified pavement thickness with a minimum base width of 0.8 of the depth except as otherwise approved. Use flexible or curved forms for curves up to 100 - foot radius. Keep forms rigid and sta ble during paving. Remove forms with battered top surfaces or forms that are bent or broken. Limit the maximum variance in the top of the form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet. Tightly lock forms together at the ends of abutting form sections and are set securely on the grade.

601.03.1 8.1 Built -Up Forms: When approved, built -up forms may

be used; however, do not exceed 2 inches of build -up. There is no limitation on the use of built -up forms or amoun t of build -up where the total area of pavement is less than 2,000 square yards.

601.03.1 9 Floats: Machine floats shall be composed of cutting and

smoothing floats suspended from, and guided by, a rigid frame constantly in contact with side forms. Long handled fl oats shall have blades at least 5 feet long and 6 inches wide.

601.03.1 10 Straightedge: Use a minimum 10 -foot metal static

straightedge with handles approximately 3 feet longer than the paving width.

601.03.1 11 Artificial Turf Drag: The artificial turf shall be made of

molded polyethylene with synthetic turf blades approximately 0.85 inch long containing approximately 7,200 individual blades per square foot. The artificial turf carpet shall be full pavement width and of sufficient size that during the finishing operation it produces 1/16 inch deep striations in the pavement surface. For pavement 16 feet or more in width, mount the artificial turf on a bridge that travels on the forms that allows control of the time and rate of texturing. If necessary, weigh the carpet to maintain intimate contact with the pavement surface.

601.03.1 12 Burlap Drag: The burlap drag shall consist of a seamless

strip of damp burlap that shall produce uniform 1/16 inch deep striations in the pavement surface after dragging it longitudinally along the f ull width of the pavement. For pavement widths 16 feet or more, mount the drag on a bridge that travels on the forms that allows control of the time and rate of texturing.

601.03.1 13 Tine Texturing Device : The tine -texturing device shall

have metal tines that produce randomly spaced grooves uniform in appearance and transverse to roadway. Tine dimensions and spacing requirements shall be in accordance with 601.03.9.8 . The pavement sh all have a continuously tine textured surface.

601.03.2 Mixing Limitations: Ensure adequate natural or artificial light

when mixing, placing, or finishing concrete. See 105.20. Abide by specified temperature limitations for mixing, placing, finishing, and curin g. See 901.11.1 and 901.11.2 . battered top surfaces or forms that are bent or broken. Limit the maximum variance in the top of the form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet. Tightly lock forms together at the ends of abutting form sections and are set securely on the grade.

601.03.1 8.1 Built -Up Forms: When approved, built -up forms may

be used; however, do not exceed 2 inches of build -up. There is no limitation on the use of built -up forms or amoun t of build -up where the total area of pavement is less than 2,000 square yards.

601.03.1 9 Floats: Machine floats shall be composed of cutting and

smoothing floats suspended from, and guided by, a rigid frame constantly in contact with side forms. Long handled fl oats shall have blades at least 5 feet long and 6 inches wide.

601.03.1 10 Straightedge: Use a minimum 10 -foot metal static

straightedge with handles approximately 3 feet longer than the paving width.

601.03.1 11 Artificial Turf Drag: The artificial turf shall be made of

molded polyethylene with synthetic turf blades approximately 0.85 inch long containing approximately 7,200 individual blades per square foot. The artificial turf carpet shall be full pavement width and of sufficient size that during the finishing operation it produces 1/16 inch deep striations in the pavement surface. For pavement 16 feet or more in width, mount the artificial turf on a bridge that travels on the forms that allows control of the time and rate of texturing. If necessary, weigh the carpet to maintain intimate contact with the pavement surface.

601.03.1 12 Burlap Drag: The burlap drag shall consist of a seamless

strip of damp burlap that shall produce uniform 1/16 inch deep striations in the pavement surface after dragging it longitudinally along the f ull width of the pavement. For pavement widths 16 feet or more, mount the drag on a bridge that travels on the forms that allows control of the time and rate of texturing.

601.03.1 13 Tine Texturing Device : The tine -texturing device shall

have metal tines that produce randomly spaced grooves uniform in appearance and transverse to roadway. Tine dimensions and spacing requirements shall be in accordance with 601.03.9.8 . The pavement sh all have a continuously tine textured surface.

601.03.2 Mixing Limitations: Ensure adequate natural or artificial light

when mixing, placing, or finishing concrete. See 105.20. Abide by specified temperature limitations for mixing, placing, finishing, and curin g. See 901.11.1 and 901.11.2 . battered top surfaces or forms that are bent or broken. Limit the maximum variance in the top of the form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet. Tightly lock forms together at the ends of abutting form sections and are set securely on the grade.

601.03.1 8.1 Built -Up Forms: When approved, built -up forms may

be used; however, do not exceed 2 inches of build -up. There is no limitation on the use of built -up forms or amoun t of build -up where the total area of pavement is less than 2,000 square yards.

601.03.1 9 Floats: Machine floats shall be composed of cutting and

smoothing floats suspended from, and guided by, a rigid frame constantly in contact with side forms. Long handled fl oats shall have blades at least 5 feet long and 6 inches wide.

601.03.1 10 Straightedge: Use a minimum 10 -foot metal static

straightedge with handles approximately 3 feet longer than the paving width.

601.03.1 11 Artificial Turf Drag: The artificial turf shall be made of

molded polyethylene with synthetic turf blades approximately 0.85 inch long containing approximately 7,200 individual blades per square foot. The artificial turf carpet shall be full pavement width and of sufficient size that during the finishing operation it produces 1/16 inch deep striations in the pavement surface. For pavement 16 feet or more in width, mount the artificial turf on a bridge that travels on the forms that allows control of the time and rate of texturing. If necessary, weigh the carpet to maintain intimate contact with the pavement surface.

601.03.1 12 Burlap Drag: The burlap drag shall consist of a seamless

strip of damp burlap that shall produce uniform 1/16 inch deep striations in the pavement surface after dragging it longitudinally along the f ull width of the pavement. For pavement widths 16 feet or more, mount the drag on a bridge that travels on the forms that allows control of the time and rate of texturing.

601.03.1 13 Tine Texturing Device : The tine -texturing device shall

have metal tines that produce randomly spaced grooves uniform in appearance and transverse to roadway. Tine dimensions and spacing requirements shall be in accordance with 601.03.9.8 . The pavement sh all have a continuously tine textured surface.

601.03.2 Mixing Limitations: Ensure adequate natural or artificial light

when mixing, placing, or finishing concrete. See 105.20. Abide by specified temperature limitations for mixing, placing, finishing, and curin g. See 901.11.1 and 901.11.2 . battered top surfaces or forms that are bent or broken. Limit the maximum variance in the top of the form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet. Tightly lock forms together at the ends of abutting form sections and are set securely on the grade.

601.03.1 8.1 Built -Up Forms: When approved, built -up forms may

be used; however, do not exceed 2 inches of build -up. There is no limitation on the use of built -up forms or amoun t of build -up where the total area of pavement is less than 2,000 square yards.

601.03.1 9 Floats: Machine floats shall be composed of cutting and

smoothing floats suspended from, and guided by, a rigid frame constantly in contact with side forms. Long handled fl oats shall have blades at least 5 feet long and 6 inches wide.

601.03.1 10 Straightedge: Use a minimum 10 -foot metal static

straightedge with handles approximately 3 feet longer than the paving width.

601.03.1 11 Artificial Turf Drag: The artificial turf shall be made of

molded polyethylene with synthetic turf blades approximately 0.85 inch long containing approximately 7,200 individual blades per square foot. The artificial turf carpet shall be full pavement width and of sufficient size that during the finishing operation it produces 1/16 inch deep striations in the pavement surface. For pavement 16 feet or more in width, mount the artificial turf on a bridge that travels on the forms that allows control of the time and rate of texturing. If necessary, weigh the carpet to maintain intimate contact with the pavement surface.

601.03.1 12 Burlap Drag: The burlap drag shall consist of a seamless

strip of damp burlap that shall produce uniform 1/16 inch deep striations in the pavement surface after dragging it longitudinally along the f ull width of the pavement. For pavement widths 16 feet or more, mount the drag on a bridge that travels on the forms that allows control of the time and rate of texturing.

601.03.1 13 Tine Texturing Device : The tine -texturing device shall

have metal tines that produce randomly spaced grooves uniform in appearance and transverse to roadway. Tine dimensions and spacing requirements shall be in accordance with 601.03.9.8 . The pavement sh all have a continuously tine textured surface.

601.03.2 Mixing Limitations: Ensure adequate natural or artificial light

when mixing, placing, or finishing concrete. See 105.20. Abide by specified temperature limitations for mixing, placing, finishing, and curin g. See 901.11.1 and 901.11.2 . battered top surfaces or forms that are bent or broken. Limit the maximum variance in the top of the form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet. Tightly lock forms together at the ends of abutting form sections and are set securely on the grade.

601.03.1 8.1 Built -Up Forms: When approved, built -up forms may

be used; however, do not exceed 2 inches of build -up. There is no limitation on the use of built -up forms or amoun t of build -up where the total area of pavement is less than 2,000 square yards.

601.03.1 9 Floats: Machine floats shall be composed of cutting and

smoothing floats suspended from, and guided by, a rigid frame constantly in contact with side forms. Long handled fl oats shall have blades at least 5 feet long and 6 inches wide.

601.03.1 10 Straightedge: Use a minimum 10 -foot metal static

straightedge with handles approximately 3 feet longer than the paving width.

601.03.1 11 Artificial Turf Drag: The artificial turf shall be made of

molded polyethylene with synthetic turf blades approximately 0.85 inch long containing approximately 7,200 individual blades per square foot. The artificial turf carpet shall be full pavement width and of sufficient size that during the finishing operation it produces 1/16 inch deep striations in the pavement surface. For pavement 16 feet or more in width, mount the artificial turf on a bridge that travels on the forms that allows control of the time and rate of texturing. If necessary, weigh the carpet to maintain intimate contact with the pavement surface.

601.03.1 12 Burlap Drag: The burlap drag shall consist of a seamless

strip of damp burlap that shall produce uniform 1/16 inch deep striations in the pavement surface after dragging it longitudinally along the f ull width of the pavement. For pavement widths 16 feet or more, mount the drag on a bridge that travels on the forms that allows control of the time and rate of texturing.

601.03.1 13 Tine Texturing Device : The tine -texturing device shall

have metal tines that produce randomly spaced grooves uniform in appearance and transverse to roadway. Tine dimensions and spacing requirements shall be in accordance with 601.03.9.8 . The pavement sh all have a continuously tine textured surface.

601.03.2 Mixing Limitations: Ensure adequate natural or artificial light

when mixing, placing, or finishing concrete. See 105.20. Abide by specified temperature limitations for mixing, placing, finishing, and curin g. See 901.11.1 and 901.11.2 . battered top surfaces or forms that are bent or broken. Limit the maximum variance in the top of the form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet. Tightly lock forms together at the ends of abutting form sections and are set securely on the grade.

601.03.1 8.1 Built -Up Forms: When approved, built -up forms may

be used; however, do not exceed 2 inches of build -up. There is no limitation on the use of built -up forms or amoun t of build -up where the total area of pavement is less than 2,000 square yards.

601.03.1 9 Floats: Machine floats shall be composed of cutting and

smoothing floats suspended from, and guided by, a rigid frame constantly in contact with side forms. Long handled fl oats shall have blades at least 5 feet long and 6 inches wide.

601.03.1 10 Straightedge: Use a minimum 10 -foot metal static

straightedge with handles approximately 3 feet longer than the paving width.

601.03.1 11 Artificial Turf Drag: The artificial turf shall be made of

molded polyethylene with synthetic turf blades approximately 0.85 inch long containing approximately 7,200 individual blades per square foot. The artificial turf carpet shall be full pavement width and of sufficient size that during the finishing operation it produces 1/16 inch deep striations in the pavement surface. For pavement 16 feet or more in width, mount the artificial turf on a bridge that travels on the forms that allows control of the time and rate of texturing. If necessary, weigh the carpet to maintain intimate contact with the pavement surface.

601.03.1 12 Burlap Drag: The burlap drag shall consist of a seamless

strip of damp burlap that shall produce uniform 1/16 inch deep striations in the pavement surface after dragging it longitudinally along the f ull width of the pavement. For pavement widths 16 feet or more, mount the drag on a bridge that travels on the forms that allows control of the time and rate of texturing.

601.03.1 13 Tine Texturing Device : The tine -texturing device shall

have metal tines that produce randomly spaced grooves uniform in appearance and transverse to roadway. Tine dimensions and spacing requirements shall be in accordance with 601.03.9.8 . The pavement sh all have a continuously tine textured surface.

601.03.2 Mixing Limitations: Ensure adequate natural or artificial light

when mixing, placing, or finishing concrete. See 105.20. Abide by specified temperature limitations for mixing, placing, finishing, and curin g. See 901.11.1 and 901.11.2 . battered top surfaces or forms that are bent or broken. Limit the maximum variance in the top of the form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet. Tightly lock forms together at the ends of abutting form sections and are set securely on the grade.

601.03.1 8.1 Built -Up Forms: When approved, built -up forms may

be used; however, do not exceed 2 inches of build -up. There is no limitation on the use of built -up forms or amoun t of build -up where the total area of pavement is less than 2,000 square yards.

601.03.1 9 Floats: Machine floats shall be composed of cutting and

smoothing floats suspended from, and guided by, a rigid frame constantly in contact with side forms. Long handled fl oats shall have blades at least 5 feet long and 6 inches wide.

601.03.1 10 Straightedge: Use a minimum 10 -foot metal static

straightedge with handles approximately 3 feet longer than the paving width.

601.03.1 11 Artificial Turf Drag: The artificial turf shall be made of

molded polyethylene with synthetic turf blades approximately 0.85 inch long containing approximately 7,200 individual blades per square foot. The artificial turf carpet shall be full pavement width and of sufficient size that during the finishing operation it produces 1/16 inch deep striations in the pavement surface. For pavement 16 feet or more in width, mount the artificial turf on a bridge that travels on the forms that allows control of the time and rate of texturing. If necessary, weigh the carpet to maintain intimate contact with the pavement surface.

601.03.1 12 Burlap Drag: The burlap drag shall consist of a seamless

strip of damp burlap that shall produce uniform 1/16 inch deep striations in the pavement surface after dragging it longitudinally along the f ull width of the pavement. For pavement widths 16 feet or more, mount the drag on a bridge that travels on the forms that allows control of the time and rate of texturing.

601.03.1 13 Tine Texturing Device : The tine -texturing device shall

have metal tines that produce randomly spaced grooves uniform in appearance and transverse to roadway. Tine dimensions and spacing requirements shall be in accordance with 601.03.9.8 . The pavement sh all have a continuously tine textured surface.

601.03.2 Mixing Limitations: Ensure adequate natural or artificial light

when mixing, placing, or finishing concrete. See 105.20. Abide by specified temperature limitations for mixing, placing, finishing, and curin g. See 901.11.1 and 901.11.2 . battered top surfaces or forms that are bent or broken. Limit the maximum variance in the top of the form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet. Tightly lock forms together at the ends of abutting form sections and are set securely on the grade.

601.03.1 8.1 Built -Up Forms: When approved, built -up forms may

be used; however, do not exceed 2 inches of build -up. There is no limitation on the use of built -up forms or amoun t of build -up where the total area of pavement is less than 2,000 square yards.

601.03.1 9 Floats: Machine floats shall be composed of cutting and

smoothing floats suspended from, and guided by, a rigid frame constantly in contact with side forms. Long handled fl oats shall have blades at least 5 feet long and 6 inches wide.

601.03.1 10 Straightedge: Use a minimum 10 -foot metal static

straightedge with handles approximately 3 feet longer than the paving width.

601.03.1 11 Artificial Turf Drag: The artificial turf shall be made of

molded polyethylene with synthetic turf blades approximately 0.85 inch long containing approximately 7,200 individual blades per square foot. The artificial turf carpet shall be full pavement width and of sufficient size that during the finishing operation it produces 1/16 inch deep striations in the pavement surface. For pavement 16 feet or more in width, mount the artificial turf on a bridge that travels on the forms that allows control of the time and rate of texturing. If necessary, weigh the carpet to maintain intimate contact with the pavement surface.

601.03.1 12 Burlap Drag: The burlap drag shall consist of a seamless

strip of damp burlap that shall produce uniform 1/16 inch deep striations in the pavement surface after dragging it longitudinally along the f ull width of the pavement. For pavement widths 16 feet or more, mount the drag on a bridge that travels on the forms that allows control of the time and rate of texturing.

601.03.1 13 Tine Texturing Device : The tine -texturing device shall

have metal tines that produce randomly spaced grooves uniform in appearance and transverse to roadway. Tine dimensions and spacing requirements shall be in accordance with 601.03.9.8 . The pavement sh all have a continuously tine textured surface.

601.03.2 Mixing Limitations: Ensure adequate natural or artificial light

when mixing, placing, or finishing concrete. See 105.20. Abide by specified temperature limitations for mixing, placing, finishing, and curin g. See 901.11.1 and 901.11.2 .

601.03.3 Conditioning Subgrade or Base Course : Correct deficient

areas in subgrade or base courses. Clean the subgrade or base course of loose material and maintain the finished subgrade in a smooth, compact, satisfactory condition. Restore disturbed areas prior to placing the pavement in accordance with 301.14 . Correct all deficient areas at no direct pay. Keep the subgrade and base course uniformly moist when placing concrete, unless specifications require a waterproof cover material.

601.03.3 1 Asphalt Concrete Base Course for PCCP: Wet the

asphalt surface to minimize early -age cracking. At the time of concrete placement, ensure the surface is moist with no standing water. Alternatively, apply a mixture to the asphalt concrete base course to prevent heat buildup in the base and bonding between the concrete pavement and base. If the contractor elects to use a whitewash mixture, use mixtures consisting of hydrated lime and water or a wax -based white -pigmented cur ing compound. The whitewash mixture used and application rate shall be the responsibility of the contractor. The mixture proposed by the contractor will be subject to Department approval.

601.03.4 Preparing the Proper Grade : Trim, fill, and thoroughly

compact all irregularities below the established grade with subgrade or base course material for a minimum width of 16 inches on both sides of the base of the form. Tamp or trim above -grade defects or variations to plan elevation. Maintain the finished grade in a smooth and compacted condition until placement of pavement. The Department must approve the subgrade or base course before placement of concrete.

601.03.5 Setting Forms: Ensure that the foundation under forms is firm,

provides stable continuous contact, and i s true to line and grade. The Project Engineer may allow shims up to 1/2 inch, not to exceed 20 percent per individual form section. Form sections shall be tightly locked and free from movement in any direction. No settlement or springing of forms under the paving equipment is acceptable. At a minimum, place a pin at each side of every form joint. Pins shall be of sufficient length to provide adequate anchorage. Limit the maximum variance of the top form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet.

601.03.6 Placing and Consolidating Concrete: Deposit concrete on a

surface -moist base or subgrade with a minimum of handling. Base course must be less than 120°F immediately prior to concrete placement. Place concrete continuously between transverse joints. Use appropriate tools for necessary hand

601.03.3 Conditioning Subgrade or Base Course : Correct deficient

areas in subgrade or base courses. Clean the subgrade or base course of loose material and maintain the finished subgrade in a smooth, compact, satisfactory condition. Restore disturbed areas prior to placing the pavement in accordance with 301.14 . Correct all deficient areas at no direct pay. Keep the subgrade and base course uniformly moist when placing concrete, unless specifications require a waterproof cover material.

601.03.3 1 Asphalt Concrete Base Course for PCCP: Wet the

asphalt surface to minimize early -age cracking. At the time of concrete placement, ensure the surface is moist with no standing water. Alternatively, apply a mixture to the asphalt concrete base course to prevent heat buildup in the base and bonding between the concrete pavement and base. If the contractor elects to use a whitewash mixture, use mixtures consisting of hydrated lime and water or a wax -based white -pigmented cur ing compound. The whitewash mixture used and application rate shall be the responsibility of the contractor. The mixture proposed by the contractor will be subject to Department approval.

601.03.4 Preparing the Proper Grade : Trim, fill, and thoroughly

compact all irregularities below the established grade with subgrade or base course material for a minimum width of 16 inches on both sides of the base of the form. Tamp or trim above -grade defects or variations to plan elevation. Maintain the finished grade in a smooth and compacted condition until placement of pavement. The Department must approve the subgrade or base course before placement of concrete.

601.03.5 Setting Forms: Ensure that the foundation under forms is firm,

provides stable continuous contact, and i s true to line and grade. The Project Engineer may allow shims up to 1/2 inch, not to exceed 20 percent per individual form section. Form sections shall be tightly locked and free from movement in any direction. No settlement or springing of forms under the paving equipment is acceptable. At a minimum, place a pin at each side of every form joint. Pins shall be of sufficient length to provide adequate anchorage. Limit the maximum variance of the top form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet.

601.03.6 Placing and Consolidating Concrete: Deposit concrete on a

surface -moist base or subgrade with a minimum of handling. Base course must be less than 120°F immediately prior to concrete placement. Place concrete continuously between transverse joints. Use appropriate tools for necessary hand

601.03.3 Conditioning Subgrade or Base Course : Correct deficient

areas in subgrade or base courses. Clean the subgrade or base course of loose material and maintain the finished subgrade in a smooth, compact, satisfactory condition. Restore disturbed areas prior to placing the pavement in accordance with 301.14 . Correct all deficient areas at no direct pay. Keep the subgrade and base course uniformly moist when placing concrete, unless specifications require a waterproof cover material.

601.03.3 1 Asphalt Concrete Base Course for PCCP: Wet the

asphalt surface to minimize early -age cracking. At the time of concrete placement, ensure the surface is moist with no standing water. Alternatively, apply a mixture to the asphalt concrete base course to prevent heat buildup in the base and bonding between the concrete pavement and base. If the contractor elects to use a whitewash mixture, use mixtures consisting of hydrated lime and water or a wax -based white -pigmented cur ing compound. The whitewash mixture used and application rate shall be the responsibility of the contractor. The mixture proposed by the contractor will be subject to Department approval.

601.03.4 Preparing the Proper Grade : Trim, fill, and thoroughly

compact all irregularities below the established grade with subgrade or base course material for a minimum width of 16 inches on both sides of the base of the form. Tamp or trim above -grade defects or variations to plan elevation. Maintain the finished grade in a smooth and compacted condition until placement of pavement. The Department must approve the subgrade or base course before placement of concrete.

601.03.5 Setting Forms: Ensure that the foundation under forms is firm,

provides stable continuous contact, and i s true to line and grade. The Project Engineer may allow shims up to 1/2 inch, not to exceed 20 percent per individual form section. Form sections shall be tightly locked and free from movement in any direction. No settlement or springing of forms under the paving equipment is acceptable. At a minimum, place a pin at each side of every form joint. Pins shall be of sufficient length to provide adequate anchorage. Limit the maximum variance of the top form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet.

601.03.6 Placing and Consolidating Concrete: Deposit concrete on a

surface -moist base or subgrade with a minimum of handling. Base course must be less than 120°F immediately prior to concrete placement. Place concrete continuously between transverse joints. Use appropriate tools for necessary hand

601.03.3 Conditioning Subgrade or Base Course : Correct deficient

areas in subgrade or base courses. Clean the subgrade or base course of loose material and maintain the finished subgrade in a smooth, compact, satisfactory condition. Restore disturbed areas prior to placing the pavement in accordance with 301.14 . Correct all deficient areas at no direct pay. Keep the subgrade and base course uniformly moist when placing concrete, unless specifications require a waterproof cover material.

601.03.3 1 Asphalt Concrete Base Course for PCCP: Wet the

asphalt surface to minimize early -age cracking. At the time of concrete placement, ensure the surface is moist with no standing water. Alternatively, apply a mixture to the asphalt concrete base course to prevent heat buildup in the base and bonding between the concrete pavement and base. If the contractor elects to use a whitewash mixture, use mixtures consisting of hydrated lime and water or a wax -based white -pigmented cur ing compound. The whitewash mixture used and application rate shall be the responsibility of the contractor. The mixture proposed by the contractor will be subject to Department approval.

601.03.4 Preparing the Proper Grade : Trim, fill, and thoroughly

compact all irregularities below the established grade with subgrade or base course material for a minimum width of 16 inches on both sides of the base of the form. Tamp or trim above -grade defects or variations to plan elevation. Maintain the finished grade in a smooth and compacted condition until placement of pavement. The Department must approve the subgrade or base course before placement of concrete.

601.03.5 Setting Forms: Ensure that the foundation under forms is firm,

provides stable continuous contact, and i s true to line and grade. The Project Engineer may allow shims up to 1/2 inch, not to exceed 20 percent per individual form section. Form sections shall be tightly locked and free from movement in any direction. No settlement or springing of forms under the paving equipment is acceptable. At a minimum, place a pin at each side of every form joint. Pins shall be of sufficient length to provide adequate anchorage. Limit the maximum variance of the top form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet.

601.03.6 Placing and Consolidating Concrete: Deposit concrete on a

surface -moist base or subgrade with a minimum of handling. Base course must be less than 120°F immediately prior to concrete placement. Place concrete continuously between transverse joints. Use appropriate tools for necessary hand

601.03.3 Conditioning Subgrade or Base Course : Correct deficient

areas in subgrade or base courses. Clean the subgrade or base course of loose material and maintain the finished subgrade in a smooth, compact, satisfactory condition. Restore disturbed areas prior to placing the pavement in accordance with 301.14 . Correct all deficient areas at no direct pay. Keep the subgrade and base course uniformly moist when placing concrete, unless specifications require a waterproof cover material.

601.03.3 1 Asphalt Concrete Base Course for PCCP: Wet the

asphalt surface to minimize early -age cracking. At the time of concrete placement, ensure the surface is moist with no standing water. Alternatively, apply a mixture to the asphalt concrete base course to prevent heat buildup in the base and bonding between the concrete pavement and base. If the contractor elects to use a whitewash mixture, use mixtures consisting of hydrated lime and water or a wax -based white -pigmented cur ing compound. The whitewash mixture used and application rate shall be the responsibility of the contractor. The mixture proposed by the contractor will be subject to Department approval.

601.03.4 Preparing the Proper Grade : Trim, fill, and thoroughly

compact all irregularities below the established grade with subgrade or base course material for a minimum width of 16 inches on both sides of the base of the form. Tamp or trim above -grade defects or variations to plan elevation. Maintain the finished grade in a smooth and compacted condition until placement of pavement. The Department must approve the subgrade or base course before placement of concrete.

601.03.5 Setting Forms: Ensure that the foundation under forms is firm,

provides stable continuous contact, and i s true to line and grade. The Project Engineer may allow shims up to 1/2 inch, not to exceed 20 percent per individual form section. Form sections shall be tightly locked and free from movement in any direction. No settlement or springing of forms under the paving equipment is acceptable. At a minimum, place a pin at each side of every form joint. Pins shall be of sufficient length to provide adequate anchorage. Limit the maximum variance of the top form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet.

601.03.6 Placing and Consolidating Concrete: Deposit concrete on a

surface -moist base or subgrade with a minimum of handling. Base course must be less than 120°F immediately prior to concrete placement. Place concrete continuously between transverse joints. Use appropriate tools for necessary hand

601.03.3 Conditioning Subgrade or Base Course : Correct deficient

areas in subgrade or base courses. Clean the subgrade or base course of loose material and maintain the finished subgrade in a smooth, compact, satisfactory condition. Restore disturbed areas prior to placing the pavement in accordance with 301.14 . Correct all deficient areas at no direct pay. Keep the subgrade and base course uniformly moist when placing concrete, unless specifications require a waterproof cover material.

601.03.3 1 Asphalt Concrete Base Course for PCCP: Wet the

asphalt surface to minimize early -age cracking. At the time of concrete placement, ensure the surface is moist with no standing water. Alternatively, apply a mixture to the asphalt concrete base course to prevent heat buildup in the base and bonding between the concrete pavement and base. If the contractor elects to use a whitewash mixture, use mixtures consisting of hydrated lime and water or a wax -based white -pigmented cur ing compound. The whitewash mixture used and application rate shall be the responsibility of the contractor. The mixture proposed by the contractor will be subject to Department approval.

601.03.4 Preparing the Proper Grade : Trim, fill, and thoroughly

compact all irregularities below the established grade with subgrade or base course material for a minimum width of 16 inches on both sides of the base of the form. Tamp or trim above -grade defects or variations to plan elevation. Maintain the finished grade in a smooth and compacted condition until placement of pavement. The Department must approve the subgrade or base course before placement of concrete.

601.03.5 Setting Forms: Ensure that the foundation under forms is firm,

provides stable continuous contact, and i s true to line and grade. The Project Engineer may allow shims up to 1/2 inch, not to exceed 20 percent per individual form section. Form sections shall be tightly locked and free from movement in any direction. No settlement or springing of forms under the paving equipment is acceptable. At a minimum, place a pin at each side of every form joint. Pins shall be of sufficient length to provide adequate anchorage. Limit the maximum variance of the top form to 1/8 inch in 10 feet from a true plane. Limit the maximum face variance to 3/8 inch in 10 feet.

601.03.6 Placing and Consolidating Concrete: Deposit concrete on a

surface -moist base or subgrade with a minimum of handling. Base course must be less than 120°F immediately prior to concrete placement. Place concrete continuously between transverse joints. Use appropriate tools for necessary hand spreading. Place concrete as close to joints as possible without disturbing them. Ensure workers wear footwear clean of foreign matter. Except for concrete sawing equipment, restrict operation of mechanical equipment on the pavement until obtaining a minimum compressive strength of 3,000 psi in accordance with DOTD TR -230. Pave adjacent lanes only after a minimum elapse of 1 -day with no observable marring of the sur face. Rain protection along with hot and cold weather limitations of 901.11 shall apply. Complete the surface finish as specified in 601.03.9.7 . Texture the surface as specified in 601.03.9.8 . Cure the surface and edges as specified in 601.03.10 .

601.03.6 1 Slip-Form Method: At the option of the contractor, the slip -

form paving method may be used. Place concrete with an acceptable slip -form paver designed to spread, consolidate, screed and float finish freshly placed concrete in one pass of the machine with only a minimum amount of hand finishing necessary to provide a dense, homogeneous pavement in conformance with plans and specifications. Equip the machine with vibrators conforming to 601.03.1.6.1 . Vibrate concrete for the full pavement width and depth for complete consolidation. Hold sliding forms rigidly together laterally to prevent spreading of forms. Provide concrete of a uniform consistency exhibiting minimal bleed water and laitance. Operate the sl ip-form paver with as nearly a continuous uniform forward movement as possible. Coordinate mixing, delivering and placing of concrete to provide uniform progress. Concrete plants shall have sufficient mixing capacity to provide such continuous delivery o f concrete to enable the paver to advance at a minimum rate of 1.5 feet per minute. If it is necessary to stop forward movement of the paver, also immediately stop the vibrator and tamping elements. If forward movement of the paver is delayed for a perio d, the engineer may direct fogging of fresh concrete. See 601.03.8 for construction joint requirements. Apply no outside tractive force to the machine except as controlled from the machine.

601.03.6 2 Stationary Side -Form Method: Deposit concrete as near

as possibl e to forms and joints assemblies without disturbing the form or joint assembly. Use vibrators to consolidate concrete against and along the faces of all forms and the length and both sides of all joint assemblies. Limit vibrator operation to 5 seconds in any one location.

601.03.7 Test Specimens: According to DOTD sampling and testing

procedures, furnish concrete for casting test specimens and all required tests at no direct pay. spreading. Place concrete as close to joints as possible without disturbing them. Ensure workers wear footwear clean of foreign matter. Except for concrete sawing equipment, restrict operation of mechanical equipment on the pavement until obtaining a minimum compressive strength of 3,000 psi in accordance with DOTD TR -230. Pave adjacent lanes only after a minimum elapse of 1 -day with no observable marring of the sur face. Rain protection along with hot and cold weather limitations of 901.11 shall apply. Complete the surface finish as specified in 601.03.9.7 . Texture the surface as specified in 601.03.9.8 . Cure the surface and edges as specified in 601.03.10 .

601.03.6 1 Slip-Form Method: At the option of the contractor, the slip -

form paving method may be used. Place concrete with an acceptable slip -form paver designed to spread, consolidate, screed and float finish freshly placed concrete in one pass of the machine with only a minimum amount of hand finishing necessary to provide a dense, homogeneous pavement in conformance with plans and specifications. Equip the machine with vibrators conforming to 601.03.1.6.1 . Vibrate concrete for the full pavement width and depth for complete consolidation. Hold sliding forms rigidly together laterally to prevent spreading of forms. Provide concrete of a uniform consistency exhibiting minimal bleed water and laitance. Operate the sl ip-form paver with as nearly a continuous uniform forward movement as possible. Coordinate mixing, delivering and placing of concrete to provide uniform progress. Concrete plants shall have sufficient mixing capacity to provide such continuous delivery o f concrete to enable the paver to advance at a minimum rate of 1.5 feet per minute. If it is necessary to stop forward movement of the paver, also immediately stop the vibrator and tamping elements. If forward movement of the paver is delayed for a perio d, the engineer may direct fogging of fresh concrete. See 601.03.8 for construction joint requirements. Apply no outside tractive force to the machine except as controlled from the machine.

601.03.6 2 Stationary Side -Form Method: Deposit concrete as near

as possibl e to forms and joints assemblies without disturbing the form or joint assembly. Use vibrators to consolidate concrete against and along the faces of all forms and the length and both sides of all joint assemblies. Limit vibrator operation to 5 seconds in any one location.

601.03.7 Test Specimens: According to DOTD sampling and testing

procedures, furnish concrete for casting test specimens and all required tests at no direct pay. spreading. Place concrete as close to joints as possible without disturbing them. Ensure workers wear footwear clean of foreign matter. Except for concrete sawing equipment, restrict operation of mechanical equipment on the pavement until obtaining a minimum compressive strength of 3,000 psi in accordance with DOTD TR -230. Pave adjacent lanes only after a minimum elapse of 1 -day with no observable marring of the sur face. Rain protection along with hot and cold weather limitations of 901.11 shall apply. Complete the surface finish as specified in 601.03.9.7 . Texture the surface as specified in 601.03.9.8 . Cure the surface and edges as specified in 601.03.10 .

601.03.6 1 Slip-Form Method: At the option of the contractor, the slip -

form paving method may be used. Place concrete with an acceptable slip -form paver designed to spread, consolidate, screed and float finish freshly placed concrete in one pass of the machine with only a minimum amount of hand finishing necessary to provide a dense, homogeneous pavement in conformance with plans and specifications. Equip the machine with vibrators conforming to 601.03.1.6.1 . Vibrate concrete for the full pavement width and depth for complete consolidation. Hold sliding forms rigidly together laterally to prevent spreading of forms. Provide concrete of a uniform consistency exhibiting minimal bleed water and laitance. Operate the sl ip-form paver with as nearly a continuous uniform forward movement as possible. Coordinate mixing, delivering and placing of concrete to provide uniform progress. Concrete plants shall have sufficient mixing capacity to provide such continuous delivery o f concrete to enable the paver to advance at a minimum rate of 1.5 feet per minute. If it is necessary to stop forward movement of the paver, also immediately stop the vibrator and tamping elements. If forward movement of the paver is delayed for a perio d, the engineer may direct fogging of fresh concrete. See 601.03.8 for construction joint requirements. Apply no outside tractive force to the machine except as controlled from the machine.

601.03.6 2 Stationary Side -Form Method: Deposit concrete as near

as possibl e to forms and joints assemblies without disturbing the form or joint assembly. Use vibrators to consolidate concrete against and along the faces of all forms and the length and both sides of all joint assemblies. Limit vibrator operation to 5 seconds in any one location.

601.03.7 Test Specimens: According to DOTD sampling and testing

procedures, furnish concrete for casting test specimens and all required tests at no direct pay. spreading. Place concrete as close to joints as possible without disturbing them. Ensure workers wear footwear clean of foreign matter. Except for concrete sawing equipment, restrict operation of mechanical equipment on the pavement until obtaining a minimum compressive strength of 3,000 psi in accordance with DOTD TR -230. Pave adjacent lanes only after a minimum elapse of 1 -day with no observable marring of the sur face. Rain protection along with hot and cold weather limitations of 901.11 shall apply. Complete the surface finish as specified in 601.03.9.7 . Texture the surface as specified in 601.03.9.8 . Cure the surface and edges as specified in 601.03.10 .

601.03.6 1 Slip-Form Method: At the option of the contractor, the slip -

form paving method may be used. Place concrete with an acceptable slip -form paver designed to spread, consolidate, screed and float finish freshly placed concrete in one pass of the machine with only a minimum amount of hand finishing necessary to provide a dense, homogeneous pavement in conformance with plans and specifications. Equip the machine with vibrators conforming to 601.03.1.6.1 . Vibrate concrete for the full pavement width and depth for complete consolidation. Hold sliding forms rigidly together laterally to prevent spreading of forms. Provide concrete of a uniform consistency exhibiting minimal bleed water and laitance. Operate the sl ip-form paver with as nearly a continuous uniform forward movement as possible. Coordinate mixing, delivering and placing of concrete to provide uniform progress. Concrete plants shall have sufficient mixing capacity to provide such continuous delivery o f concrete to enable the paver to advance at a minimum rate of 1.5 feet per minute. If it is necessary to stop forward movement of the paver, also immediately stop the vibrator and tamping elements. If forward movement of the paver is delayed for a perio d, the engineer may direct fogging of fresh concrete. See 601.03.8 for construction joint requirements. Apply no outside tractive force to the machine except as controlled from the machine.

601.03.6 2 Stationary Side -Form Method: Deposit concrete as near

as possibl e to forms and joints assemblies without disturbing the form or joint assembly. Use vibrators to consolidate concrete against and along the faces of all forms and the length and both sides of all joint assemblies. Limit vibrator operation to 5 seconds in any one location.

601.03.7 Test Specimens: According to DOTD sampling and testing

procedures, furnish concrete for casting test specimens and all required tests at no direct pay.

601.03.8 Joints, Seals, and Sealants: Saw and seal the joints according

to Standard Plans CP-01. Before preparation and sealing, verify each joint for proper width, depth, alignment. Prior to sealing, the pavement may be opened to traffic. When poured or extruded sealants are used, allow the concrete to cure at least 7 days prior to sealing jo ints. Thoroughly clean all joints immediately prior to sealing. Use sandblasting followed by an oil -free air jet to clean the faces and joint openings before sealing. Use poured or extruded sealants for sealing. Cured sealant is required before allowing traffic on pavement. When using a poured or extruded sealant in accordance with 1005.02 , close the pavement to traffic for at least one day after sealing. When elastomeric compression seals are used, allow traffic immediately following completion of sealing. Repair any cracking, chipping, spalling, or tearing of the concrete joints at no direct pay by approved methods to th e satisfaction of the engineer. Before sealing, joints shall be free of spalls, fractures, breaks, or voids. For areas requiring minor repairs, chip back to sound concrete and repair with an approved non-shrinking patching system in accordance with the ma nufacturer’s recommendations, when approved by the engineer.

601.03.8 1 Poured Sealants and Preformed Joint Sealers: The

following additional requirements apply to the installation of poured sealants and preformed joint sealants complying with 1005.02 , 1005.03 , and 1005.06 .

601.03.8 2 Hot Poured Rubberized Asphalt Sealants:

601.03.8 2.1 Joint Preparation: Thoroughly clean joints by

sandblasting to remove concrete curing membrane, laitance and other foreign matter from the joint. Upon completion of sandblasting, clean and dry the joint and adjacent areas of all foreign matter.

601.03.8 2.2 Application: Install poured sealants complying with

1005.02.1 in accordance with the following requirements.

Do not install the sealant until joint verification for cleanliness, dimen sions, and alignment. Seal the joint without formation of entrapped air or voids. Air temperature at the time of installation shall be at least 50°F and rising.

601.03.8 Joints, Seals, and Sealants: Saw and seal the joints according

to Standard Plans CP-01. Before preparation and sealing, verify each joint for proper width, depth, alignment. Prior to sealing, the pavement may be opened to traffic. When poured or extruded sealants are used, allow the concrete to cure at least 7 days prior to sealing jo ints. Thoroughly clean all joints immediately prior to sealing. Use sandblasting followed by an oil -free air jet to clean the faces and joint openings before sealing. Use poured or extruded sealants for sealing. Cured sealant is required before allowing traffic on pavement. When using a poured or extruded sealant in accordance with 1005.02 , close the pavement to traffic for at least one day after sealing. When elastomeric compression seals are used, allow traffic immediately following completion of sealing. Repair any cracking, chipping, spalling, or tearing of the concrete joints at no direct pay by approved methods to th e satisfaction of the engineer. Before sealing, joints shall be free of spalls, fractures, breaks, or voids. For areas requiring minor repairs, chip back to sound concrete and repair with an approved non-shrinking patching system in accordance with the ma nufacturer’s recommendations, when approved by the engineer.

601.03.8 1 Poured Sealants and Preformed Joint Sealers: The

following additional requirements apply to the installation of poured sealants and preformed joint sealants complying with 1005.02 , 1005.03 , and 1005.06 .

601.03.8 2 Hot Poured Rubberized Asphalt Sealants:

601.03.8 2.1 Joint Preparation: Thoroughly clean joints by

sandblasting to remove concrete curing membrane, laitance and other foreign matter from the joint. Upon completion of sandblasting, clean and dry the joint and adjacent areas of all foreign matter.

601.03.8 2.2 Application: Install poured sealants complying with

1005.02.1 in accordance with the following requirements.

Do not install the sealant until joint verification for cleanliness, dimen sions, and alignment. Seal the joint without formation of entrapped air or voids. Air temperature at the time of installation shall be at least 50°F and rising.

601.03.8 Joints, Seals, and Sealants: Saw and seal the joints according

to Standard Plans CP-01. Before preparation and sealing, verify each joint for proper width, depth, alignment. Prior to sealing, the pavement may be opened to traffic. When poured or extruded sealants are used, allow the concrete to cure at least 7 days prior to sealing jo ints. Thoroughly clean all joints immediately prior to sealing. Use sandblasting followed by an oil -free air jet to clean the faces and joint openings before sealing. Use poured or extruded sealants for sealing. Cured sealant is required before allowing traffic on pavement. When using a poured or extruded sealant in accordance with 1005.02 , close the pavement to traffic for at least one day after sealing. When elastomeric compression seals are used, allow traffic immediately following completion of sealing. Repair any cracking, chipping, spalling, or tearing of the concrete joints at no direct pay by approved methods to th e satisfaction of the engineer. Before sealing, joints shall be free of spalls, fractures, breaks, or voids. For areas requiring minor repairs, chip back to sound concrete and repair with an approved non-shrinking patching system in accordance with the ma nufacturer’s recommendations, when approved by the engineer.

601.03.8 1 Poured Sealants and Preformed Joint Sealers: The

following additional requirements apply to the installation of poured sealants and preformed joint sealants complying with 1005.02 , 1005.03 , and 1005.06 .

601.03.8 2 Hot Poured Rubberized Asphalt Sealants:

601.03.8 2.1 Joint Preparation: Thoroughly clean joints by

sandblasting to remove concrete curing membrane, laitance and other foreign matter from the joint. Upon completion of sandblasting, clean and dry the joint and adjacent areas of all foreign matter.

601.03.8 2.2 Application: Install poured sealants complying with

1005.02.1 in accordance with the following requirements.

Do not install the sealant until joint verification for cleanliness, dimen sions, and alignment. Seal the joint without formation of entrapped air or voids. Air temperature at the time of installation shall be at least 50°F and rising.

601.03.8 Joints, Seals, and Sealants: Saw and seal the joints according

to Standard Plans CP-01. Before preparation and sealing, verify each joint for proper width, depth, alignment. Prior to sealing, the pavement may be opened to traffic. When poured or extruded sealants are used, allow the concrete to cure at least 7 days prior to sealing jo ints. Thoroughly clean all joints immediately prior to sealing. Use sandblasting followed by an oil -free air jet to clean the faces and joint openings before sealing. Use poured or extruded sealants for sealing. Cured sealant is required before allowing traffic on pavement. When using a poured or extruded sealant in accordance with 1005.02 , close the pavement to traffic for at least one day after sealing. When elastomeric compression seals are used, allow traffic immediately following completion of sealing. Repair any cracking, chipping, spalling, or tearing of the concrete joints at no direct pay by approved methods to th e satisfaction of the engineer. Before sealing, joints shall be free of spalls, fractures, breaks, or voids. For areas requiring minor repairs, chip back to sound concrete and repair with an approved non-shrinking patching system in accordance with the ma nufacturer’s recommendations, when approved by the engineer.

601.03.8 1 Poured Sealants and Preformed Joint Sealers: The

following additional requirements apply to the installation of poured sealants and preformed joint sealants complying with 1005.02 , 1005.03 , and 1005.06 .

601.03.8 2 Hot Poured Rubberized Asphalt Sealants:

601.03.8 2.1 Joint Preparation: Thoroughly clean joints by

sandblasting to remove concrete curing membrane, laitance and other foreign matter from the joint. Upon completion of sandblasting, clean and dry the joint and adjacent areas of all foreign matter.

601.03.8 2.2 Application: Install poured sealants complying with

1005.02.1 in accordance with the following requirements.

Do not install the sealant until joint verification for cleanliness, dimen sions, and alignment. Seal the joint without formation of entrapped air or voids. Air temperature at the time of installation shall be at least 50°F and rising.

601.03.8 Joints, Seals, and Sealants: Saw and seal the joints according

to Standard Plans CP-01. Before preparation and sealing, verify each joint for proper width, depth, alignment. Prior to sealing, the pavement may be opened to traffic. When poured or extruded sealants are used, allow the concrete to cure at least 7 days prior to sealing jo ints. Thoroughly clean all joints immediately prior to sealing. Use sandblasting followed by an oil -free air jet to clean the faces and joint openings before sealing. Use poured or extruded sealants for sealing. Cured sealant is required before allowing traffic on pavement. When using a poured or extruded sealant in accordance with 1005.02 , close the pavement to traffic for at least one day after sealing. When elastomeric compression seals are used, allow traffic immediately following completion of sealing. Repair any cracking, chipping, spalling, or tearing of the concrete joints at no direct pay by approved methods to th e satisfaction of the engineer. Before sealing, joints shall be free of spalls, fractures, breaks, or voids. For areas requiring minor repairs, chip back to sound concrete and repair with an approved non-shrinking patching system in accordance with the ma nufacturer’s recommendations, when approved by the engineer.

601.03.8 1 Poured Sealants and Preformed Joint Sealers: The

following additional requirements apply to the installation of poured sealants and preformed joint sealants complying with 1005.02 , 1005.03 , and 1005.06 .

601.03.8 2 Hot Poured Rubberized Asphalt Sealants:

601.03.8 2.1 Joint Preparation: Thoroughly clean joints by

sandblasting to remove concrete curing membrane, laitance and other foreign matter from the joint. Upon completion of sandblasting, clean and dry the joint and adjacent areas of all foreign matter.

601.03.8 2.2 Application: Install poured sealants complying with

1005.02.1 in accordance with the following requirements.

Do not install the sealant until joint verification for cleanliness, dimen sions, and alignment. Seal the joint without formation of entrapped air or voids. Air temperature at the time of installation shall be at least 50°F and rising.

601.03.8 Joints, Seals, and Sealants: Saw and seal the joints according

to Standard Plans CP-01. Before preparation and sealing, verify each joint for proper width, depth, alignment. Prior to sealing, the pavement may be opened to traffic. When poured or extruded sealants are used, allow the concrete to cure at least 7 days prior to sealing jo ints. Thoroughly clean all joints immediately prior to sealing. Use sandblasting followed by an oil -free air jet to clean the faces and joint openings before sealing. Use poured or extruded sealants for sealing. Cured sealant is required before allowing traffic on pavement. When using a poured or extruded sealant in accordance with 1005.02 , close the pavement to traffic for at least one day after sealing. When elastomeric compression seals are used, allow traffic immediately following completion of sealing. Repair any cracking, chipping, spalling, or tearing of the concrete joints at no direct pay by approved methods to th e satisfaction of the engineer. Before sealing, joints shall be free of spalls, fractures, breaks, or voids. For areas requiring minor repairs, chip back to sound concrete and repair with an approved non-shrinking patching system in accordance with the ma nufacturer’s recommendations, when approved by the engineer.

601.03.8 1 Poured Sealants and Preformed Joint Sealers: The

following additional requirements apply to the installation of poured sealants and preformed joint sealants complying with 1005.02 , 1005.03 , and 1005.06 .

601.03.8 2 Hot Poured Rubberized Asphalt Sealants:

601.03.8 2.1 Joint Preparation: Thoroughly clean joints by

sandblasting to remove concrete curing membrane, laitance and other foreign matter from the joint. Upon completion of sandblasting, clean and dry the joint and adjacent areas of all foreign matter.

601.03.8 2.2 Application: Install poured sealants complying with

1005.02.1 in accordance with the following requirements.

Do not install the sealant until joint verification for cleanliness, dimen sions, and alignment. Seal the joint without formation of entrapped air or voids. Air temperature at the time of installation shall be at least 50°F and rising. Furnish a mobile, heated, double -walled agitator type kettle with suitable oil medium in the outer space for heat transfer capable of maintaining a sealant temperature of 380°F to 410°F. Provide easy access to kettles to facilitate cleaning. Thoroughly clean kettles of foreign substances or previously used compounds and flush daily with flushing oil. Provide this equipment with an automatic continuous temperature -recording chart for constant kettle temperature surveillance. Provide a direct connecting pressure type -extruding device with nozzles shaped for insertion into the joint. Application equipment shall recirculate sealant material in the inner kettle when not in use and shall be capable of filling the joint with sealant material free of voids or entrapped air. The applicator shall be subject to approval.

601.03.8 3 Preformed Elastomeric Compression Seals: Preformed

elastomeric compression seals shall comply with 1005.03 . When using a pumped adhesive -lubricant material, allow a maximum of 30 percent dilution with a material recommended by the manufacturer. Apply the adhesive lubricant just prior to installation of the seal and completely cover the seal’s sidewalls. Install seals by machine on projects requiring 3,000 feet or more of joint sealing. Do not st retch the compression seal more than 5 percent. Prior to beginning installation, cut and install, a length of seal equal to the pavement width so that stretching may be measured. Make random checks for stretching as deemed necessary by the engineer. If the adhesive lubricant has chemically set and exceeded maximum stretch limits, remove and clean the seal, re -clean the joint, and re -install the seal. There shall be no field splicing.

601.03.8 4 Silicone Sealant: The silicone sealant shall comply with

1005.02.3 or 1005.02.4 . Keep the sandblasted joint faces dry and dust free prior to

sealant installation. The air temperature at the time of placement shall be at least 50°F and rising. Place backer material complying with 1005.02 as shown in the plans. Prime the joint faces in accordance with the manufacturer ’s recommendations when a silicone sealant conforming to 1005.02.4 is used. Force non -sag material against the joint walls by approved tooling methods that will ensure proper adhesion. No tooling is required when a self -leveling material is used.

601.03.8 5 Preformed Polyurethane Foam: Preformed polyurethane

foam shall comply with 1005 .06. Install preformed polyurethane foam using an approved, moisture insensitive lubricant -adhesive according to the manufacturer’s instructions.

601.03.8 6 Tie Bars : For size, length, and spacing of tie bars see

Furnish a mobile, heated, double -walled agitator type kettle with suitable oil medium in the outer space for heat transfer capable of maintaining a sealant temperature of 380°F to 410°F. Provide easy access to kettles to facilitate cleaning. Thoroughly clean kettles of foreign substances or previously used compounds and flush daily with flushing oil. Provide this equipment with an automatic continuous temperature -recording chart for constant kettle temperature surveillance. Provide a direct connecting pressure type -extruding device with nozzles shaped for insertion into the joint. Application equipment shall recirculate sealant material in the inner kettle when not in use and shall be capable of filling the joint with sealant material free of voids or entrapped air. The applicator shall be subject to approval.

601.03.8 3 Preformed Elastomeric Compression Seals: Preformed

elastomeric compression seals shall comply with 1005.03 . When using a pumped adhesive -lubricant material, allow a maximum of 30 percent dilution with a material recommended by the manufacturer. Apply the adhesive lubricant just prior to installation of the seal and completely cover the seal’s sidewalls. Install seals by machine on projects requiring 3,000 feet or more of joint sealing. Do not st retch the compression seal more than 5 percent. Prior to beginning installation, cut and install, a length of seal equal to the pavement width so that stretching may be measured. Make random checks for stretching as deemed necessary by the engineer. If the adhesive lubricant has chemically set and exceeded maximum stretch limits, remove and clean the seal, re -clean the joint, and re -install the seal. There shall be no field splicing.

601.03.8 4 Silicone Sealant: The silicone sealant shall comply with

1005.02.3 or 1005.02.4 . Keep the sandblasted joint faces dry and dust free prior to

sealant installation. The air temperature at the time of placement shall be at least 50°F and rising. Place backer material complying with 1005.02 as shown in the plans. Prime the joint faces in accordance with the manufacturer ’s recommendations when a silicone sealant conforming to 1005.02.4 is used. Force non -sag material against the joint walls by approved tooling methods that will ensure proper adhesion. No tooling is required when a self -leveling material is used.

601.03.8 5 Preformed Polyurethane Foam: Preformed polyurethane

foam shall comply with 1005 .06. Install preformed polyurethane foam using an approved, moisture insensitive lubricant -adhesive according to the manufacturer’s instructions.

601.03.8 6 Tie Bars : For size, length, and spacing of tie bars see

Furnish a mobile, heated, double -walled agitator type kettle with suitable oil medium in the outer space for heat transfer capable of maintaining a sealant temperature of 380°F to 410°F. Provide easy access to kettles to facilitate cleaning. Thoroughly clean kettles of foreign substances or previously used compounds and flush daily with flushing oil. Provide this equipment with an automatic continuous temperature -recording chart for constant kettle temperature surveillance. Provide a direct connecting pressure type -extruding device with nozzles shaped for insertion into the joint. Application equipment shall recirculate sealant material in the inner kettle when not in use and shall be capable of filling the joint with sealant material free of voids or entrapped air. The applicator shall be subject to approval.

601.03.8 3 Preformed Elastomeric Compression Seals: Preformed

elastomeric compression seals shall comply with 1005.03 . When using a pumped adhesive -lubricant material, allow a maximum of 30 percent dilution with a material recommended by the manufacturer. Apply the adhesive lubricant just prior to installation of the seal and completely cover the seal’s sidewalls. Install seals by machine on projects requiring 3,000 feet or more of joint sealing. Do not st retch the compression seal more than 5 percent. Prior to beginning installation, cut and install, a length of seal equal to the pavement width so that stretching may be measured. Make random checks for stretching as deemed necessary by the engineer. If the adhesive lubricant has chemically set and exceeded maximum stretch limits, remove and clean the seal, re -clean the joint, and re -install the seal. There shall be no field splicing.

601.03.8 4 Silicone Sealant: The silicone sealant shall comply with

1005.02.3 or 1005.02.4 . Keep the sandblasted joint faces dry and dust free prior to

sealant installation. The air temperature at the time of placement shall be at least 50°F and rising. Place backer material complying with 1005.02 as shown in the plans. Prime the joint faces in accordance with the manufacturer ’s recommendations when a silicone sealant conforming to 1005.02.4 is used. Force non -sag material against the joint walls by approved tooling methods that will ensure proper adhesion. No tooling is required when a self -leveling material is used.

601.03.8 5 Preformed Polyurethane Foam: Preformed polyurethane

foam shall comply with 1005 .06. Install preformed polyurethane foam using an approved, moisture insensitive lubricant -adhesive according to the manufacturer’s instructions.

601.03.8 6 Tie Bars : For size, length, and spacing of tie bars see

Furnish a mobile, heated, double -walled agitator type kettle with suitable oil medium in the outer space for heat transfer capable of maintaining a sealant temperature of 380°F to 410°F. Provide easy access to kettles to facilitate cleaning. Thoroughly clean kettles of foreign substances or previously used compounds and flush daily with flushing oil. Provide this equipment with an automatic continuous temperature -recording chart for constant kettle temperature surveillance. Provide a direct connecting pressure type -extruding device with nozzles shaped for insertion into the joint. Application equipment shall recirculate sealant material in the inner kettle when not in use and shall be capable of filling the joint with sealant material free of voids or entrapped air. The applicator shall be subject to approval.

601.03.8 3 Preformed Elastomeric Compression Seals: Preformed

elastomeric compression seals shall comply with 1005.03 . When using a pumped adhesive -lubricant material, allow a maximum of 30 percent dilution with a material recommended by the manufacturer. Apply the adhesive lubricant just prior to installation of the seal and completely cover the seal’s sidewalls. Install seals by machine on projects requiring 3,000 feet or more of joint sealing. Do not st retch the compression seal more than 5 percent. Prior to beginning installation, cut and install, a length of seal equal to the pavement width so that stretching may be measured. Make random checks for stretching as deemed necessary by the engineer. If the adhesive lubricant has chemically set and exceeded maximum stretch limits, remove and clean the seal, re -clean the joint, and re -install the seal. There shall be no field splicing.

601.03.8 4 Silicone Sealant: The silicone sealant shall comply with

1005.02.3 or 1005.02.4 . Keep the sandblasted joint faces dry and dust free prior to

sealant installation. The air temperature at the time of placement shall be at least 50°F and rising. Place backer material complying with 1005.02 as shown in the plans. Prime the joint faces in accordance with the manufacturer ’s recommendations when a silicone sealant conforming to 1005.02.4 is used. Force non -sag material against the joint walls by approved tooling methods that will ensure proper adhesion. No tooling is required when a self -leveling material is used.

601.03.8 5 Preformed Polyurethane Foam: Preformed polyurethane

foam shall comply with 1005 .06. Install preformed polyurethane foam using an approved, moisture insensitive lubricant -adhesive according to the manufacturer’s instructions.

601.03.8 6 Tie Bars : For size, length, and spacing of tie bars see

Furnish a mobile, heated, double -walled agitator type kettle with suitable oil medium in the outer space for heat transfer capable of maintaining a sealant temperature of 380°F to 410°F. Provide easy access to kettles to facilitate cleaning. Thoroughly clean kettles of foreign substances or previously used compounds and flush daily with flushing oil. Provide this equipment with an automatic continuous temperature -recording chart for constant kettle temperature surveillance. Provide a direct connecting pressure type -extruding device with nozzles shaped for insertion into the joint. Application equipment shall recirculate sealant material in the inner kettle when not in use and shall be capable of filling the joint with sealant material free of voids or entrapped air. The applicator shall be subject to approval.

601.03.8 3 Preformed Elastomeric Compression Seals: Preformed

elastomeric compression seals shall comply with 1005.03 . When using a pumped adhesive -lubricant material, allow a maximum of 30 percent dilution with a material recommended by the manufacturer. Apply the adhesive lubricant just prior to installation of the seal and completely cover the seal’s sidewalls. Install seals by machine on projects requiring 3,000 feet or more of joint sealing. Do not st retch the compression seal more than 5 percent. Prior to beginning installation, cut and install, a length of seal equal to the pavement width so that stretching may be measured. Make random checks for stretching as deemed necessary by the engineer. If the adhesive lubricant has chemically set and exceeded maximum stretch limits, remove and clean the seal, re -clean the joint, and re -install the seal. There shall be no field splicing.

601.03.8 4 Silicone Sealant: The silicone sealant shall comply with

1005.02.3 or 1005.02.4 . Keep the sandblasted joint faces dry and dust free prior to

sealant installation. The air temperature at the time of placement shall be at least 50°F and rising. Place backer material complying with 1005.02 as shown in the plans. Prime the joint faces in accordance with the manufacturer ’s recommendations when a silicone sealant conforming to 1005.02.4 is used. Force non -sag material against the joint walls by approved tooling methods that will ensure proper adhesion. No tooling is required when a self -leveling material is used.

601.03.8 5 Preformed Polyurethane Foam: Preformed polyurethane

foam shall comply with 1005 .06. Install preformed polyurethane foam using an approved, moisture insensitive lubricant -adhesive according to the manufacturer’s instructions.

601.03.8 6 Tie Bars : For size, length, and spacing of tie bars see

Standard Plans CP -01. Place tie bars using mechanical equipment or secure them with chairs to prevent movement during concrete placement. Pl ace tie bars perpendicular to the face of the joint, centered in the slab depth, and parallel to the finished surface. Do not place tie bars within 18 inches of contraction or expansion joints. Do not coat tie bars with asphalt or other material or enclose in tubes or sleeves. Bend only Grade 40 tie bars at right angles against the form of the first lane constructed and straighten into final position before placement of concrete in adjacent lane . Alternatively, to bending tie bars, use approved mechanical butt splicing devices complying with 806.06 . Replace tie bars that break or show evidence of fracture upon straightening. Drill holes for tie bars approximately 1/8 inch larger than the diameter of the bar. Holes shall be clean and moisture free. Use an Approved Materials List adhesive anchor system in accordance with the manufacturer’s recommendations .

601.03.8 7 Dowel Bars: Dowel bars shall have a uniformly round cross

section and shall be saw -cut, smooth, and free of burrs, projections, and deformations. Dowel bars shall be plastic coated in accordance with 1009.03 . Place dowel bars in approved basket assemblies or by an approved mechanical device that is capable of accurately placing the dowels to the proper depth and alignment. Position dowel bars parallel to the pav ement centerline, and parallel to the surface without any skew of individual bars. Carefully and thoroughly consolidate the concrete around the dowel bars. When using a mechanical insertion device for placement, firmly hold dowel bars in position during t he consolidation process so that the bars do not move when released in the concrete by the mechanical insertion device. Accurately and securely, mark the transverse centerline of the in -place dowel bars prior to sawing the transverse contraction joint over the dowels. Provide an approved expansion tube on each bar used in expansion joints. The tube shall fit the dowel bar tightly and the closed end shall be watertight. Locate dowel bar placement as shown on the plans. With the approval of the engineer, repa ir all slightly damaged coatings of dowel bars by lightly oiling or greasing; otherwise replace.

601.03.8 8 Types of Joints:

601.03.8 8.1 Longitudinal Joint (Type LJ): Construct a

longitudinal joint between the slabs when placing shoulder and roadway pavement slabs separately . Construct a longitudinal joint in roadway pavements placed monolithically and exceeding 15 feet in total width as shown on plans. Construct a longitudinal joint at the centerline of ramps exceeding 15 feet in width. Construct longitudinal joints with tie bars when constructing adjacent lanes separately. Standard Plans CP -01. Place tie bars using mechanical equipment or secure them with chairs to prevent movement during concrete placement. Pl ace tie bars perpendicular to the face of the joint, centered in the slab depth, and parallel to the finished surface. Do not place tie bars within 18 inches of contraction or expansion joints. Do not coat tie bars with asphalt or other material or enclose in tubes or sleeves. Bend only Grade 40 tie bars at right angles against the form of the first lane constructed and straighten into final position before placement of concrete in adjacent lane . Alternatively, to bending tie bars, use approved mechanical butt splicing devices complying with 806.06 . Replace tie bars that break or show evidence of fracture upon straightening. Drill holes for tie bars approximately 1/8 inch larger than the diameter of the bar. Holes shall be clean and moisture free. Use an Approved Materials List adhesive anchor system in accordance with the manufacturer’s recommendations .

601.03.8 7 Dowel Bars: Dowel bars shall have a uniformly round cross

section and shall be saw -cut, smooth, and free of burrs, projections, and deformations. Dowel bars shall be plastic coated in accordance with 1009.03 . Place dowel bars in approved basket assemblies or by an approved mechanical device that is capable of accurately placing the dowels to the proper depth and alignment. Position dowel bars parallel to the pav ement centerline, and parallel to the surface without any skew of individual bars. Carefully and thoroughly consolidate the concrete around the dowel bars. When using a mechanical insertion device for placement, firmly hold dowel bars in position during t he consolidation process so that the bars do not move when released in the concrete by the mechanical insertion device. Accurately and securely, mark the transverse centerline of the in -place dowel bars prior to sawing the transverse contraction joint over the dowels. Provide an approved expansion tube on each bar used in expansion joints. The tube shall fit the dowel bar tightly and the closed end shall be watertight. Locate dowel bar placement as shown on the plans. With the approval of the engineer, repa ir all slightly damaged coatings of dowel bars by lightly oiling or greasing; otherwise replace.

601.03.8 8 Types of Joints:

601.03.8 8.1 Longitudinal Joint (Type LJ): Construct a

longitudinal joint between the slabs when placing shoulder and roadway pavement slabs separately . Construct a longitudinal joint in roadway pavements placed monolithically and exceeding 15 feet in total width as shown on plans. Construct a longitudinal joint at the centerline of ramps exceeding 15 feet in width. Construct longitudinal joints with tie bars when constructing adjacent lanes separately. Standard Plans CP -01. Place tie bars using mechanical equipment or secure them with chairs to prevent movement during concrete placement. Pl ace tie bars perpendicular to the face of the joint, centered in the slab depth, and parallel to the finished surface. Do not place tie bars within 18 inches of contraction or expansion joints. Do not coat tie bars with asphalt or other material or enclose in tubes or sleeves. Bend only Grade 40 tie bars at right angles against the form of the first lane constructed and straighten into final position before placement of concrete in adjacent lane . Alternatively, to bending tie bars, use approved mechanical butt splicing devices complying with 806.06 . Replace tie bars that break or show evidence of fracture upon straightening. Drill holes for tie bars approximately 1/8 inch larger than the diameter of the bar. Holes shall be clean and moisture free. Use an Approved Materials List adhesive anchor system in accordance with the manufacturer’s recommendations .

601.03.8 7 Dowel Bars: Dowel bars shall have a uniformly round cross

section and shall be saw -cut, smooth, and free of burrs, projections, and deformations. Dowel bars shall be plastic coated in accordance with 1009.03 . Place dowel bars in approved basket assemblies or by an approved mechanical device that is capable of accurately placing the dowels to the proper depth and alignment. Position dowel bars parallel to the pav ement centerline, and parallel to the surface without any skew of individual bars. Carefully and thoroughly consolidate the concrete around the dowel bars. When using a mechanical insertion device for placement, firmly hold dowel bars in position during t he consolidation process so that the bars do not move when released in the concrete by the mechanical insertion device. Accurately and securely, mark the transverse centerline of the in -place dowel bars prior to sawing the transverse contraction joint over the dowels. Provide an approved expansion tube on each bar used in expansion joints. The tube shall fit the dowel bar tightly and the closed end shall be watertight. Locate dowel bar placement as shown on the plans. With the approval of the engineer, repa ir all slightly damaged coatings of dowel bars by lightly oiling or greasing; otherwise replace.

601.03.8 8 Types of Joints:

601.03.8 8.1 Longitudinal Joint (Type LJ): Construct a

longitudinal joint between the slabs when placing shoulder and roadway pavement slabs separately . Construct a longitudinal joint in roadway pavements placed monolithically and exceeding 15 feet in total width as shown on plans. Construct a longitudinal joint at the centerline of ramps exceeding 15 feet in width. Construct longitudinal joints with tie bars when constructing adjacent lanes separately. Standard Plans CP -01. Place tie bars using mechanical equipment or secure them with chairs to prevent movement during concrete placement. Pl ace tie bars perpendicular to the face of the joint, centered in the slab depth, and parallel to the finished surface. Do not place tie bars within 18 inches of contraction or expansion joints. Do not coat tie bars with asphalt or other material or enclose in tubes or sleeves. Bend only Grade 40 tie bars at right angles against the form of the first lane constructed and straighten into final position before placement of concrete in adjacent lane . Alternatively, to bending tie bars, use approved mechanical butt splicing devices complying with 806.06 . Replace tie bars that break or show evidence of fracture upon straightening. Drill holes for tie bars approximately 1/8 inch larger than the diameter of the bar. Holes shall be clean and moisture free. Use an Approved Materials List adhesive anchor system in accordance with the manufacturer’s recommendations .

601.03.8 7 Dowel Bars: Dowel bars shall have a uniformly round cross

section and shall be saw -cut, smooth, and free of burrs, projections, and deformations. Dowel bars shall be plastic coated in accordance with 1009.03 . Place dowel bars in approved basket assemblies or by an approved mechanical device that is capable of accurately placing the dowels to the proper depth and alignment. Position dowel bars parallel to the pav ement centerline, and parallel to the surface without any skew of individual bars. Carefully and thoroughly consolidate the concrete around the dowel bars. When using a mechanical insertion device for placement, firmly hold dowel bars in position during t he consolidation process so that the bars do not move when released in the concrete by the mechanical insertion device. Accurately and securely, mark the transverse centerline of the in -place dowel bars prior to sawing the transverse contraction joint over the dowels. Provide an approved expansion tube on each bar used in expansion joints. The tube shall fit the dowel bar tightly and the closed end shall be watertight. Locate dowel bar placement as shown on the plans. With the approval of the engineer, repa ir all slightly damaged coatings of dowel bars by lightly oiling or greasing; otherwise replace.

601.03.8 8 Types of Joints:

601.03.8 8.1 Longitudinal Joint (Type LJ): Construct a

longitudinal joint between the slabs when placing shoulder and roadway pavement slabs separately . Construct a longitudinal joint in roadway pavements placed monolithically and exceeding 15 feet in total width as shown on plans. Construct a longitudinal joint at the centerline of ramps exceeding 15 feet in width. Construct longitudinal joints with tie bars when constructing adjacent lanes separately. Ensure proper consolidation of concrete adjacent to longitudinal joints. Repair or replace any cracking, chipping, spalling, or tearing of the concrete at no direct pay by approved methods to the sati sfaction of the engineer. Form the longitudinal joint (Type LJ) in fresh concrete. Alternatively, saw hardened concrete as soon as the concrete has reached sufficient strength to support the sawing machine, and tearing and raveling of the concrete joint d oes not occur. Complete the sawing operation in a timely manner such that random cracking does not occur. The joint width shall be 5/32 to 1/4 inches; joint depth shall be as specified on the plans. The joint sealant shall conform to 1005.02.1 or 1005.02.3 . Immediately prior to sealing, clean the saw cut and adjacent concrete surfaces. Do not permit any equipment, other than the sawing machine, on the pavement during sawing operations. Provide sufficient back -up equipment at the jobsite to continue t imely sawing operations in case of a breakdown. During paving operations, clearly and accurately mark joint locations. When sawing operations are not providing proper crack control at the joint, modify sawing operations as necessary to provide proper crac k control.

601.03.8 8.2 Transverse Expansion Joint (Type EJ -1 1/2 Inch):

When a slip form paving method is used, construct the transverse expansion joint with a 1 1/2 inch wide sawed joint over a sleeper slab. Construct the sleeper slab from Class A1 Concrete or one of the pavement type mixes complying with Section 901 . Place one layer of tarpaper equivalent to a minimum of 30 pounds per 100 square feet between the sleeper sl ab and the pavement. If the EJ modified joint is used, construct all the expansion joints using this method unless otherwise approved by the engineer .

601.03.8 8.3 Transverse Expansion Joint (Type EJ -4 Inch): This

joint consists of a 4 -inch wide joint sawed over a sl eeper slab. Construct the sleeper slab from Class A1 concrete, or one of the pavement type mixes conforming to Section 901 . Place one layer of tarpaper, weighing 30 pounds per 100 square feet, between the sleeper slab and the pavement. Joint material shall comply with 1005.06 .

601.03.8 8.4 Transverse Expansion Joints (Type EJ -

Alternati ve): Replace concrete disturbed during expansion joint installation with fresh concrete and vibrate with a surface vibrator. Use a preformed elastomeric compression seal complying with 1005.03 or a silicone complying with 1005.02 .

601.03.8 8.5 Wood Filler: Use wood filler conforming to 1005.01.2 .

Do not use a board less than six feet long. Do not use dam aged wood fillers. Do Ensure proper consolidation of concrete adjacent to longitudinal joints. Repair or replace any cracking, chipping, spalling, or tearing of the concrete at no direct pay by approved methods to the sati sfaction of the engineer. Form the longitudinal joint (Type LJ) in fresh concrete. Alternatively, saw hardened concrete as soon as the concrete has reached sufficient strength to support the sawing machine, and tearing and raveling of the concrete joint d oes not occur. Complete the sawing operation in a timely manner such that random cracking does not occur. The joint width shall be 5/32 to 1/4 inches; joint depth shall be as specified on the plans. The joint sealant shall conform to 1005.02.1 or 1005.02.3 . Immediately prior to sealing, clean the saw cut and adjacent concrete surfaces. Do not permit any equipment, other than the sawing machine, on the pavement during sawing operations. Provide sufficient back -up equipment at the jobsite to continue t imely sawing operations in case of a breakdown. During paving operations, clearly and accurately mark joint locations. When sawing operations are not providing proper crack control at the joint, modify sawing operations as necessary to provide proper crac k control.

601.03.8 8.2 Transverse Expansion Joint (Type EJ -1 1/2 Inch):

When a slip form paving method is used, construct the transverse expansion joint with a 1 1/2 inch wide sawed joint over a sleeper slab. Construct the sleeper slab from Class A1 Concrete or one of the pavement type mixes complying with Section 901 . Place one layer of tarpaper equivalent to a minimum of 30 pounds per 100 square feet between the sleeper sl ab and the pavement. If the EJ modified joint is used, construct all the expansion joints using this method unless otherwise approved by the engineer .

601.03.8 8.3 Transverse Expansion Joint (Type EJ -4 Inch): This

joint consists of a 4 -inch wide joint sawed over a sl eeper slab. Construct the sleeper slab from Class A1 concrete, or one of the pavement type mixes conforming to Section 901 . Place one layer of tarpaper, weighing 30 pounds per 100 square feet, between the sleeper slab and the pavement. Joint material shall comply with 1005.06 .

601.03.8 8.4 Transverse Expansion Joints (Type EJ -

Alternati ve): Replace concrete disturbed during expansion joint installation with fresh concrete and vibrate with a surface vibrator. Use a preformed elastomeric compression seal complying with 1005.03 or a silicone complying with 1005.02 .

601.03.8 8.5 Wood Filler: Use wood filler conforming to 1005.01.2 .

Do not use a board less than six feet long. Do not use dam aged wood fillers. Do Ensure proper consolidation of concrete adjacent to longitudinal joints. Repair or replace any cracking, chipping, spalling, or tearing of the concrete at no direct pay by approved methods to the sati sfaction of the engineer. Form the longitudinal joint (Type LJ) in fresh concrete. Alternatively, saw hardened concrete as soon as the concrete has reached sufficient strength to support the sawing machine, and tearing and raveling of the concrete joint d oes not occur. Complete the sawing operation in a timely manner such that random cracking does not occur. The joint width shall be 5/32 to 1/4 inches; joint depth shall be as specified on the plans. The joint sealant shall conform to 1005.02.1 or 1005.02.3 . Immediately prior to sealing, clean the saw cut and adjacent concrete surfaces. Do not permit any equipment, other than the sawing machine, on the pavement during sawing operations. Provide sufficient back -up equipment at the jobsite to continue t imely sawing operations in case of a breakdown. During paving operations, clearly and accurately mark joint locations. When sawing operations are not providing proper crack control at the joint, modify sawing operations as necessary to provide proper crac k control.

601.03.8 8.2 Transverse Expansion Joint (Type EJ -1 1/2 Inch):

When a slip form paving method is used, construct the transverse expansion joint with a 1 1/2 inch wide sawed joint over a sleeper slab. Construct the sleeper slab from Class A1 Concrete or one of the pavement type mixes complying with Section 901 . Place one layer of tarpaper equivalent to a minimum of 30 pounds per 100 square feet between the sleeper sl ab and the pavement. If the EJ modified joint is used, construct all the expansion joints using this method unless otherwise approved by the engineer .

601.03.8 8.3 Transverse Expansion Joint (Type EJ -4 Inch): This

joint consists of a 4 -inch wide joint sawed over a sl eeper slab. Construct the sleeper slab from Class A1 concrete, or one of the pavement type mixes conforming to Section 901 . Place one layer of tarpaper, weighing 30 pounds per 100 square feet, between the sleeper slab and the pavement. Joint material shall comply with 1005.06 .

601.03.8 8.4 Transverse Expansion Joints (Type EJ -

Alternati ve): Replace concrete disturbed during expansion joint installation with fresh concrete and vibrate with a surface vibrator. Use a preformed elastomeric compression seal complying with 1005.03 or a silicone complying with 1005.02 .

601.03.8 8.5 Wood Filler: Use wood filler conforming to 1005.01.2 .

Do not use a board less than six feet long. Do not use dam aged wood fillers. Do Ensure proper consolidation of concrete adjacent to longitudinal joints. Repair or replace any cracking, chipping, spalling, or tearing of the concrete at no direct pay by approved methods to the sati sfaction of the engineer. Form the longitudinal joint (Type LJ) in fresh concrete. Alternatively, saw hardened concrete as soon as the concrete has reached sufficient strength to support the sawing machine, and tearing and raveling of the concrete joint d oes not occur. Complete the sawing operation in a timely manner such that random cracking does not occur. The joint width shall be 5/32 to 1/4 inches; joint depth shall be as specified on the plans. The joint sealant shall conform to 1005.02.1 or 1005.02.3 . Immediately prior to sealing, clean the saw cut and adjacent concrete surfaces. Do not permit any equipment, other than the sawing machine, on the pavement during sawing operations. Provide sufficient back -up equipment at the jobsite to continue t imely sawing operations in case of a breakdown. During paving operations, clearly and accurately mark joint locations. When sawing operations are not providing proper crack control at the joint, modify sawing operations as necessary to provide proper crac k control.

601.03.8 8.2 Transverse Expansion Joint (Type EJ -1 1/2 Inch):

When a slip form paving method is used, construct the transverse expansion joint with a 1 1/2 inch wide sawed joint over a sleeper slab. Construct the sleeper slab from Class A1 Concrete or one of the pavement type mixes complying with Section 901 . Place one layer of tarpaper equivalent to a minimum of 30 pounds per 100 square feet between the sleeper sl ab and the pavement. If the EJ modified joint is used, construct all the expansion joints using this method unless otherwise approved by the engineer .

601.03.8 8.3 Transverse Expansion Joint (Type EJ -4 Inch): This

joint consists of a 4 -inch wide joint sawed over a sl eeper slab. Construct the sleeper slab from Class A1 concrete, or one of the pavement type mixes conforming to Section 901 . Place one layer of tarpaper, weighing 30 pounds per 100 square feet, between the sleeper slab and the pavement. Joint material shall comply with 1005.06 .

601.03.8 8.4 Transverse Expansion Joints (Type EJ -

Alternati ve): Replace concrete disturbed during expansion joint installation with fresh concrete and vibrate with a surface vibrator. Use a preformed elastomeric compression seal complying with 1005.03 or a silicone complying with 1005.02 .

601.03.8 8.5 Wood Filler: Use wood filler conforming to 1005.01.2 .

Do not use a board less than six feet long. Do not use dam aged wood fillers. Do Ensure proper consolidation of concrete adjacent to longitudinal joints. Repair or replace any cracking, chipping, spalling, or tearing of the concrete at no direct pay by approved methods to the sati sfaction of the engineer. Form the longitudinal joint (Type LJ) in fresh concrete. Alternatively, saw hardened concrete as soon as the concrete has reached sufficient strength to support the sawing machine, and tearing and raveling of the concrete joint d oes not occur. Complete the sawing operation in a timely manner such that random cracking does not occur. The joint width shall be 5/32 to 1/4 inches; joint depth shall be as specified on the plans. The joint sealant shall conform to 1005.02.1 or 1005.02.3 . Immediately prior to sealing, clean the saw cut and adjacent concrete surfaces. Do not permit any equipment, other than the sawing machine, on the pavement during sawing operations. Provide sufficient back -up equipment at the jobsite to continue t imely sawing operations in case of a breakdown. During paving operations, clearly and accurately mark joint locations. When sawing operations are not providing proper crack control at the joint, modify sawing operations as necessary to provide proper crac k control.

601.03.8 8.2 Transverse Expansion Joint (Type EJ -1 1/2 Inch):

When a slip form paving method is used, construct the transverse expansion joint with a 1 1/2 inch wide sawed joint over a sleeper slab. Construct the sleeper slab from Class A1 Concrete or one of the pavement type mixes complying with Section 901 . Place one layer of tarpaper equivalent to a minimum of 30 pounds per 100 square feet between the sleeper sl ab and the pavement. If the EJ modified joint is used, construct all the expansion joints using this method unless otherwise approved by the engineer .

601.03.8 8.3 Transverse Expansion Joint (Type EJ -4 Inch): This

joint consists of a 4 -inch wide joint sawed over a sl eeper slab. Construct the sleeper slab from Class A1 concrete, or one of the pavement type mixes conforming to Section 901 . Place one layer of tarpaper, weighing 30 pounds per 100 square feet, between the sleeper slab and the pavement. Joint material shall comply with 1005.06 .

601.03.8 8.4 Transverse Expansion Joints (Type EJ -

Alternati ve): Replace concrete disturbed during expansion joint installation with fresh concrete and vibrate with a surface vibrator. Use a preformed elastomeric compression seal complying with 1005.03 or a silicone complying with 1005.02 .

601.03.8 8.5 Wood Filler: Use wood filler conforming to 1005.01.2 .

Do not use a board less than six feet long. Do not use dam aged wood fillers. Do not field modify wood filler. Use dowel bars to provide adequate bracing to hold the wood filler in a vertical position. Do not permit finished joints to deviate more than 1/4 inch in horizontal alignment from a straight line. For joint fillers assembled in sections, do not allow offsets between adjacent units. Do not permit plugs of concrete within the expansion space. Seal the joint as specified.

601.03.8 8.6 Transverse Contraction Joints (Type TCJ):

Transverse contraction joints shall co nsist of planes of weakness created in the cross section of the pavement. Install load transfer devices at these joints. Construct joints for pavement with a design speed equal to or greater than 45 mph) by sawing as specified in method 1 below. Constru ct by any of the following methods for joints for pavement with a design speed of less than 45 mph. For small and irregular areas, the engineer may allow methods 2 or 3. Method 1 : Construct joints by sawing after the concrete has reached sufficient streng th to support sawing equipment. During paving operations, clearly and accurately mark joint locations. Saw joints to required joint width and depth in one pass. Saw to a width 5/32 to 1/4 inches and to the required joint depth. If forms prohibit sawing the transverse contraction joint for the full width of pavement, place a full -joint depth insert in the 6 inches adjacent to the forms. Conduct the sawing as soon as the concrete has hardened sufficiently to avoid tearing of the concrete and complete saw ing in a timely manner to avoid random cracking. Immediately prior to sealing joint, clean the saw cut as required. Do not permit any equipment other than the sawing machine on the pavement during sawing operations. Provide sufficient back up equipment at the jobsite to continue timely sawing operations. If sawing operations are not providing proper crack control, modify sawing operations, equipment, timing, and/or concrete mix as necessary to provide proper crack control. Repair any cracking, chipping, sp alling, or tearing of the concrete joints at no direct pay by approved methods to the satisfaction of the engineer. Method 2 : Install an approved removable joint former to create a joint to the required width and depth. Establish a vertical plane prior to installing the removable joint former in the fresh concrete with a T -iron. The blade of the T -iron shall have a thickness of 1/4 to 3/8 inch and a depth 1/4 inch greater than the depth of the insert. Insert the joint former in place and consolidate usin g a vibrating bullfloat. While concrete is workable but stiff enough to maintain joint opening, raise joint former 1/2 inch to 3/4 inch with all laitance removed alongside of insert. The joint former shall remain in place at least 12 hours. If undamaged in removal and clean of foreign material, these joint formers are reusable. Immediately prior to sealing joint, clean the joint as required. not field modify wood filler. Use dowel bars to provide adequate bracing to hold the wood filler in a vertical position. Do not permit finished joints to deviate more than 1/4 inch in horizontal alignment from a straight line. For joint fillers assembled in sections, do not allow offsets between adjacent units. Do not permit plugs of concrete within the expansion space. Seal the joint as specified.

601.03.8 8.6 Transverse Contraction Joints (Type TCJ):

Transverse contraction joints shall co nsist of planes of weakness created in the cross section of the pavement. Install load transfer devices at these joints. Construct joints for pavement with a design speed equal to or greater than 45 mph) by sawing as specified in method 1 below. Constru ct by any of the following methods for joints for pavement with a design speed of less than 45 mph. For small and irregular areas, the engineer may allow methods 2 or 3. Method 1 : Construct joints by sawing after the concrete has reached sufficient streng th to support sawing equipment. During paving operations, clearly and accurately mark joint locations. Saw joints to required joint width and depth in one pass. Saw to a width 5/32 to 1/4 inches and to the required joint depth. If forms prohibit sawing the transverse contraction joint for the full width of pavement, place a full -joint depth insert in the 6 inches adjacent to the forms. Conduct the sawing as soon as the concrete has hardened sufficiently to avoid tearing of the concrete and complete saw ing in a timely manner to avoid random cracking. Immediately prior to sealing joint, clean the saw cut as required. Do not permit any equipment other than the sawing machine on the pavement during sawing operations. Provide sufficient back up equipment at the jobsite to continue timely sawing operations. If sawing operations are not providing proper crack control, modify sawing operations, equipment, timing, and/or concrete mix as necessary to provide proper crack control. Repair any cracking, chipping, sp alling, or tearing of the concrete joints at no direct pay by approved methods to the satisfaction of the engineer. Method 2 : Install an approved removable joint former to create a joint to the required width and depth. Establish a vertical plane prior to installing the removable joint former in the fresh concrete with a T -iron. The blade of the T -iron shall have a thickness of 1/4 to 3/8 inch and a depth 1/4 inch greater than the depth of the insert. Insert the joint former in place and consolidate usin g a vibrating bullfloat. While concrete is workable but stiff enough to maintain joint opening, raise joint former 1/2 inch to 3/4 inch with all laitance removed alongside of insert. The joint former shall remain in place at least 12 hours. If undamaged in removal and clean of foreign material, these joint formers are reusable. Immediately prior to sealing joint, clean the joint as required. Method 3 : Install a combination joint former/sealer device as specified in 1005.04 to form a joint in fresh concrete. Establish a vertical plane prior to installing the seal insert device in the fresh concrete with a T -iron. The blade of the T -iron shall have a thickness of 1/4 to 3/8 inch and a depth 1/4 inch greater than the depth of the insert. Insert the joint former/sealer in place and consolidate using a vibrating bullfloat. The top cap of the insert shall be flush with the top surface of the pavement at the completi on of all finishing operations.

601.03.8 8.7 Transverse Construction Joints (Type CJ):

Construct transverse construction joints when there is an interruption of more than 1/2 hour in concreting operations. Do not construct a transverse construction joint within 5 feet of an expansion or contraction joint. If sufficient concrete is not available at the time of interruption to form a slab at least 5 feet long, remove concrete back to the preceding working joint (which must be maintained) or 5 feet behind the working joint to establish a non -working joint. Use hand vibrators to ensure proper consolidation of concrete adjacent to transverse construction joints. Transverse construction joints shall include deformed bars conforming to the size, spacing, and dimensions o f the dowel bars to form a non -working joint.

601.03.8 8.8 Longitudinal Butt Joint (Type LBJ): Construct

longitudinal butt joints when adding lanes of pavement. Place deformed tie bars of the specified length, size, spacing, and material perpendicular to longitudina l butt joints. Do not coat tie bars with asphalt or other material or enclose in tubes or sleeves. Install tie bars in clean, moisture -free holes, drilled into the existing pavement approximately 1/8 inch larger than the diameter of the tie bar. Use an A pproved Materials List adhesive anchor system, or an Approved Materials List Type I, Grade C epoxy resin system. Mix the epoxy in accordance with the manufacturer’s recommendations, with no fillers or extenders added. Using a caulking gun or other approve d method, inject sufficient epoxy to fill the void between the tie -bar and hole. Rotate the bar while inserting to ensure complete coverage with no voids as verified by epoxy squeezing out when the bar is inserted. Prevent bars from being disturbed until epoxy has sufficiently cured. Place epoxy using manufacturer’s temperature limitations but do not apply epoxy when ambient temperature is below 40°F.

601.03.8 8.9 Transverse Butt Joint (Type BJ): Construct

transverse butt joints when extending existing pavement. P lace smooth dowel bars of the specified length, size, coating, spacing, and material perpendicular to Method 3 : Install a combination joint former/sealer device as specified in 1005.04 to form a joint in fresh concrete. Establish a vertical plane prior to installing the seal insert device in the fresh concrete with a T -iron. The blade of the T -iron shall have a thickness of 1/4 to 3/8 inch and a depth 1/4 inch greater than the depth of the insert. Insert the joint former/sealer in place and consolidate using a vibrating bullfloat. The top cap of the insert shall be flush with the top surface of the pavement at the completi on of all finishing operations.

601.03.8 8.7 Transverse Construction Joints (Type CJ):

Construct transverse construction joints when there is an interruption of more than 1/2 hour in concreting operations. Do not construct a transverse construction joint within 5 feet of an expansion or contraction joint. If sufficient concrete is not available at the time of interruption to form a slab at least 5 feet long, remove concrete back to the preceding working joint (which must be maintained) or 5 feet behind the working joint to establish a non -working joint. Use hand vibrators to ensure proper consolidation of concrete adjacent to transverse construction joints. Transverse construction joints shall include deformed bars conforming to the size, spacing, and dimensions o f the dowel bars to form a non -working joint.

601.03.8 8.8 Longitudinal Butt Joint (Type LBJ): Construct

longitudinal butt joints when adding lanes of pavement. Place deformed tie bars of the specified length, size, spacing, and material perpendicular to longitudina l butt joints. Do not coat tie bars with asphalt or other material or enclose in tubes or sleeves. Install tie bars in clean, moisture -free holes, drilled into the existing pavement approximately 1/8 inch larger than the diameter of the tie bar. Use an A pproved Materials List adhesive anchor system, or an Approved Materials List Type I, Grade C epoxy resin system. Mix the epoxy in accordance with the manufacturer’s recommendations, with no fillers or extenders added. Using a caulking gun or other approve d method, inject sufficient epoxy to fill the void between the tie -bar and hole. Rotate the bar while inserting to ensure complete coverage with no voids as verified by epoxy squeezing out when the bar is inserted. Prevent bars from being disturbed until epoxy has sufficiently cured. Place epoxy using manufacturer’s temperature limitations but do not apply epoxy when ambient temperature is below 40°F.

601.03.8 8.9 Transverse Butt Joint (Type BJ): Construct

transverse butt joints when extending existing pavement. P lace smooth dowel bars of the specified length, size, coating, spacing, and material perpendicular to Method 3 : Install a combination joint former/sealer device as specified in 1005.04 to form a joint in fresh concrete. Establish a vertical plane prior to installing the seal insert device in the fresh concrete with a T -iron. The blade of the T -iron shall have a thickness of 1/4 to 3/8 inch and a depth 1/4 inch greater than the depth of the insert. Insert the joint former/sealer in place and consolidate using a vibrating bullfloat. The top cap of the insert shall be flush with the top surface of the pavement at the completi on of all finishing operations.

601.03.8 8.7 Transverse Construction Joints (Type CJ):

Construct transverse construction joints when there is an interruption of more than 1/2 hour in concreting operations. Do not construct a transverse construction joint within 5 feet of an expansion or contraction joint. If sufficient concrete is not available at the time of interruption to form a slab at least 5 feet long, remove concrete back to the preceding working joint (which must be maintained) or 5 feet behind the working joint to establish a non -working joint. Use hand vibrators to ensure proper consolidation of concrete adjacent to transverse construction joints. Transverse construction joints shall include deformed bars conforming to the size, spacing, and dimensions o f the dowel bars to form a non -working joint.

601.03.8 8.8 Longitudinal Butt Joint (Type LBJ): Construct

longitudinal butt joints when adding lanes of pavement. Place deformed tie bars of the specified length, size, spacing, and material perpendicular to longitudina l butt joints. Do not coat tie bars with asphalt or other material or enclose in tubes or sleeves. Install tie bars in clean, moisture -free holes, drilled into the existing pavement approximately 1/8 inch larger than the diameter of the tie bar. Use an A pproved Materials List adhesive anchor system, or an Approved Materials List Type I, Grade C epoxy resin system. Mix the epoxy in accordance with the manufacturer’s recommendations, with no fillers or extenders added. Using a caulking gun or other approve d method, inject sufficient epoxy to fill the void between the tie -bar and hole. Rotate the bar while inserting to ensure complete coverage with no voids as verified by epoxy squeezing out when the bar is inserted. Prevent bars from being disturbed until epoxy has sufficiently cured. Place epoxy using manufacturer’s temperature limitations but do not apply epoxy when ambient temperature is below 40°F.

601.03.8 8.9 Transverse Butt Joint (Type BJ): Construct

transverse butt joints when extending existing pavement. P lace smooth dowel bars of the specified length, size, coating, spacing, and material perpendicular to Method 3 : Install a combination joint former/sealer device as specified in 1005.04 to form a joint in fresh concrete. Establish a vertical plane prior to installing the seal insert device in the fresh concrete with a T -iron. The blade of the T -iron shall have a thickness of 1/4 to 3/8 inch and a depth 1/4 inch greater than the depth of the insert. Insert the joint former/sealer in place and consolidate using a vibrating bullfloat. The top cap of the insert shall be flush with the top surface of the pavement at the completi on of all finishing operations.

601.03.8 8.7 Transverse Construction Joints (Type CJ):

Construct transverse construction joints when there is an interruption of more than 1/2 hour in concreting operations. Do not construct a transverse construction joint within 5 feet of an expansion or contraction joint. If sufficient concrete is not available at the time of interruption to form a slab at least 5 feet long, remove concrete back to the preceding working joint (which must be maintained) or 5 feet behind the working joint to establish a non -working joint. Use hand vibrators to ensure proper consolidation of concrete adjacent to transverse construction joints. Transverse construction joints shall include deformed bars conforming to the size, spacing, and dimensions o f the dowel bars to form a non -working joint.

601.03.8 8.8 Longitudinal Butt Joint (Type LBJ): Construct

longitudinal butt joints when adding lanes of pavement. Place deformed tie bars of the specified length, size, spacing, and material perpendicular to longitudina l butt joints. Do not coat tie bars with asphalt or other material or enclose in tubes or sleeves. Install tie bars in clean, moisture -free holes, drilled into the existing pavement approximately 1/8 inch larger than the diameter of the tie bar. Use an A pproved Materials List adhesive anchor system, or an Approved Materials List Type I, Grade C epoxy resin system. Mix the epoxy in accordance with the manufacturer’s recommendations, with no fillers or extenders added. Using a caulking gun or other approve d method, inject sufficient epoxy to fill the void between the tie -bar and hole. Rotate the bar while inserting to ensure complete coverage with no voids as verified by epoxy squeezing out when the bar is inserted. Prevent bars from being disturbed until epoxy has sufficiently cured. Place epoxy using manufacturer’s temperature limitations but do not apply epoxy when ambient temperature is below 40°F.

601.03.8 8.9 Transverse Butt Joint (Type BJ): Construct

transverse butt joints when extending existing pavement. P lace smooth dowel bars of the specified length, size, coating, spacing, and material perpendicular to transverse butt joints. Install dowel bars in clean, moisture -free holes, drilled into the existing pavement approximately 1/8 inch larger than the diamet er of the dowel bar. Use an Approved Materials List adhesive anchor system, or an Approved Materials List Type I, Grade C epoxy resin system. Mix the epoxy in accordance with the manufacturer’s recommendations, with no fillers or extenders added. Using a caulking gun or other approved method, inject sufficient epoxy to fill the void between the dowel bar and hole. Rotate the bar while inserting to ensure complete coverage with no voids as verified by epoxy squeezing out when the bar is inserted. Prevent bars from being disturbed until epoxy has sufficiently cured. Place epoxy using manufacturer’s temperature limitations but do not apply epoxy when ambient temperature is below 40°F. Establish joint sealant reservoir in accordance with plan details (See C P-01).

601.03.9 Concrete Paving: The normal sequence for paving is strike -off,

consolidation, screeding, floating (use hand floats only if necessary), remove laitance, straight edging, final surface finish, and curing. Use a mechanically powered finishing machine capable of spreading, c onsolidating, screeding and finishing the concrete to the required pavement elevation and cross section. Mechanical roller or truss -type screeds are allowed, if approved by the engineer, for projects with: concrete pavement lane lengths of 1,500 feet or l ess, continuous paving lengths less than 600 feet, pavement gaps, intersections, or when side clearance is restricted. Use work bridges or other devices to reach the pavement surface to finish, straightedge, and make corrections. If permitted by the engine er, apply water to the surface as a fog spray with approved equipment.

601.03.9 1 Strike -Off: Strike off to achieve the specified cross section

and pavement surface elevation.

601.03.9 2 Consolidation: Consolidate concrete for full width and

depth of the slab to eliminate voids without segregation. Consolidate under and around load transfer devices, and other features embedded within the pavement without causing damage or misalignment. Do not operate vibrators longer than 10 seconds in one location. Do not drag handheld vibrators through the concrete nor move the concrete using the vibrator.

601.03.9 3 Screeding: Screed the concrete to achieve the specified cross

section and elevation.

601.03.9 4 Floating: Float to a chieve the specified grade and provide a

transverse butt joints. Install dowel bars in clean, moisture -free holes, drilled into the existing pavement approximately 1/8 inch larger than the diamet er of the dowel bar. Use an Approved Materials List adhesive anchor system, or an Approved Materials List Type I, Grade C epoxy resin system. Mix the epoxy in accordance with the manufacturer’s recommendations, with no fillers or extenders added. Using a caulking gun or other approved method, inject sufficient epoxy to fill the void between the dowel bar and hole. Rotate the bar while inserting to ensure complete coverage with no voids as verified by epoxy squeezing out when the bar is inserted. Prevent bars from being disturbed until epoxy has sufficiently cured. Place epoxy using manufacturer’s temperature limitations but do not apply epoxy when ambient temperature is below 40°F. Establish joint sealant reservoir in accordance with plan details (See C P-01).

601.03.9 Concrete Paving: The normal sequence for paving is strike -off,

consolidation, screeding, floating (use hand floats only if necessary), remove laitance, straight edging, final surface finish, and curing. Use a mechanically powered finishing machine capable of spreading, c onsolidating, screeding and finishing the concrete to the required pavement elevation and cross section. Mechanical roller or truss -type screeds are allowed, if approved by the engineer, for projects with: concrete pavement lane lengths of 1,500 feet or l ess, continuous paving lengths less than 600 feet, pavement gaps, intersections, or when side clearance is restricted. Use work bridges or other devices to reach the pavement surface to finish, straightedge, and make corrections. If permitted by the engine er, apply water to the surface as a fog spray with approved equipment.

601.03.9 1 Strike -Off: Strike off to achieve the specified cross section

and pavement surface elevation.

601.03.9 2 Consolidation: Consolidate concrete for full width and

depth of the slab to eliminate voids without segregation. Consolidate under and around load transfer devices, and other features embedded within the pavement without causing damage or misalignment. Do not operate vibrators longer than 10 seconds in one location. Do not drag handheld vibrators through the concrete nor move the concrete using the vibrator.

601.03.9 3 Screeding: Screed the concrete to achieve the specified cross

section and elevation.

601.03.9 4 Floating: Float to a chieve the specified grade and provide a

transverse butt joints. Install dowel bars in clean, moisture -free holes, drilled into the existing pavement approximately 1/8 inch larger than the diamet er of the dowel bar. Use an Approved Materials List adhesive anchor system, or an Approved Materials List Type I, Grade C epoxy resin system. Mix the epoxy in accordance with the manufacturer’s recommendations, with no fillers or extenders added. Using a caulking gun or other approved method, inject sufficient epoxy to fill the void between the dowel bar and hole. Rotate the bar while inserting to ensure complete coverage with no voids as verified by epoxy squeezing out when the bar is inserted. Prevent bars from being disturbed until epoxy has sufficiently cured. Place epoxy using manufacturer’s temperature limitations but do not apply epoxy when ambient temperature is below 40°F. Establish joint sealant reservoir in accordance with plan details (See C P-01).

601.03.9 Concrete Paving: The normal sequence for paving is strike -off,

consolidation, screeding, floating (use hand floats only if necessary), remove laitance, straight edging, final surface finish, and curing. Use a mechanically powered finishing machine capable of spreading, c onsolidating, screeding and finishing the concrete to the required pavement elevation and cross section. Mechanical roller or truss -type screeds are allowed, if approved by the engineer, for projects with: concrete pavement lane lengths of 1,500 feet or l ess, continuous paving lengths less than 600 feet, pavement gaps, intersections, or when side clearance is restricted. Use work bridges or other devices to reach the pavement surface to finish, straightedge, and make corrections. If permitted by the engine er, apply water to the surface as a fog spray with approved equipment.

601.03.9 1 Strike -Off: Strike off to achieve the specified cross section

and pavement surface elevation.

601.03.9 2 Consolidation: Consolidate concrete for full width and

depth of the slab to eliminate voids without segregation. Consolidate under and around load transfer devices, and other features embedded within the pavement without causing damage or misalignment. Do not operate vibrators longer than 10 seconds in one location. Do not drag handheld vibrators through the concrete nor move the concrete using the vibrator.

601.03.9 3 Screeding: Screed the concrete to achieve the specified cross

section and elevation.

601.03.9 4 Floating: Float to a chieve the specified grade and provide a

transverse butt joints. Install dowel bars in clean, moisture -free holes, drilled into the existing pavement approximately 1/8 inch larger than the diamet er of the dowel bar. Use an Approved Materials List adhesive anchor system, or an Approved Materials List Type I, Grade C epoxy resin system. Mix the epoxy in accordance with the manufacturer’s recommendations, with no fillers or extenders added. Using a caulking gun or other approved method, inject sufficient epoxy to fill the void between the dowel bar and hole. Rotate the bar while inserting to ensure complete coverage with no voids as verified by epoxy squeezing out when the bar is inserted. Prevent bars from being disturbed until epoxy has sufficiently cured. Place epoxy using manufacturer’s temperature limitations but do not apply epoxy when ambient temperature is below 40°F. Establish joint sealant reservoir in accordance with plan details (See C P-01).

601.03.9 Concrete Paving: The normal sequence for paving is strike -off,

consolidation, screeding, floating (use hand floats only if necessary), remove laitance, straight edging, final surface finish, and curing. Use a mechanically powered finishing machine capable of spreading, c onsolidating, screeding and finishing the concrete to the required pavement elevation and cross section. Mechanical roller or truss -type screeds are allowed, if approved by the engineer, for projects with: concrete pavement lane lengths of 1,500 feet or l ess, continuous paving lengths less than 600 feet, pavement gaps, intersections, or when side clearance is restricted. Use work bridges or other devices to reach the pavement surface to finish, straightedge, and make corrections. If permitted by the engine er, apply water to the surface as a fog spray with approved equipment.

601.03.9 1 Strike -Off: Strike off to achieve the specified cross section

and pavement surface elevation.

601.03.9 2 Consolidation: Consolidate concrete for full width and

depth of the slab to eliminate voids without segregation. Consolidate under and around load transfer devices, and other features embedded within the pavement without causing damage or misalignment. Do not operate vibrators longer than 10 seconds in one location. Do not drag handheld vibrators through the concrete nor move the concrete using the vibrator.

601.03.9 3 Screeding: Screed the concrete to achieve the specified cross

section and elevation.

601.03.9 4 Floating: Float to a chieve the specified grade and provide a

transverse butt joints. Install dowel bars in clean, moisture -free holes, drilled into the existing pavement approximately 1/8 inch larger than the diamet er of the dowel bar. Use an Approved Materials List adhesive anchor system, or an Approved Materials List Type I, Grade C epoxy resin system. Mix the epoxy in accordance with the manufacturer’s recommendations, with no fillers or extenders added. Using a caulking gun or other approved method, inject sufficient epoxy to fill the void between the dowel bar and hole. Rotate the bar while inserting to ensure complete coverage with no voids as verified by epoxy squeezing out when the bar is inserted. Prevent bars from being disturbed until epoxy has sufficiently cured. Place epoxy using manufacturer’s temperature limitations but do not apply epoxy when ambient temperature is below 40°F. Establish joint sealant reservoir in accordance with plan details (See C P-01).

601.03.9 Concrete Paving: The normal sequence for paving is strike -off,

consolidation, screeding, floating (use hand floats only if necessary), remove laitance, straight edging, final surface finish, and curing. Use a mechanically powered finishing machine capable of spreading, c onsolidating, screeding and finishing the concrete to the required pavement elevation and cross section. Mechanical roller or truss -type screeds are allowed, if approved by the engineer, for projects with: concrete pavement lane lengths of 1,500 feet or l ess, continuous paving lengths less than 600 feet, pavement gaps, intersections, or when side clearance is restricted. Use work bridges or other devices to reach the pavement surface to finish, straightedge, and make corrections. If permitted by the engine er, apply water to the surface as a fog spray with approved equipment.

601.03.9 1 Strike -Off: Strike off to achieve the specified cross section

and pavement surface elevation.

601.03.9 2 Consolidation: Consolidate concrete for full width and

depth of the slab to eliminate voids without segregation. Consolidate under and around load transfer devices, and other features embedded within the pavement without causing damage or misalignment. Do not operate vibrators longer than 10 seconds in one location. Do not drag handheld vibrators through the concrete nor move the concrete using the vibrator.

601.03.9 3 Screeding: Screed the concrete to achieve the specified cross

section and elevation.

601.03.9 4 Floating: Float to a chieve the specified grade and provide a

transverse butt joints. Install dowel bars in clean, moisture -free holes, drilled into the existing pavement approximately 1/8 inch larger than the diamet er of the dowel bar. Use an Approved Materials List adhesive anchor system, or an Approved Materials List Type I, Grade C epoxy resin system. Mix the epoxy in accordance with the manufacturer’s recommendations, with no fillers or extenders added. Using a caulking gun or other approved method, inject sufficient epoxy to fill the void between the dowel bar and hole. Rotate the bar while inserting to ensure complete coverage with no voids as verified by epoxy squeezing out when the bar is inserted. Prevent bars from being disturbed until epoxy has sufficiently cured. Place epoxy using manufacturer’s temperature limitations but do not apply epoxy when ambient temperature is below 40°F. Establish joint sealant reservoir in accordance with plan details (See C P-01).

601.03.9 Concrete Paving: The normal sequence for paving is strike -off,

consolidation, screeding, floating (use hand floats only if necessary), remove laitance, straight edging, final surface finish, and curing. Use a mechanically powered finishing machine capable of spreading, c onsolidating, screeding and finishing the concrete to the required pavement elevation and cross section. Mechanical roller or truss -type screeds are allowed, if approved by the engineer, for projects with: concrete pavement lane lengths of 1,500 feet or l ess, continuous paving lengths less than 600 feet, pavement gaps, intersections, or when side clearance is restricted. Use work bridges or other devices to reach the pavement surface to finish, straightedge, and make corrections. If permitted by the engine er, apply water to the surface as a fog spray with approved equipment.

601.03.9 1 Strike -Off: Strike off to achieve the specified cross section

and pavement surface elevation.

601.03.9 2 Consolidation: Consolidate concrete for full width and

depth of the slab to eliminate voids without segregation. Consolidate under and around load transfer devices, and other features embedded within the pavement without causing damage or misalignment. Do not operate vibrators longer than 10 seconds in one location. Do not drag handheld vibrators through the concrete nor move the concrete using the vibrator.

601.03.9 3 Screeding: Screed the concrete to achieve the specified cross

section and elevation.

601.03.9 4 Floating: Float to a chieve the specified grade and provide a

tight-knit textured surface using an approved machine float. When necessary following machine floating, use long -handled floats to smooth and fill open -textured pavement areas. Hand finish with bull floats only whe re the surface left from the paving equipment contains voids or imperfections. In general, it is best to limit hand and mechanical finishing. Adjust the concrete mixture and/or the paving equipment if excessive floating is the only method to produce an acceptable tight -knit textured surface. Remove excess water or laitance from the pavement surface.

601.03.9 5 Straight Edging: Test the fresh concrete surface for trueness

with a straightedge to achieve surface tolerance. Immediately fill depressions with freshly mixed concrete, strike off, and refinish. Trim and refinish high areas. Ensure the surface across joints meets the requirements for smoothness. Continue straightedge testing and surface corrections until the entire surface is free from deviations and th e slab conforms to required grade and cross section. Make adjustments if continuous hand corrections are required.

601.03.9 6 Edging at Forms and Joints: Before tine texturing, work

the edges on each side of the pavement and each side of the transverse expansion joints, Type EJ modified joints, and longitudinal construction joints, which are not sawed. Produce a well -defined, continuous radius and obtain a smooth, dense mortar finish with an approved tool. Round to the radius specified (1/4 inch approximate). U se a work bridge to work the joints. Do not disturb the pavement surface by tilting the tool during use. Eliminate tool marks on the slab adjacent to joints without disturbing the rounding of the slab. Remove concrete on top of joint filler.

601.03.9 7 Final Surfac e Finish: Perform surface finishing with an

artificial turf or burlap drag such that the resultant pavement surface is uniform in appearance and reasonably free from grooves over 1/16 inch deep. Provide an adjacent concrete shoulder with the same finis h as the pavement. Keep the drag material free of hardened concrete. Replace drag materials that are dirty, exhibit wear, or produce unsatisfactory results.

601.03.9 8 Transverse Tine Texturing: Operate the metal tine -

texturing device by approved mechanical mean s when texturing roadway travel lanes. If approved, the contractor may use manual methods for tine texturing of ramps, crossovers, turnouts, split slab construction or other pavement sections. Tine texturing will not be required on parking areas, drives, or other areas as designated by the engineer. Rake tines shall be steel flat wire approximately 0.025 inches thick by 0.126 inches wide by 4 to 5 inches in length, randomly spaced, at a maximum spacing of 1 1/2 inch and a minimum spacing of 3/8 inch with no more than 50 percent of the spaces exceeding 1 inch . The width of tines tight-knit textured surface using an approved machine float. When necessary following machine floating, use long -handled floats to smooth and fill open -textured pavement areas. Hand finish with bull floats only whe re the surface left from the paving equipment contains voids or imperfections. In general, it is best to limit hand and mechanical finishing. Adjust the concrete mixture and/or the paving equipment if excessive floating is the only method to produce an acceptable tight -knit textured surface. Remove excess water or laitance from the pavement surface.

601.03.9 5 Straight Edging: Test the fresh concrete surface for trueness

with a straightedge to achieve surface tolerance. Immediately fill depressions with freshly mixed concrete, strike off, and refinish. Trim and refinish high areas. Ensure the surface across joints meets the requirements for smoothness. Continue straightedge testing and surface corrections until the entire surface is free from deviations and th e slab conforms to required grade and cross section. Make adjustments if continuous hand corrections are required.

601.03.9 6 Edging at Forms and Joints: Before tine texturing, work

the edges on each side of the pavement and each side of the transverse expansion joints, Type EJ modified joints, and longitudinal construction joints, which are not sawed. Produce a well -defined, continuous radius and obtain a smooth, dense mortar finish with an approved tool. Round to the radius specified (1/4 inch approximate). U se a work bridge to work the joints. Do not disturb the pavement surface by tilting the tool during use. Eliminate tool marks on the slab adjacent to joints without disturbing the rounding of the slab. Remove concrete on top of joint filler.

601.03.9 7 Final Surfac e Finish: Perform surface finishing with an

artificial turf or burlap drag such that the resultant pavement surface is uniform in appearance and reasonably free from grooves over 1/16 inch deep. Provide an adjacent concrete shoulder with the same finis h as the pavement. Keep the drag material free of hardened concrete. Replace drag materials that are dirty, exhibit wear, or produce unsatisfactory results.

601.03.9 8 Transverse Tine Texturing: Operate the metal tine -

texturing device by approved mechanical mean s when texturing roadway travel lanes. If approved, the contractor may use manual methods for tine texturing of ramps, crossovers, turnouts, split slab construction or other pavement sections. Tine texturing will not be required on parking areas, drives, or other areas as designated by the engineer. Rake tines shall be steel flat wire approximately 0.025 inches thick by 0.126 inches wide by 4 to 5 inches in length, randomly spaced, at a maximum spacing of 1 1/2 inch and a minimum spacing of 3/8 inch with no more than 50 percent of the spaces exceeding 1 inch . The width of tines tight-knit textured surface using an approved machine float. When necessary following machine floating, use long -handled floats to smooth and fill open -textured pavement areas. Hand finish with bull floats only whe re the surface left from the paving equipment contains voids or imperfections. In general, it is best to limit hand and mechanical finishing. Adjust the concrete mixture and/or the paving equipment if excessive floating is the only method to produce an acceptable tight -knit textured surface. Remove excess water or laitance from the pavement surface.

601.03.9 5 Straight Edging: Test the fresh concrete surface for trueness

with a straightedge to achieve surface tolerance. Immediately fill depressions with freshly mixed concrete, strike off, and refinish. Trim and refinish high areas. Ensure the surface across joints meets the requirements for smoothness. Continue straightedge testing and surface corrections until the entire surface is free from deviations and th e slab conforms to required grade and cross section. Make adjustments if continuous hand corrections are required.

601.03.9 6 Edging at Forms and Joints: Before tine texturing, work

the edges on each side of the pavement and each side of the transverse expansion joints, Type EJ modified joints, and longitudinal construction joints, which are not sawed. Produce a well -defined, continuous radius and obtain a smooth, dense mortar finish with an approved tool. Round to the radius specified (1/4 inch approximate). U se a work bridge to work the joints. Do not disturb the pavement surface by tilting the tool during use. Eliminate tool marks on the slab adjacent to joints without disturbing the rounding of the slab. Remove concrete on top of joint filler.

601.03.9 7 Final Surfac e Finish: Perform surface finishing with an

artificial turf or burlap drag such that the resultant pavement surface is uniform in appearance and reasonably free from grooves over 1/16 inch deep. Provide an adjacent concrete shoulder with the same finis h as the pavement. Keep the drag material free of hardened concrete. Replace drag materials that are dirty, exhibit wear, or produce unsatisfactory results.

601.03.9 8 Transverse Tine Texturing: Operate the metal tine -

texturing device by approved mechanical mean s when texturing roadway travel lanes. If approved, the contractor may use manual methods for tine texturing of ramps, crossovers, turnouts, split slab construction or other pavement sections. Tine texturing will not be required on parking areas, drives, or other areas as designated by the engineer. Rake tines shall be steel flat wire approximately 0.025 inches thick by 0.126 inches wide by 4 to 5 inches in length, randomly spaced, at a maximum spacing of 1 1/2 inch and a minimum spacing of 3/8 inch with no more than 50 percent of the spaces exceeding 1 inch . The width of tines tight-knit textured surface using an approved machine float. When necessary following machine floating, use long -handled floats to smooth and fill open -textured pavement areas. Hand finish with bull floats only whe re the surface left from the paving equipment contains voids or imperfections. In general, it is best to limit hand and mechanical finishing. Adjust the concrete mixture and/or the paving equipment if excessive floating is the only method to produce an acceptable tight -knit textured surface. Remove excess water or laitance from the pavement surface.

601.03.9 5 Straight Edging: Test the fresh concrete surface for trueness

with a straightedge to achieve surface tolerance. Immediately fill depressions with freshly mixed concrete, strike off, and refinish. Trim and refinish high areas. Ensure the surface across joints meets the requirements for smoothness. Continue straightedge testing and surface corrections until the entire surface is free from deviations and th e slab conforms to required grade and cross section. Make adjustments if continuous hand corrections are required.

601.03.9 6 Edging at Forms and Joints: Before tine texturing, work

the edges on each side of the pavement and each side of the transverse expansion joints, Type EJ modified joints, and longitudinal construction joints, which are not sawed. Produce a well -defined, continuous radius and obtain a smooth, dense mortar finish with an approved tool. Round to the radius specified (1/4 inch approximate). U se a work bridge to work the joints. Do not disturb the pavement surface by tilting the tool during use. Eliminate tool marks on the slab adjacent to joints without disturbing the rounding of the slab. Remove concrete on top of joint filler.

601.03.9 7 Final Surfac e Finish: Perform surface finishing with an

artificial turf or burlap drag such that the resultant pavement surface is uniform in appearance and reasonably free from grooves over 1/16 inch deep. Provide an adjacent concrete shoulder with the same finis h as the pavement. Keep the drag material free of hardened concrete. Replace drag materials that are dirty, exhibit wear, or produce unsatisfactory results.

601.03.9 8 Transverse Tine Texturing: Operate the metal tine -

texturing device by approved mechanical mean s when texturing roadway travel lanes. If approved, the contractor may use manual methods for tine texturing of ramps, crossovers, turnouts, split slab construction or other pavement sections. Tine texturing will not be required on parking areas, drives, or other areas as designated by the engineer. Rake tines shall be steel flat wire approximately 0.025 inches thick by 0.126 inches wide by 4 to 5 inches in length, randomly spaced, at a maximum spacing of 1 1/2 inch and a minimum spacing of 3/8 inch with no more than 50 percent of the spaces exceeding 1 inch . The width of tines tight-knit textured surface using an approved machine float. When necessary following machine floating, use long -handled floats to smooth and fill open -textured pavement areas. Hand finish with bull floats only whe re the surface left from the paving equipment contains voids or imperfections. In general, it is best to limit hand and mechanical finishing. Adjust the concrete mixture and/or the paving equipment if excessive floating is the only method to produce an acceptable tight -knit textured surface. Remove excess water or laitance from the pavement surface.

601.03.9 5 Straight Edging: Test the fresh concrete surface for trueness

with a straightedge to achieve surface tolerance. Immediately fill depressions with freshly mixed concrete, strike off, and refinish. Trim and refinish high areas. Ensure the surface across joints meets the requirements for smoothness. Continue straightedge testing and surface corrections until the entire surface is free from deviations and th e slab conforms to required grade and cross section. Make adjustments if continuous hand corrections are required.

601.03.9 6 Edging at Forms and Joints: Before tine texturing, work

the edges on each side of the pavement and each side of the transverse expansion joints, Type EJ modified joints, and longitudinal construction joints, which are not sawed. Produce a well -defined, continuous radius and obtain a smooth, dense mortar finish with an approved tool. Round to the radius specified (1/4 inch approximate). U se a work bridge to work the joints. Do not disturb the pavement surface by tilting the tool during use. Eliminate tool marks on the slab adjacent to joints without disturbing the rounding of the slab. Remove concrete on top of joint filler.

601.03.9 7 Final Surfac e Finish: Perform surface finishing with an

artificial turf or burlap drag such that the resultant pavement surface is uniform in appearance and reasonably free from grooves over 1/16 inch deep. Provide an adjacent concrete shoulder with the same finis h as the pavement. Keep the drag material free of hardened concrete. Replace drag materials that are dirty, exhibit wear, or produce unsatisfactory results.

601.03.9 8 Transverse Tine Texturing: Operate the metal tine -

texturing device by approved mechanical mean s when texturing roadway travel lanes. If approved, the contractor may use manual methods for tine texturing of ramps, crossovers, turnouts, split slab construction or other pavement sections. Tine texturing will not be required on parking areas, drives, or other areas as designated by the engineer. Rake tines shall be steel flat wire approximately 0.025 inches thick by 0.126 inches wide by 4 to 5 inches in length, randomly spaced, at a maximum spacing of 1 1/2 inch and a minimum spacing of 3/8 inch with no more than 50 percent of the spaces exceeding 1 inch . The width of tines shall be 1/8 ± 1/64 inch. The depth of groove produced in the concrete shall be 3/16 inch maximum and 1/16 inch minimum, measured in accordance with DOTD TR 229. Provide the s ame finish on the adjacent concrete shoulders as the travel lane. Visually inspect the tine texture on the shoulders. Correct all pavements not meeting the above requirements by retining if concrete is still fresh or by mechanical grooving if the concrete has set. Restore the texture to specified depth, width, and spacing .

601.03.10 Curing: Immediately after completing the surface finishing,

uniformly spray all exposed pavement surfaces with white pigmented curing compound as soon as surface bleed water evaporates, or within one -half hour if evaporation occurs quickly. Apply curing compound to exposed edges without spraying any exposed tie bars. Do not apply curing compound during rainfall or to surfaces with standing water. Maintain curing continuously for 72 hours. Apply curing compound under pressure by mechanical sprayers at the rate recommended by the manufacturer, but in no case less than 1 gallon per 100 square feet of surface area. Use the fully atomizing type of spraying equipment with a tank agitator. Immediately prior to and during application thoroughly mix the compound, stirring continuously by mechanical methods. Hand spraying is allowed on small irregular widths or shapes and on surfaces exposed by form removal. Thoroughly agitate the curing compound prior to placing in the sprayer. After application of curing compound, res ulting pavement surfaces shall have a uniform appearance of a “blank white sheet of paper.” Immediately reapply additional compound to all deficient areas during the curing period.

601.03.11 Surface Tolerance (IRI):

601.03.11 1 General: This subsection outlines the measurem ent of

surface roughness, quality control requirements, corrective actions, and acceptance criteria for PCCP. Use the International Roughness Index (IRI) to determine the amount of roughness in a measured longitudinal profile. In the direction of travel, measure the longitudinal surface profile in inches per mile and report as the IRI; all in accordance with DOTD TR 644.

601.03.11 2 Equipment: In accordance with TR 644, furnish a DOTD

certified inertial profiler for quality control and acceptance testing. The iner tial profiler shall measure both wheel paths simultaneously with laser height sensing equipment at a constant speed within the certified range. Due to the surface texture of PCCP, lasers with a footprint greater than a single point are recommended for accurate readings. Profilers require a current DOTD decal indicating the date of shall be 1/8 ± 1/64 inch. The depth of groove produced in the concrete shall be 3/16 inch maximum and 1/16 inch minimum, measured in accordance with DOTD TR 229. Provide the s ame finish on the adjacent concrete shoulders as the travel lane. Visually inspect the tine texture on the shoulders. Correct all pavements not meeting the above requirements by retining if concrete is still fresh or by mechanical grooving if the concrete has set. Restore the texture to specified depth, width, and spacing .

601.03.10 Curing: Immediately after completing the surface finishing,

uniformly spray all exposed pavement surfaces with white pigmented curing compound as soon as surface bleed water evaporates, or within one -half hour if evaporation occurs quickly. Apply curing compound to exposed edges without spraying any exposed tie bars. Do not apply curing compound during rainfall or to surfaces with standing water. Maintain curing continuously for 72 hours. Apply curing compound under pressure by mechanical sprayers at the rate recommended by the manufacturer, but in no case less than 1 gallon per 100 square feet of surface area. Use the fully atomizing type of spraying equipment with a tank agitator. Immediately prior to and during application thoroughly mix the compound, stirring continuously by mechanical methods. Hand spraying is allowed on small irregular widths or shapes and on surfaces exposed by form removal. Thoroughly agitate the curing compound prior to placing in the sprayer. After application of curing compound, res ulting pavement surfaces shall have a uniform appearance of a “blank white sheet of paper.” Immediately reapply additional compound to all deficient areas during the curing period.

601.03.11 Surface Tolerance (IRI):

601.03.11 1 General: This subsection outlines the measurem ent of

surface roughness, quality control requirements, corrective actions, and acceptance criteria for PCCP. Use the International Roughness Index (IRI) to determine the amount of roughness in a measured longitudinal profile. In the direction of travel, measure the longitudinal surface profile in inches per mile and report as the IRI; all in accordance with DOTD TR 644.

601.03.11 2 Equipment: In accordance with TR 644, furnish a DOTD

certified inertial profiler for quality control and acceptance testing. The iner tial profiler shall measure both wheel paths simultaneously with laser height sensing equipment at a constant speed within the certified range. Due to the surface texture of PCCP, lasers with a footprint greater than a single point are recommended for accurate readings. Profilers require a current DOTD decal indicating the date of shall be 1/8 ± 1/64 inch. The depth of groove produced in the concrete shall be 3/16 inch maximum and 1/16 inch minimum, measured in accordance with DOTD TR 229. Provide the s ame finish on the adjacent concrete shoulders as the travel lane. Visually inspect the tine texture on the shoulders. Correct all pavements not meeting the above requirements by retining if concrete is still fresh or by mechanical grooving if the concrete has set. Restore the texture to specified depth, width, and spacing .

601.03.10 Curing: Immediately after completing the surface finishing,

uniformly spray all exposed pavement surfaces with white pigmented curing compound as soon as surface bleed water evaporates, or within one -half hour if evaporation occurs quickly. Apply curing compound to exposed edges without spraying any exposed tie bars. Do not apply curing compound during rainfall or to surfaces with standing water. Maintain curing continuously for 72 hours. Apply curing compound under pressure by mechanical sprayers at the rate recommended by the manufacturer, but in no case less than 1 gallon per 100 square feet of surface area. Use the fully atomizing type of spraying equipment with a tank agitator. Immediately prior to and during application thoroughly mix the compound, stirring continuously by mechanical methods. Hand spraying is allowed on small irregular widths or shapes and on surfaces exposed by form removal. Thoroughly agitate the curing compound prior to placing in the sprayer. After application of curing compound, res ulting pavement surfaces shall have a uniform appearance of a “blank white sheet of paper.” Immediately reapply additional compound to all deficient areas during the curing period.

601.03.11 Surface Tolerance (IRI):

601.03.11 1 General: This subsection outlines the measurem ent of

surface roughness, quality control requirements, corrective actions, and acceptance criteria for PCCP. Use the International Roughness Index (IRI) to determine the amount of roughness in a measured longitudinal profile. In the direction of travel, measure the longitudinal surface profile in inches per mile and report as the IRI; all in accordance with DOTD TR 644.

601.03.11 2 Equipment: In accordance with TR 644, furnish a DOTD

certified inertial profiler for quality control and acceptance testing. The iner tial profiler shall measure both wheel paths simultaneously with laser height sensing equipment at a constant speed within the certified range. Due to the surface texture of PCCP, lasers with a footprint greater than a single point are recommended for accurate readings. Profilers require a current DOTD decal indicating the date of shall be 1/8 ± 1/64 inch. The depth of groove produced in the concrete shall be 3/16 inch maximum and 1/16 inch minimum, measured in accordance with DOTD TR 229. Provide the s ame finish on the adjacent concrete shoulders as the travel lane. Visually inspect the tine texture on the shoulders. Correct all pavements not meeting the above requirements by retining if concrete is still fresh or by mechanical grooving if the concrete has set. Restore the texture to specified depth, width, and spacing .

601.03.10 Curing: Immediately after completing the surface finishing,

uniformly spray all exposed pavement surfaces with white pigmented curing compound as soon as surface bleed water evaporates, or within one -half hour if evaporation occurs quickly. Apply curing compound to exposed edges without spraying any exposed tie bars. Do not apply curing compound during rainfall or to surfaces with standing water. Maintain curing continuously for 72 hours. Apply curing compound under pressure by mechanical sprayers at the rate recommended by the manufacturer, but in no case less than 1 gallon per 100 square feet of surface area. Use the fully atomizing type of spraying equipment with a tank agitator. Immediately prior to and during application thoroughly mix the compound, stirring continuously by mechanical methods. Hand spraying is allowed on small irregular widths or shapes and on surfaces exposed by form removal. Thoroughly agitate the curing compound prior to placing in the sprayer. After application of curing compound, res ulting pavement surfaces shall have a uniform appearance of a “blank white sheet of paper.” Immediately reapply additional compound to all deficient areas during the curing period.

601.03.11 Surface Tolerance (IRI):

601.03.11 1 General: This subsection outlines the measurem ent of

surface roughness, quality control requirements, corrective actions, and acceptance criteria for PCCP. Use the International Roughness Index (IRI) to determine the amount of roughness in a measured longitudinal profile. In the direction of travel, measure the longitudinal surface profile in inches per mile and report as the IRI; all in accordance with DOTD TR 644.

601.03.11 2 Equipment: In accordance with TR 644, furnish a DOTD

certified inertial profiler for quality control and acceptance testing. The iner tial profiler shall measure both wheel paths simultaneously with laser height sensing equipment at a constant speed within the certified range. Due to the surface texture of PCCP, lasers with a footprint greater than a single point are recommended for accurate readings. Profilers require a current DOTD decal indicating the date of shall be 1/8 ± 1/64 inch. The depth of groove produced in the concrete shall be 3/16 inch maximum and 1/16 inch minimum, measured in accordance with DOTD TR 229. Provide the s ame finish on the adjacent concrete shoulders as the travel lane. Visually inspect the tine texture on the shoulders. Correct all pavements not meeting the above requirements by retining if concrete is still fresh or by mechanical grooving if the concrete has set. Restore the texture to specified depth, width, and spacing .

601.03.10 Curing: Immediately after completing the surface finishing,

uniformly spray all exposed pavement surfaces with white pigmented curing compound as soon as surface bleed water evaporates, or within one -half hour if evaporation occurs quickly. Apply curing compound to exposed edges without spraying any exposed tie bars. Do not apply curing compound during rainfall or to surfaces with standing water. Maintain curing continuously for 72 hours. Apply curing compound under pressure by mechanical sprayers at the rate recommended by the manufacturer, but in no case less than 1 gallon per 100 square feet of surface area. Use the fully atomizing type of spraying equipment with a tank agitator. Immediately prior to and during application thoroughly mix the compound, stirring continuously by mechanical methods. Hand spraying is allowed on small irregular widths or shapes and on surfaces exposed by form removal. Thoroughly agitate the curing compound prior to placing in the sprayer. After application of curing compound, res ulting pavement surfaces shall have a uniform appearance of a “blank white sheet of paper.” Immediately reapply additional compound to all deficient areas during the curing period.

601.03.11 Surface Tolerance (IRI):

601.03.11 1 General: This subsection outlines the measurem ent of

surface roughness, quality control requirements, corrective actions, and acceptance criteria for PCCP. Use the International Roughness Index (IRI) to determine the amount of roughness in a measured longitudinal profile. In the direction of travel, measure the longitudinal surface profile in inches per mile and report as the IRI; all in accordance with DOTD TR 644.

601.03.11 2 Equipment: In accordance with TR 644, furnish a DOTD

certified inertial profiler for quality control and acceptance testing. The iner tial profiler shall measure both wheel paths simultaneously with laser height sensing equipment at a constant speed within the certified range. Due to the surface texture of PCCP, lasers with a footprint greater than a single point are recommended for accurate readings. Profilers require a current DOTD decal indicating the date of certification and the profiler’s system parameter settings. Furnish a 10 -foot metal static straightedge for quality control and acceptance testing for transverse cross slope, gr ade, and individual longitudinal bumps in excess of 1/4 inch in 10 feet. Additionally, bumps are not to exceed 1/4 inch in 10 feet for non-IRI pavements including but not limited to bike paths, detour roads, parking areas, sidewalks, turning lanes, turn outs, and shoulders.

601.03.11 3 Quality Control;

601.03.11 3.1 Longitudinal Smoothness: Run the certified

profiler and evaluate the raw IRI data using the ProVAL “25 -foot sliding baseline” to identify areas of localized roughness as defined by Table 601-2 for each wheelpath. Correct deficiencies in accordance with Table 601-2 and modify construction operations to mitigate deficiencies. Any individual bump, which is more than 1/4 inch when tested with a 10 -foot metal static straightedge, is a deficiency, which requires correcti on. Have quality control IRI results available for assessment by the engineer as requested.

601.03.11 3.2 Correction of Deficient Areas: Correct areas to

meet the requirements of Table 601 -2 and the 1/4 inch in 10 feet straight edge bump requirement. Correct transve rse, cross slope, or grade deficiencies to meet specifications. Make corrections by removing and replacing the PCCP full depth, or by diamond grinding and reestablishing surface texture and depth. Make corrections at no direct pay. In cases involving min or dips and extreme vertical curves where grinding will not improve the surface profile, provide the engineer a justification plus a ProVAL screen shot for the area showing the 25 -foot sliding baseline and corresponding 25 - foot profilograph along with a re quest to accept as constructed. Although omitted from corrective action, these areas still contribute to the overall IRI results.

601.03.11 4 Acceptance:

601.03.11 4.1 Longitudinal Surface Tolerance Acceptance:

Measure the mainline continuously from start to finish in the directio n of travel for each lane for the project’s entire length. Perform the measurement under the observation and in the presence of the certified DOTD inspector. For projects that qualify for 102 percent pay, in accordance with Table 601-1 and allowable grinding in accordance with Table 601-2, the Materials and Testing Section will verify the testing results. Measure the surface tolerance for acceptance at the certification and the profiler’s system parameter settings. Furnish a 10 -foot metal static straightedge for quality control and acceptance testing for transverse cross slope, gr ade, and individual longitudinal bumps in excess of 1/4 inch in 10 feet. Additionally, bumps are not to exceed 1/4 inch in 10 feet for non-IRI pavements including but not limited to bike paths, detour roads, parking areas, sidewalks, turning lanes, turn outs, and shoulders.

601.03.11 3 Quality Control;

601.03.11 3.1 Longitudinal Smoothness: Run the certified

profiler and evaluate the raw IRI data using the ProVAL “25 -foot sliding baseline” to identify areas of localized roughness as defined by Table 601-2 for each wheelpath. Correct deficiencies in accordance with Table 601-2 and modify construction operations to mitigate deficiencies. Any individual bump, which is more than 1/4 inch when tested with a 10 -foot metal static straightedge, is a deficiency, which requires correcti on. Have quality control IRI results available for assessment by the engineer as requested.

601.03.11 3.2 Correction of Deficient Areas: Correct areas to

meet the requirements of Table 601 -2 and the 1/4 inch in 10 feet straight edge bump requirement. Correct transve rse, cross slope, or grade deficiencies to meet specifications. Make corrections by removing and replacing the PCCP full depth, or by diamond grinding and reestablishing surface texture and depth. Make corrections at no direct pay. In cases involving min or dips and extreme vertical curves where grinding will not improve the surface profile, provide the engineer a justification plus a ProVAL screen shot for the area showing the 25 -foot sliding baseline and corresponding 25 - foot profilograph along with a re quest to accept as constructed. Although omitted from corrective action, these areas still contribute to the overall IRI results.

601.03.11 4 Acceptance:

601.03.11 4.1 Longitudinal Surface Tolerance Acceptance:

Measure the mainline continuously from start to finish in the directio n of travel for each lane for the project’s entire length. Perform the measurement under the observation and in the presence of the certified DOTD inspector. For projects that qualify for 102 percent pay, in accordance with Table 601-1 and allowable grinding in accordance with Table 601-2, the Materials and Testing Section will verify the testing results. Measure the surface tolerance for acceptance at the certification and the profiler’s system parameter settings. Furnish a 10 -foot metal static straightedge for quality control and acceptance testing for transverse cross slope, gr ade, and individual longitudinal bumps in excess of 1/4 inch in 10 feet. Additionally, bumps are not to exceed 1/4 inch in 10 feet for non-IRI pavements including but not limited to bike paths, detour roads, parking areas, sidewalks, turning lanes, turn outs, and shoulders.

601.03.11 3 Quality Control;

601.03.11 3.1 Longitudinal Smoothness: Run the certified

profiler and evaluate the raw IRI data using the ProVAL “25 -foot sliding baseline” to identify areas of localized roughness as defined by Table 601-2 for each wheelpath. Correct deficiencies in accordance with Table 601-2 and modify construction operations to mitigate deficiencies. Any individual bump, which is more than 1/4 inch when tested with a 10 -foot metal static straightedge, is a deficiency, which requires correcti on. Have quality control IRI results available for assessment by the engineer as requested.

601.03.11 3.2 Correction of Deficient Areas: Correct areas to

meet the requirements of Table 601 -2 and the 1/4 inch in 10 feet straight edge bump requirement. Correct transve rse, cross slope, or grade deficiencies to meet specifications. Make corrections by removing and replacing the PCCP full depth, or by diamond grinding and reestablishing surface texture and depth. Make corrections at no direct pay. In cases involving min or dips and extreme vertical curves where grinding will not improve the surface profile, provide the engineer a justification plus a ProVAL screen shot for the area showing the 25 -foot sliding baseline and corresponding 25 - foot profilograph along with a re quest to accept as constructed. Although omitted from corrective action, these areas still contribute to the overall IRI results.

601.03.11 4 Acceptance:

601.03.11 4.1 Longitudinal Surface Tolerance Acceptance:

Measure the mainline continuously from start to finish in the directio n of travel for each lane for the project’s entire length. Perform the measurement under the observation and in the presence of the certified DOTD inspector. For projects that qualify for 102 percent pay, in accordance with Table 601-1 and allowable grinding in accordance with Table 601-2, the Materials and Testing Section will verify the testing results. Measure the surface tolerance for acceptance at the certification and the profiler’s system parameter settings. Furnish a 10 -foot metal static straightedge for quality control and acceptance testing for transverse cross slope, gr ade, and individual longitudinal bumps in excess of 1/4 inch in 10 feet. Additionally, bumps are not to exceed 1/4 inch in 10 feet for non-IRI pavements including but not limited to bike paths, detour roads, parking areas, sidewalks, turning lanes, turn outs, and shoulders.

601.03.11 3 Quality Control;

601.03.11 3.1 Longitudinal Smoothness: Run the certified

profiler and evaluate the raw IRI data using the ProVAL “25 -foot sliding baseline” to identify areas of localized roughness as defined by Table 601-2 for each wheelpath. Correct deficiencies in accordance with Table 601-2 and modify construction operations to mitigate deficiencies. Any individual bump, which is more than 1/4 inch when tested with a 10 -foot metal static straightedge, is a deficiency, which requires correcti on. Have quality control IRI results available for assessment by the engineer as requested.

601.03.11 3.2 Correction of Deficient Areas: Correct areas to

meet the requirements of Table 601 -2 and the 1/4 inch in 10 feet straight edge bump requirement. Correct transve rse, cross slope, or grade deficiencies to meet specifications. Make corrections by removing and replacing the PCCP full depth, or by diamond grinding and reestablishing surface texture and depth. Make corrections at no direct pay. In cases involving min or dips and extreme vertical curves where grinding will not improve the surface profile, provide the engineer a justification plus a ProVAL screen shot for the area showing the 25 -foot sliding baseline and corresponding 25 - foot profilograph along with a re quest to accept as constructed. Although omitted from corrective action, these areas still contribute to the overall IRI results.

601.03.11 4 Acceptance:

601.03.11 4.1 Longitudinal Surface Tolerance Acceptance:

Measure the mainline continuously from start to finish in the directio n of travel for each lane for the project’s entire length. Perform the measurement under the observation and in the presence of the certified DOTD inspector. For projects that qualify for 102 percent pay, in accordance with Table 601-1 and allowable grinding in accordance with Table 601-2, the Materials and Testing Section will verify the testing results. Measure the surface tolerance for acceptance at the certification and the profiler’s system parameter settings. Furnish a 10 -foot metal static straightedge for quality control and acceptance testing for transverse cross slope, gr ade, and individual longitudinal bumps in excess of 1/4 inch in 10 feet. Additionally, bumps are not to exceed 1/4 inch in 10 feet for non-IRI pavements including but not limited to bike paths, detour roads, parking areas, sidewalks, turning lanes, turn outs, and shoulders.

601.03.11 3 Quality Control;

601.03.11 3.1 Longitudinal Smoothness: Run the certified

profiler and evaluate the raw IRI data using the ProVAL “25 -foot sliding baseline” to identify areas of localized roughness as defined by Table 601-2 for each wheelpath. Correct deficiencies in accordance with Table 601-2 and modify construction operations to mitigate deficiencies. Any individual bump, which is more than 1/4 inch when tested with a 10 -foot metal static straightedge, is a deficiency, which requires correcti on. Have quality control IRI results available for assessment by the engineer as requested.

601.03.11 3.2 Correction of Deficient Areas: Correct areas to

meet the requirements of Table 601 -2 and the 1/4 inch in 10 feet straight edge bump requirement. Correct transve rse, cross slope, or grade deficiencies to meet specifications. Make corrections by removing and replacing the PCCP full depth, or by diamond grinding and reestablishing surface texture and depth. Make corrections at no direct pay. In cases involving min or dips and extreme vertical curves where grinding will not improve the surface profile, provide the engineer a justification plus a ProVAL screen shot for the area showing the 25 -foot sliding baseline and corresponding 25 - foot profilograph along with a re quest to accept as constructed. Although omitted from corrective action, these areas still contribute to the overall IRI results.

601.03.11 4 Acceptance:

601.03.11 4.1 Longitudinal Surface Tolerance Acceptance:

Measure the mainline continuously from start to finish in the directio n of travel for each lane for the project’s entire length. Perform the measurement under the observation and in the presence of the certified DOTD inspector. For projects that qualify for 102 percent pay, in accordance with Table 601-1 and allowable grinding in accordance with Table 601-2, the Materials and Testing Section will verify the testing results. Measure the surface tolerance for acceptance at the certification and the profiler’s system parameter settings. Furnish a 10 -foot metal static straightedge for quality control and acceptance testing for transverse cross slope, gr ade, and individual longitudinal bumps in excess of 1/4 inch in 10 feet. Additionally, bumps are not to exceed 1/4 inch in 10 feet for non-IRI pavements including but not limited to bike paths, detour roads, parking areas, sidewalks, turning lanes, turn outs, and shoulders.

601.03.11 3 Quality Control;

601.03.11 3.1 Longitudinal Smoothness: Run the certified

profiler and evaluate the raw IRI data using the ProVAL “25 -foot sliding baseline” to identify areas of localized roughness as defined by Table 601-2 for each wheelpath. Correct deficiencies in accordance with Table 601-2 and modify construction operations to mitigate deficiencies. Any individual bump, which is more than 1/4 inch when tested with a 10 -foot metal static straightedge, is a deficiency, which requires correcti on. Have quality control IRI results available for assessment by the engineer as requested.

601.03.11 3.2 Correction of Deficient Areas: Correct areas to

meet the requirements of Table 601 -2 and the 1/4 inch in 10 feet straight edge bump requirement. Correct transve rse, cross slope, or grade deficiencies to meet specifications. Make corrections by removing and replacing the PCCP full depth, or by diamond grinding and reestablishing surface texture and depth. Make corrections at no direct pay. In cases involving min or dips and extreme vertical curves where grinding will not improve the surface profile, provide the engineer a justification plus a ProVAL screen shot for the area showing the 25 -foot sliding baseline and corresponding 25 - foot profilograph along with a re quest to accept as constructed. Although omitted from corrective action, these areas still contribute to the overall IRI results.

601.03.11 4 Acceptance:

601.03.11 4.1 Longitudinal Surface Tolerance Acceptance:

Measure the mainline continuously from start to finish in the directio n of travel for each lane for the project’s entire length. Perform the measurement under the observation and in the presence of the certified DOTD inspector. For projects that qualify for 102 percent pay, in accordance with Table 601-1 and allowable grinding in accordance with Table 601-2, the Materials and Testing Section will verify the testing results. Measure the surface tolerance for acceptance at the completion of the project after all corrective actions. Profiler system parameter settings shall be verified before and during each run by the DOTD inspector. The inspector will witness and document the daily setup procedure and pre -operation tests performed by the contractor in accordance with the manufacturer’s procedures and DOTD TR 644. A copy of the manufacturer’s setup, pre -operation, and general operating procedures for measuring surface tolerance, along with a copy of DOTD TR 644, shall be available at all times during measurement. Place a start and stop mark at the beginning and end of each t ravel lane so that the Department can rerun measurements. The mainline longitudinal surface tolerance IRI specification requirements are in Table 601-1. The Department will view the mainline PCCP’s IRI raw data with the ProVAL 25-foot sliding base line to identify areas of localized roughness as defined by Table 601-2 for deficiencies. Submit to the engineer for approval the locations and screen shots for any allowed uncorrected deficiencies in accordance with

601.03.11 3.2 . Although grinding for some areas may be deemed unnecessary by

the engineer the measured roughness for such areas will still contribute to the total IRI for the project. In addition, the Department will check for 1/4 inch bumps at locations determined by the engineer. Correct deficiencies in accordance with

601.03.11 3.2 .

A DOTD inspector will be present for the acceptance testing and will immediately receive a copy of the raw data, the “*.erd” file and any files with information about the project, the operator, the equipment, the settings, d aily pre - operation results, and a copy of the IRI results via USB flash drive. In addition to the data transferred by USB storage device, provide the engineer a paper copy of the IRI report. Acceptance for the project will be in accordance with Tables 601-1 and 601-2. The Department may elect to perform and utilize independent ride quality test results for acceptance at any time.

601.03.11 4.2 Exclusions:

Take the IRI acceptance measurement in its entirety, without exclusions. The Department will then review the pro file report obtained for each lane. In special cases or extenuating circumstances, the engineer may isolate or exclude sections of the profile. These include the following:  Bridges, including the approach slabs  Curb and gutter sections, just the affected wheel path, and adjacent areas  Manholes, catch basins, valve and junction boxes  Intersections of a different grade completion of the project after all corrective actions. Profiler system parameter settings shall be verified before and during each run by the DOTD inspector. The inspector will witness and document the daily setup procedure and pre -operation tests performed by the contractor in accordance with the manufacturer’s procedures and DOTD TR 644. A copy of the manufacturer’s setup, pre -operation, and general operating procedures for measuring surface tolerance, along with a copy of DOTD TR 644, shall be available at all times during measurement. Place a start and stop mark at the beginning and end of each t ravel lane so that the Department can rerun measurements. The mainline longitudinal surface tolerance IRI specification requirements are in Table 601-1. The Department will view the mainline PCCP’s IRI raw data with the ProVAL 25-foot sliding base line to identify areas of localized roughness as defined by Table 601-2 for deficiencies. Submit to the engineer for approval the locations and screen shots for any allowed uncorrected deficiencies in accordance with

601.03.11 3.2 . Although grinding for some areas may be deemed unnecessary by

the engineer the measured roughness for such areas will still contribute to the total IRI for the project. In addition, the Department will check for 1/4 inch bumps at locations determined by the engineer. Correct deficiencies in accordance with

601.03.11 3.2 .

A DOTD inspector will be present for the acceptance testing and will immediately receive a copy of the raw data, the “*.erd” file and any files with information about the project, the operator, the equipment, the settings, d aily pre - operation results, and a copy of the IRI results via USB flash drive. In addition to the data transferred by USB storage device, provide the engineer a paper copy of the IRI report. Acceptance for the project will be in accordance with Tables 601-1 and 601-2. The Department may elect to perform and utilize independent ride quality test results for acceptance at any time.

601.03.11 4.2 Exclusions:

Take the IRI acceptance measurement in its entirety, without exclusions. The Department will then review the pro file report obtained for each lane. In special cases or extenuating circumstances, the engineer may isolate or exclude sections of the profile. These include the following:  Bridges, including the approach slabs  Curb and gutter sections, just the affected wheel path, and adjacent areas  Manholes, catch basins, valve and junction boxes  Intersections of a different grade  Structures located in the roadway which cause abrupt deviations in the profile  Ramps less than 1500 feet  Sections where the project engineer determines that attaining smoothness is beyond the contractor’s reasonable control . The roughness in excluded areas will not be included in the total IRI used for payment purposes, but shall meet the requirements of 601.03.11.3.2 and Table 601- 2.

601.03.12 Removing Forms: Keep the forms in place for a t least 12 hours

and until concrete has set sufficiently to avoid damage or prior to opening to traffic as allowed by 601.03.13 . Remove forms carefully to avoid damage to pavement. Repair all superficial damage with mortar composed of one part cement and two parts fine aggregates. After removal of forms, immediately cure s ides of the slab in accordance with 601.03.10 .

601.03.13 Opening to Traffic: Allow traffic on the pavement after 14 days

or when test specimens, complying with 601.03.7 , attain a compressive strength of 3,000 psi when tested in accordance with DOTD TR 230 or a flexural strength of 550 psi when tested in accordance with AASHTO T -97. Saw initial stress relief joints and clean the pavement prior to open ing to traffic. If full width joints are cut, seal before opening to traffic.

601.03.14 Acceptance Requirements:

601.03.14 1 General: Conduct sampling for DOTD testing on each

pavement lot for thickness, concrete strength, and surface tolerance. Sample in accordance with the DOTD Sampling Manual. Correct all pavement that is obviously defective, or remove and replace to full depth, to the satisfaction of the engineer. Times and locations will be established by the engineer. A pavement lot is an identifiable area of approximately 4,000 square yards paid under the same item. The final area of pavement placed is a lot if it is at least 2,000 square yards; otherwise, it will be included in the previous lot. The engineer may redefine the lot limits when sequences of construction prevent timely sampling and testing. Consider intersections, entrances, crossovers, ramps, and any other identi fiable placement as separate lots.

601.03.14 2 Concrete Strength and Thickness:

601.03.14 2.1 Compressive Strength: Determine the 28 -day

compressive strength and thickness of pavements from hardened cores. The  Structures located in the roadway which cause abrupt deviations in the profile  Ramps less than 1500 feet  Sections where the project engineer determines that attaining smoothness is beyond the contractor’s reasonable control . The roughness in excluded areas will not be included in the total IRI used for payment purposes, but shall meet the requirements of 601.03.11.3.2 and Table 601- 2.

601.03.12 Removing Forms: Keep the forms in place for a t least 12 hours

and until concrete has set sufficiently to avoid damage or prior to opening to traffic as allowed by 601.03.13 . Remove forms carefully to avoid damage to pavement. Repair all superficial damage with mortar composed of one part cement and two parts fine aggregates. After removal of forms, immediately cure s ides of the slab in accordance with 601.03.10 .

601.03.13 Opening to Traffic: Allow traffic on the pavement after 14 days

or when test specimens, complying with 601.03.7 , attain a compressive strength of 3,000 psi when tested in accordance with DOTD TR 230 or a flexural strength of 550 psi when tested in accordance with AASHTO T -97. Saw initial stress relief joints and clean the pavement prior to open ing to traffic. If full width joints are cut, seal before opening to traffic.

601.03.14 Acceptance Requirements:

601.03.14 1 General: Conduct sampling for DOTD testing on each

pavement lot for thickness, concrete strength, and surface tolerance. Sample in accordance with the DOTD Sampling Manual. Correct all pavement that is obviously defective, or remove and replace to full depth, to the satisfaction of the engineer. Times and locations will be established by the engineer. A pavement lot is an identifiable area of approximately 4,000 square yards paid under the same item. The final area of pavement placed is a lot if it is at least 2,000 square yards; otherwise, it will be included in the previous lot. The engineer may redefine the lot limits when sequences of construction prevent timely sampling and testing. Consider intersections, entrances, crossovers, ramps, and any other identi fiable placement as separate lots.

601.03.14 2 Concrete Strength and Thickness:

601.03.14 2.1 Compressive Strength: Determine the 28 -day

compressive strength and thickness of pavements from hardened cores. The  Structures located in the roadway which cause abrupt deviations in the profile  Ramps less than 1500 feet  Sections where the project engineer determines that attaining smoothness is beyond the contractor’s reasonable control . The roughness in excluded areas will not be included in the total IRI used for payment purposes, but shall meet the requirements of 601.03.11.3.2 and Table 601- 2.

601.03.12 Removing Forms: Keep the forms in place for a t least 12 hours

and until concrete has set sufficiently to avoid damage or prior to opening to traffic as allowed by 601.03.13 . Remove forms carefully to avoid damage to pavement. Repair all superficial damage with mortar composed of one part cement and two parts fine aggregates. After removal of forms, immediately cure s ides of the slab in accordance with 601.03.10 .

601.03.13 Opening to Traffic: Allow traffic on the pavement after 14 days

or when test specimens, complying with 601.03.7 , attain a compressive strength of 3,000 psi when tested in accordance with DOTD TR 230 or a flexural strength of 550 psi when tested in accordance with AASHTO T -97. Saw initial stress relief joints and clean the pavement prior to open ing to traffic. If full width joints are cut, seal before opening to traffic.

601.03.14 Acceptance Requirements:

601.03.14 1 General: Conduct sampling for DOTD testing on each

pavement lot for thickness, concrete strength, and surface tolerance. Sample in accordance with the DOTD Sampling Manual. Correct all pavement that is obviously defective, or remove and replace to full depth, to the satisfaction of the engineer. Times and locations will be established by the engineer. A pavement lot is an identifiable area of approximately 4,000 square yards paid under the same item. The final area of pavement placed is a lot if it is at least 2,000 square yards; otherwise, it will be included in the previous lot. The engineer may redefine the lot limits when sequences of construction prevent timely sampling and testing. Consider intersections, entrances, crossovers, ramps, and any other identi fiable placement as separate lots.

601.03.14 2 Concrete Strength and Thickness:

601.03.14 2.1 Compressive Strength: Determine the 28 -day

compressive strength and thickness of pavements from hardened cores. The  Structures located in the roadway which cause abrupt deviations in the profile  Ramps less than 1500 feet  Sections where the project engineer determines that attaining smoothness is beyond the contractor’s reasonable control . The roughness in excluded areas will not be included in the total IRI used for payment purposes, but shall meet the requirements of 601.03.11.3.2 and Table 601- 2.

601.03.12 Removing Forms: Keep the forms in place for a t least 12 hours

and until concrete has set sufficiently to avoid damage or prior to opening to traffic as allowed by 601.03.13 . Remove forms carefully to avoid damage to pavement. Repair all superficial damage with mortar composed of one part cement and two parts fine aggregates. After removal of forms, immediately cure s ides of the slab in accordance with 601.03.10 .

601.03.13 Opening to Traffic: Allow traffic on the pavement after 14 days

or when test specimens, complying with 601.03.7 , attain a compressive strength of 3,000 psi when tested in accordance with DOTD TR 230 or a flexural strength of 550 psi when tested in accordance with AASHTO T -97. Saw initial stress relief joints and clean the pavement prior to open ing to traffic. If full width joints are cut, seal before opening to traffic.

601.03.14 Acceptance Requirements:

601.03.14 1 General: Conduct sampling for DOTD testing on each

pavement lot for thickness, concrete strength, and surface tolerance. Sample in accordance with the DOTD Sampling Manual. Correct all pavement that is obviously defective, or remove and replace to full depth, to the satisfaction of the engineer. Times and locations will be established by the engineer. A pavement lot is an identifiable area of approximately 4,000 square yards paid under the same item. The final area of pavement placed is a lot if it is at least 2,000 square yards; otherwise, it will be included in the previous lot. The engineer may redefine the lot limits when sequences of construction prevent timely sampling and testing. Consider intersections, entrances, crossovers, ramps, and any other identi fiable placement as separate lots.

601.03.14 2 Concrete Strength and Thickness:

601.03.14 2.1 Compressive Strength: Determine the 28 -day

compressive strength and thickness of pavements from hardened cores. The  Structures located in the roadway which cause abrupt deviations in the profile  Ramps less than 1500 feet  Sections where the project engineer determines that attaining smoothness is beyond the contractor’s reasonable control . The roughness in excluded areas will not be included in the total IRI used for payment purposes, but shall meet the requirements of 601.03.11.3.2 and Table 601- 2.

601.03.12 Removing Forms: Keep the forms in place for a t least 12 hours

and until concrete has set sufficiently to avoid damage or prior to opening to traffic as allowed by 601.03.13 . Remove forms carefully to avoid damage to pavement. Repair all superficial damage with mortar composed of one part cement and two parts fine aggregates. After removal of forms, immediately cure s ides of the slab in accordance with 601.03.10 .

601.03.13 Opening to Traffic: Allow traffic on the pavement after 14 days

or when test specimens, complying with 601.03.7 , attain a compressive strength of 3,000 psi when tested in accordance with DOTD TR 230 or a flexural strength of 550 psi when tested in accordance with AASHTO T -97. Saw initial stress relief joints and clean the pavement prior to open ing to traffic. If full width joints are cut, seal before opening to traffic.

601.03.14 Acceptance Requirements:

601.03.14 1 General: Conduct sampling for DOTD testing on each

pavement lot for thickness, concrete strength, and surface tolerance. Sample in accordance with the DOTD Sampling Manual. Correct all pavement that is obviously defective, or remove and replace to full depth, to the satisfaction of the engineer. Times and locations will be established by the engineer. A pavement lot is an identifiable area of approximately 4,000 square yards paid under the same item. The final area of pavement placed is a lot if it is at least 2,000 square yards; otherwise, it will be included in the previous lot. The engineer may redefine the lot limits when sequences of construction prevent timely sampling and testing. Consider intersections, entrances, crossovers, ramps, and any other identi fiable placement as separate lots.

601.03.14 2 Concrete Strength and Thickness:

601.03.14 2.1 Compressive Strength: Determine the 28 -day

compressive strength and thickness of pavements from hardened cores. The  Structures located in the roadway which cause abrupt deviations in the profile  Ramps less than 1500 feet  Sections where the project engineer determines that attaining smoothness is beyond the contractor’s reasonable control . The roughness in excluded areas will not be included in the total IRI used for payment purposes, but shall meet the requirements of 601.03.11.3.2 and Table 601- 2.

601.03.12 Removing Forms: Keep the forms in place for a t least 12 hours

and until concrete has set sufficiently to avoid damage or prior to opening to traffic as allowed by 601.03.13 . Remove forms carefully to avoid damage to pavement. Repair all superficial damage with mortar composed of one part cement and two parts fine aggregates. After removal of forms, immediately cure s ides of the slab in accordance with 601.03.10 .

601.03.13 Opening to Traffic: Allow traffic on the pavement after 14 days

or when test specimens, complying with 601.03.7 , attain a compressive strength of 3,000 psi when tested in accordance with DOTD TR 230 or a flexural strength of 550 psi when tested in accordance with AASHTO T -97. Saw initial stress relief joints and clean the pavement prior to open ing to traffic. If full width joints are cut, seal before opening to traffic.

601.03.14 Acceptance Requirements:

601.03.14 1 General: Conduct sampling for DOTD testing on each

pavement lot for thickness, concrete strength, and surface tolerance. Sample in accordance with the DOTD Sampling Manual. Correct all pavement that is obviously defective, or remove and replace to full depth, to the satisfaction of the engineer. Times and locations will be established by the engineer. A pavement lot is an identifiable area of approximately 4,000 square yards paid under the same item. The final area of pavement placed is a lot if it is at least 2,000 square yards; otherwise, it will be included in the previous lot. The engineer may redefine the lot limits when sequences of construction prevent timely sampling and testing. Consider intersections, entrances, crossovers, ramps, and any other identi fiable placement as separate lots.

601.03.14 2 Concrete Strength and Thickness:

601.03.14 2.1 Compressive Strength: Determine the 28 -day

compressive strength and thickness of pavements from hardened cores. The  Structures located in the roadway which cause abrupt deviations in the profile  Ramps less than 1500 feet  Sections where the project engineer determines that attaining smoothness is beyond the contractor’s reasonable control . The roughness in excluded areas will not be included in the total IRI used for payment purposes, but shall meet the requirements of 601.03.11.3.2 and Table 601- 2.

601.03.12 Removing Forms: Keep the forms in place for a t least 12 hours

and until concrete has set sufficiently to avoid damage or prior to opening to traffic as allowed by 601.03.13 . Remove forms carefully to avoid damage to pavement. Repair all superficial damage with mortar composed of one part cement and two parts fine aggregates. After removal of forms, immediately cure s ides of the slab in accordance with 601.03.10 .

601.03.13 Opening to Traffic: Allow traffic on the pavement after 14 days

or when test specimens, complying with 601.03.7 , attain a compressive strength of 3,000 psi when tested in accordance with DOTD TR 230 or a flexural strength of 550 psi when tested in accordance with AASHTO T -97. Saw initial stress relief joints and clean the pavement prior to open ing to traffic. If full width joints are cut, seal before opening to traffic.

601.03.14 Acceptance Requirements:

601.03.14 1 General: Conduct sampling for DOTD testing on each

pavement lot for thickness, concrete strength, and surface tolerance. Sample in accordance with the DOTD Sampling Manual. Correct all pavement that is obviously defective, or remove and replace to full depth, to the satisfaction of the engineer. Times and locations will be established by the engineer. A pavement lot is an identifiable area of approximately 4,000 square yards paid under the same item. The final area of pavement placed is a lot if it is at least 2,000 square yards; otherwise, it will be included in the previous lot. The engineer may redefine the lot limits when sequences of construction prevent timely sampling and testing. Consider intersections, entrances, crossovers, ramps, and any other identi fiable placement as separate lots.

601.03.14 2 Concrete Strength and Thickness:

601.03.14 2.1 Compressive Strength: Determine the 28 -day

compressive strength and thickness of pavements from hardened cores. The Department, in accordance with DOTD TR 225, will identify random con crete core locations and determine the diameter, thickness, and strength. Cut the cores in the presence of a DOTD representative. The DOTD representative will take immediate possession of the cores for thickness and strength determinations. Notify the D istrict Laboratory Engineer at least five days prior to the start of coring operations. The engineer will divide each pavement lot into five equal sections. Obtain one core from each section after meeting surface tolerances. Provide additional cores required by the Department to isolate thickness, strength or other pavement deficiencies, or for recutting of deficient cores at no direct pay. Patch all core holes using an approved pavement or structural concrete mixture meeting the requirements of Section 901. Patch the core holes immediately after coring operations. Finish the surface of the patch to match the surrounding pavement. Include the cost of patching the core holes in the bid price of the concrete coring. When the average strength for the lot is less than 4,000 psi, the contract unit price will be adjusted in accordance with Table 601-3. When an individual core indicates compressive strength less than 3,000 psi, remove, and replace the entire deficient section with concrete of the specified qu ality. If the Chief Engineer determines that the concrete may be left in place, payment for the quantity of concrete represented by the deficient core will be made at 50 percent of the contract unit price. Payment for the remainder of the lot will be mad e in accordance with Table 601-3 based on the average compressive strength of the remaining sections.

601.03.14 2.2 Flexural Strength: The 28 -day flexural strength

(modulus of rupture) will only be required when specified in the contract documents. Submit a contractor -controlled curing and delivery plan to the engineer for approval. Determine flexural strength of pavements from 6 -inch b y 6-inch by 20 inch cast beams. Cast and cure the beams in accordance with TR -226. The Department will randomly determine sample frequency and location for casting beams. Cast and mark the beams for identification in the presence of a DOTD representativ e. The Department will perform acceptance testing.

601.03.14 2.3 Thickness: Construct pavement to plan thickness.

Under thickness will be subject to the payment adjustments shown in Table 601-3. For PCCP requiring compressive strength acceptance, determine thickness from the cores. For PCCP requiring flexural strength acceptance, use a 2 -inch core to determine thickness. An alternate method may be submitted to the Department for approval. The engineer, in calculating average pavement thickness, will consider individ ual measurements in excess of specified thickness by more than 0.25 inch as specified thickness plus 0.25 inch. Department, in accordance with DOTD TR 225, will identify random con crete core locations and determine the diameter, thickness, and strength. Cut the cores in the presence of a DOTD representative. The DOTD representative will take immediate possession of the cores for thickness and strength determinations. Notify the D istrict Laboratory Engineer at least five days prior to the start of coring operations. The engineer will divide each pavement lot into five equal sections. Obtain one core from each section after meeting surface tolerances. Provide additional cores required by the Department to isolate thickness, strength or other pavement deficiencies, or for recutting of deficient cores at no direct pay. Patch all core holes using an approved pavement or structural concrete mixture meeting the requirements of Section 901. Patch the core holes immediately after coring operations. Finish the surface of the patch to match the surrounding pavement. Include the cost of patching the core holes in the bid price of the concrete coring. When the average strength for the lot is less than 4,000 psi, the contract unit price will be adjusted in accordance with Table 601-3. When an individual core indicates compressive strength less than 3,000 psi, remove, and replace the entire deficient section with concrete of the specified qu ality. If the Chief Engineer determines that the concrete may be left in place, payment for the quantity of concrete represented by the deficient core will be made at 50 percent of the contract unit price. Payment for the remainder of the lot will be mad e in accordance with Table 601-3 based on the average compressive strength of the remaining sections.

601.03.14 2.2 Flexural Strength: The 28 -day flexural strength

(modulus of rupture) will only be required when specified in the contract documents. Submit a contractor -controlled curing and delivery plan to the engineer for approval. Determine flexural strength of pavements from 6 -inch b y 6-inch by 20 inch cast beams. Cast and cure the beams in accordance with TR -226. The Department will randomly determine sample frequency and location for casting beams. Cast and mark the beams for identification in the presence of a DOTD representativ e. The Department will perform acceptance testing.

601.03.14 2.3 Thickness: Construct pavement to plan thickness.

Under thickness will be subject to the payment adjustments shown in Table 601-3. For PCCP requiring compressive strength acceptance, determine thickness from the cores. For PCCP requiring flexural strength acceptance, use a 2 -inch core to determine thickness. An alternate method may be submitted to the Department for approval. The engineer, in calculating average pavement thickness, will consider individ ual measurements in excess of specified thickness by more than 0.25 inch as specified thickness plus 0.25 inch. Department, in accordance with DOTD TR 225, will identify random con crete core locations and determine the diameter, thickness, and strength. Cut the cores in the presence of a DOTD representative. The DOTD representative will take immediate possession of the cores for thickness and strength determinations. Notify the D istrict Laboratory Engineer at least five days prior to the start of coring operations. The engineer will divide each pavement lot into five equal sections. Obtain one core from each section after meeting surface tolerances. Provide additional cores required by the Department to isolate thickness, strength or other pavement deficiencies, or for recutting of deficient cores at no direct pay. Patch all core holes using an approved pavement or structural concrete mixture meeting the requirements of Section 901. Patch the core holes immediately after coring operations. Finish the surface of the patch to match the surrounding pavement. Include the cost of patching the core holes in the bid price of the concrete coring. When the average strength for the lot is less than 4,000 psi, the contract unit price will be adjusted in accordance with Table 601-3. When an individual core indicates compressive strength less than 3,000 psi, remove, and replace the entire deficient section with concrete of the specified qu ality. If the Chief Engineer determines that the concrete may be left in place, payment for the quantity of concrete represented by the deficient core will be made at 50 percent of the contract unit price. Payment for the remainder of the lot will be mad e in accordance with Table 601-3 based on the average compressive strength of the remaining sections.

601.03.14 2.2 Flexural Strength: The 28 -day flexural strength

(modulus of rupture) will only be required when specified in the contract documents. Submit a contractor -controlled curing and delivery plan to the engineer for approval. Determine flexural strength of pavements from 6 -inch b y 6-inch by 20 inch cast beams. Cast and cure the beams in accordance with TR -226. The Department will randomly determine sample frequency and location for casting beams. Cast and mark the beams for identification in the presence of a DOTD representativ e. The Department will perform acceptance testing.

601.03.14 2.3 Thickness: Construct pavement to plan thickness.

Under thickness will be subject to the payment adjustments shown in Table 601-3. For PCCP requiring compressive strength acceptance, determine thickness from the cores. For PCCP requiring flexural strength acceptance, use a 2 -inch core to determine thickness. An alternate method may be submitted to the Department for approval. The engineer, in calculating average pavement thickness, will consider individ ual measurements in excess of specified thickness by more than 0.25 inch as specified thickness plus 0.25 inch. Replace with concrete of specified thickness areas deficient in thickness by more than 1 inch. If the Chief Engineer determines the deficient a rea may remain in place, payment for the quantity of concrete represented by the deficiency will be made at 50 percent of the contract unit price. Payment for the remainder of the lot will be in accordance with Table 601-3 based on the average thickness o f the remaining lot segments .

601.03.14 2.4 Projects with Less Than 2,000 Square Yards of

Pavement: Cored as required in 601.03.14.2.1 and 601.03.14.2.2 above, or may be accepted based on compressive strength cylinders and thickness measurements taken by the engineer.

601.03.14 3 Surface Tolerance: Test in accordance with 601.03.11 .

601.03.14 4 Tolerances along Longitudinal Edges: Check the

pavement edge with a minimum 5 -foot straight edge while the concrete is still in a fresh state. Do not allow the surface within a 6 -inch width to vary more than 1/4 inch. This tolerance applies to those locations where subsequent paving (addit ional lanes, shoulders, turnouts, ramps, widening, curb and gutters, etc.) is to be constructed adjacent to the placed pavement. Correct any edge slump settlement before the concrete has hardened. Place fixed side forms at the slab edges when correcting deficiencies. If continuously unable to meet tolerance, cease paving operations and take corrective action. For edges where there will be no adjacent pavement, the tolerance is 1/2 inch in 6 inches. If unable to correct edge slump deficiencies before the concrete has hardened, correct as follows.

601.03.14 5 Edges at Longitudinal Joints: Correct by full depth

removal and replacement of the pavement edge with tied concrete. Remove the pavement by full depth sawing for a width necessary to bring the pavement within the required tolerance. The maximum allowable width for removal and replacement with adjacent concrete work is 12 inches. If the pavement surface corrections require removing more than 12 inches of the pavement edge, remove the pavement full depth for one -half of the lane width. Replace in accordance with the Department’s full depth concrete pavement patching details prior to placing the adjacent pavement. Begin and end all removals at a transverse joint.

601.03.14 6 Edges not along Longitudinal Joints: Correct by full

depth removal and replacement of the pavement edge with tied concrete for a minimum width of 12 inches and to the original width at proper grade. Begin and Replace with concrete of specified thickness areas deficient in thickness by more than 1 inch. If the Chief Engineer determines the deficient a rea may remain in place, payment for the quantity of concrete represented by the deficiency will be made at 50 percent of the contract unit price. Payment for the remainder of the lot will be in accordance with Table 601-3 based on the average thickness o f the remaining lot segments .

601.03.14 2.4 Projects with Less Than 2,000 Square Yards of

Pavement: Cored as required in 601.03.14.2.1 and 601.03.14.2.2 above, or may be accepted based on compressive strength cylinders and thickness measurements taken by the engineer.

601.03.14 3 Surface Tolerance: Test in accordance with 601.03.11 .

601.03.14 4 Tolerances along Longitudinal Edges: Check the

pavement edge with a minimum 5 -foot straight edge while the concrete is still in a fresh state. Do not allow the surface within a 6 -inch width to vary more than 1/4 inch. This tolerance applies to those locations where subsequent paving (addit ional lanes, shoulders, turnouts, ramps, widening, curb and gutters, etc.) is to be constructed adjacent to the placed pavement. Correct any edge slump settlement before the concrete has hardened. Place fixed side forms at the slab edges when correcting deficiencies. If continuously unable to meet tolerance, cease paving operations and take corrective action. For edges where there will be no adjacent pavement, the tolerance is 1/2 inch in 6 inches. If unable to correct edge slump deficiencies before the concrete has hardened, correct as follows.

601.03.14 5 Edges at Longitudinal Joints: Correct by full depth

removal and replacement of the pavement edge with tied concrete. Remove the pavement by full depth sawing for a width necessary to bring the pavement within the required tolerance. The maximum allowable width for removal and replacement with adjacent concrete work is 12 inches. If the pavement surface corrections require removing more than 12 inches of the pavement edge, remove the pavement full depth for one -half of the lane width. Replace in accordance with the Department’s full depth concrete pavement patching details prior to placing the adjacent pavement. Begin and end all removals at a transverse joint.

601.03.14 6 Edges not along Longitudinal Joints: Correct by full

depth removal and replacement of the pavement edge with tied concrete for a minimum width of 12 inches and to the original width at proper grade. Begin and Replace with concrete of specified thickness areas deficient in thickness by more than 1 inch. If the Chief Engineer determines the deficient a rea may remain in place, payment for the quantity of concrete represented by the deficiency will be made at 50 percent of the contract unit price. Payment for the remainder of the lot will be in accordance with Table 601-3 based on the average thickness o f the remaining lot segments .

601.03.14 2.4 Projects with Less Than 2,000 Square Yards of

Pavement: Cored as required in 601.03.14.2.1 and 601.03.14.2.2 above, or may be accepted based on compressive strength cylinders and thickness measurements taken by the engineer.

601.03.14 3 Surface Tolerance: Test in accordance with 601.03.11 .

601.03.14 4 Tolerances along Longitudinal Edges: Check the

pavement edge with a minimum 5 -foot straight edge while the concrete is still in a fresh state. Do not allow the surface within a 6 -inch width to vary more than 1/4 inch. This tolerance applies to those locations where subsequent paving (addit ional lanes, shoulders, turnouts, ramps, widening, curb and gutters, etc.) is to be constructed adjacent to the placed pavement. Correct any edge slump settlement before the concrete has hardened. Place fixed side forms at the slab edges when correcting deficiencies. If continuously unable to meet tolerance, cease paving operations and take corrective action. For edges where there will be no adjacent pavement, the tolerance is 1/2 inch in 6 inches. If unable to correct edge slump deficiencies before the concrete has hardened, correct as follows.

601.03.14 5 Edges at Longitudinal Joints: Correct by full depth

removal and replacement of the pavement edge with tied concrete. Remove the pavement by full depth sawing for a width necessary to bring the pavement within the required tolerance. The maximum allowable width for removal and replacement with adjacent concrete work is 12 inches. If the pavement surface corrections require removing more than 12 inches of the pavement edge, remove the pavement full depth for one -half of the lane width. Replace in accordance with the Department’s full depth concrete pavement patching details prior to placing the adjacent pavement. Begin and end all removals at a transverse joint.

601.03.14 6 Edges not along Longitudinal Joints: Correct by full

depth removal and replacement of the pavement edge with tied concrete for a minimum width of 12 inches and to the original width at proper grade. Begin and Replace with concrete of specified thickness areas deficient in thickness by more than 1 inch. If the Chief Engineer determines the deficient a rea may remain in place, payment for the quantity of concrete represented by the deficiency will be made at 50 percent of the contract unit price. Payment for the remainder of the lot will be in accordance with Table 601-3 based on the average thickness o f the remaining lot segments .

601.03.14 2.4 Projects with Less Than 2,000 Square Yards of

Pavement: Cored as required in 601.03.14.2.1 and 601.03.14.2.2 above, or may be accepted based on compressive strength cylinders and thickness measurements taken by the engineer.

601.03.14 3 Surface Tolerance: Test in accordance with 601.03.11 .

601.03.14 4 Tolerances along Longitudinal Edges: Check the

pavement edge with a minimum 5 -foot straight edge while the concrete is still in a fresh state. Do not allow the surface within a 6 -inch width to vary more than 1/4 inch. This tolerance applies to those locations where subsequent paving (addit ional lanes, shoulders, turnouts, ramps, widening, curb and gutters, etc.) is to be constructed adjacent to the placed pavement. Correct any edge slump settlement before the concrete has hardened. Place fixed side forms at the slab edges when correcting deficiencies. If continuously unable to meet tolerance, cease paving operations and take corrective action. For edges where there will be no adjacent pavement, the tolerance is 1/2 inch in 6 inches. If unable to correct edge slump deficiencies before the concrete has hardened, correct as follows.

601.03.14 5 Edges at Longitudinal Joints: Correct by full depth

removal and replacement of the pavement edge with tied concrete. Remove the pavement by full depth sawing for a width necessary to bring the pavement within the required tolerance. The maximum allowable width for removal and replacement with adjacent concrete work is 12 inches. If the pavement surface corrections require removing more than 12 inches of the pavement edge, remove the pavement full depth for one -half of the lane width. Replace in accordance with the Department’s full depth concrete pavement patching details prior to placing the adjacent pavement. Begin and end all removals at a transverse joint.

601.03.14 6 Edges not along Longitudinal Joints: Correct by full

depth removal and replacement of the pavement edge with tied concrete for a minimum width of 12 inches and to the original width at proper grade. Begin and Replace with concrete of specified thickness areas deficient in thickness by more than 1 inch. If the Chief Engineer determines the deficient a rea may remain in place, payment for the quantity of concrete represented by the deficiency will be made at 50 percent of the contract unit price. Payment for the remainder of the lot will be in accordance with Table 601-3 based on the average thickness o f the remaining lot segments .

601.03.14 2.4 Projects with Less Than 2,000 Square Yards of

Pavement: Cored as required in 601.03.14.2.1 and 601.03.14.2.2 above, or may be accepted based on compressive strength cylinders and thickness measurements taken by the engineer.

601.03.14 3 Surface Tolerance: Test in accordance with 601.03.11 .

601.03.14 4 Tolerances along Longitudinal Edges: Check the

pavement edge with a minimum 5 -foot straight edge while the concrete is still in a fresh state. Do not allow the surface within a 6 -inch width to vary more than 1/4 inch. This tolerance applies to those locations where subsequent paving (addit ional lanes, shoulders, turnouts, ramps, widening, curb and gutters, etc.) is to be constructed adjacent to the placed pavement. Correct any edge slump settlement before the concrete has hardened. Place fixed side forms at the slab edges when correcting deficiencies. If continuously unable to meet tolerance, cease paving operations and take corrective action. For edges where there will be no adjacent pavement, the tolerance is 1/2 inch in 6 inches. If unable to correct edge slump deficiencies before the concrete has hardened, correct as follows.

601.03.14 5 Edges at Longitudinal Joints: Correct by full depth

removal and replacement of the pavement edge with tied concrete. Remove the pavement by full depth sawing for a width necessary to bring the pavement within the required tolerance. The maximum allowable width for removal and replacement with adjacent concrete work is 12 inches. If the pavement surface corrections require removing more than 12 inches of the pavement edge, remove the pavement full depth for one -half of the lane width. Replace in accordance with the Department’s full depth concrete pavement patching details prior to placing the adjacent pavement. Begin and end all removals at a transverse joint.

601.03.14 6 Edges not along Longitudinal Joints: Correct by full

depth removal and replacement of the pavement edge with tied concrete for a minimum width of 12 inches and to the original width at proper grade. Begin and Replace with concrete of specified thickness areas deficient in thickness by more than 1 inch. If the Chief Engineer determines the deficient a rea may remain in place, payment for the quantity of concrete represented by the deficiency will be made at 50 percent of the contract unit price. Payment for the remainder of the lot will be in accordance with Table 601-3 based on the average thickness o f the remaining lot segments .

601.03.14 2.4 Projects with Less Than 2,000 Square Yards of

Pavement: Cored as required in 601.03.14.2.1 and 601.03.14.2.2 above, or may be accepted based on compressive strength cylinders and thickness measurements taken by the engineer.

601.03.14 3 Surface Tolerance: Test in accordance with 601.03.11 .

601.03.14 4 Tolerances along Longitudinal Edges: Check the

pavement edge with a minimum 5 -foot straight edge while the concrete is still in a fresh state. Do not allow the surface within a 6 -inch width to vary more than 1/4 inch. This tolerance applies to those locations where subsequent paving (addit ional lanes, shoulders, turnouts, ramps, widening, curb and gutters, etc.) is to be constructed adjacent to the placed pavement. Correct any edge slump settlement before the concrete has hardened. Place fixed side forms at the slab edges when correcting deficiencies. If continuously unable to meet tolerance, cease paving operations and take corrective action. For edges where there will be no adjacent pavement, the tolerance is 1/2 inch in 6 inches. If unable to correct edge slump deficiencies before the concrete has hardened, correct as follows.

601.03.14 5 Edges at Longitudinal Joints: Correct by full depth

removal and replacement of the pavement edge with tied concrete. Remove the pavement by full depth sawing for a width necessary to bring the pavement within the required tolerance. The maximum allowable width for removal and replacement with adjacent concrete work is 12 inches. If the pavement surface corrections require removing more than 12 inches of the pavement edge, remove the pavement full depth for one -half of the lane width. Replace in accordance with the Department’s full depth concrete pavement patching details prior to placing the adjacent pavement. Begin and end all removals at a transverse joint.

601.03.14 6 Edges not along Longitudinal Joints: Correct by full

depth removal and replacement of the pavement edge with tied concrete for a minimum width of 12 inches and to the original width at proper grade. Begin and end all removals at a transverse joint.

601.03.15 Quality Control: The contractor is responsible for all operations

including but not limited to the production, transporting, placement, joint construction, surface finishing, maintenance, and curing of all concrete pavement and shoulders constructed in accordance with these specifications. Control the work to produce concrete pavement and shoulders that are uniform and conform to the plan dimensions and test requirements. Perform whatever tests are necessary to ensure the concrete pavement and shoulders comply with these specifications. Use construction methods that prevent cracking.

601.04 MEASUREMENT. The quantities for payment will be the design

quantities specified in the plans and adjustments thereto. There will be no adjustments in plan quantities unless the engineer makes changes to adjust to field conditions, plan errors, or if design changes are necessary.

601.05 PAYMENT. Payment will be on a lot basis at the contract unit price per

square yard, which includes furnishing and placing all materials including tie bars, dowel bars, and joint material. Paym ent for concrete cores taken for thickness and strength acceptance is at the contract unit price per each as described in

601.03.14 2 . There will be no adjustment in the unit price for coring when there

are different pavement -thicknesses specified. If t he pavement does not comply with acceptance requirements, adjust unit price payments in accordance with Table 601-3. If there are payment adjustments for more than one deficiency, they are cumulative. Payment for surface tolerance (IRI) will be in accord ance with

601.03.11 Grinding is not allowed to achieve incentive paym ent beyond meeting

Table 601-2 requirements. Progressive partial payments for PCCP are at 100 percent with all IRI bonus and penalty assessments at final acceptance. Payment will be made under: Item No. Pay Item Pay Unit 601-01 Portland Cement Concrete Pavement ____ in. Thick Square Yard 601-02 Portland Cement Concrete Pavement (Crossovers and Turnouts) Square Yard 601-03 Portland Cement Concrete Shoulder ____ in. Thick Square Yard 601-04 Portland Cement Concrete Coring Each end all removals at a transverse joint.

601.03.15 Quality Control: The contractor is responsible for all operations

including but not limited to the production, transporting, placement, joint construction, surface finishing, maintenance, and curing of all concrete pavement and shoulders constructed in accordance with these specifications. Control the work to produce concrete pavement and shoulders that are uniform and conform to the plan dimensions and test requirements. Perform whatever tests are necessary to ensure the concrete pavement and shoulders comply with these specifications. Use construction methods that prevent cracking.

601.04 MEASUREMENT. The quantities for payment will be the design

quantities specified in the plans and adjustments thereto. There will be no adjustments in plan quantities unless the engineer makes changes to adjust to field conditions, plan errors, or if design changes are necessary.

601.05 PAYMENT. Payment will be on a lot basis at the contract unit price per

square yard, which includes furnishing and placing all materials including tie bars, dowel bars, and joint material. Paym ent for concrete cores taken for thickness and strength acceptance is at the contract unit price per each as described in

601.03.14 2 . There will be no adjustment in the unit price for coring when there

are different pavement -thicknesses specified. If t he pavement does not comply with acceptance requirements, adjust unit price payments in accordance with Table 601-3. If there are payment adjustments for more than one deficiency, they are cumulative. Payment for surface tolerance (IRI) will be in accord ance with

601.03.11 Grinding is not allowed to achieve incentive paym ent beyond meeting

Table 601-2 requirements. Progressive partial payments for PCCP are at 100 percent with all IRI bonus and penalty assessments at final acceptance. Payment will be made under: Item No. Pay Item Pay Unit 601-01 Portland Cement Concrete Pavement ____ in. Thick Square Yard 601-02 Portland Cement Concrete Pavement (Crossovers and Turnouts) Square Yard 601-03 Portland Cement Concrete Shoulder ____ in. Thick Square Yard 601-04 Portland Cement Concrete Coring Each end all removals at a transverse joint.

601.03.15 Quality Control: The contractor is responsible for all operations

including but not limited to the production, transporting, placement, joint construction, surface finishing, maintenance, and curing of all concrete pavement and shoulders constructed in accordance with these specifications. Control the work to produce concrete pavement and shoulders that are uniform and conform to the plan dimensions and test requirements. Perform whatever tests are necessary to ensure the concrete pavement and shoulders comply with these specifications. Use construction methods that prevent cracking.

601.04 MEASUREMENT. The quantities for payment will be the design

quantities specified in the plans and adjustments thereto. There will be no adjustments in plan quantities unless the engineer makes changes to adjust to field conditions, plan errors, or if design changes are necessary.

601.05 PAYMENT. Payment will be on a lot basis at the contract unit price per

square yard, which includes furnishing and placing all materials including tie bars, dowel bars, and joint material. Paym ent for concrete cores taken for thickness and strength acceptance is at the contract unit price per each as described in

601.03.14 2 . There will be no adjustment in the unit price for coring when there

are different pavement -thicknesses specified. If t he pavement does not comply with acceptance requirements, adjust unit price payments in accordance with Table 601-3. If there are payment adjustments for more than one deficiency, they are cumulative. Payment for surface tolerance (IRI) will be in accord ance with

601.03.11 Grinding is not allowed to achieve incentive paym ent beyond meeting

Table 601-2 requirements. Progressive partial payments for PCCP are at 100 percent with all IRI bonus and penalty assessments at final acceptance. Payment will be made under: Item No. Pay Item Pay Unit 601-01 Portland Cement Concrete Pavement ____ in. Thick Square Yard 601-02 Portland Cement Concrete Pavement (Crossovers and Turnouts) Square Yard 601-03 Portland Cement Concrete Shoulder ____ in. Thick Square Yard 601-04 Portland Cement Concrete Coring Each end all removals at a transverse joint.

601.03.15 Quality Control: The contractor is responsible for all operations

including but not limited to the production, transporting, placement, joint construction, surface finishing, maintenance, and curing of all concrete pavement and shoulders constructed in accordance with these specifications. Control the work to produce concrete pavement and shoulders that are uniform and conform to the plan dimensions and test requirements. Perform whatever tests are necessary to ensure the concrete pavement and shoulders comply with these specifications. Use construction methods that prevent cracking.

601.04 MEASUREMENT. The quantities for payment will be the design

quantities specified in the plans and adjustments thereto. There will be no adjustments in plan quantities unless the engineer makes changes to adjust to field conditions, plan errors, or if design changes are necessary.

601.05 PAYMENT. Payment will be on a lot basis at the contract unit price per

square yard, which includes furnishing and placing all materials including tie bars, dowel bars, and joint material. Paym ent for concrete cores taken for thickness and strength acceptance is at the contract unit price per each as described in

601.03.14 2 . There will be no adjustment in the unit price for coring when there

are different pavement -thicknesses specified. If t he pavement does not comply with acceptance requirements, adjust unit price payments in accordance with Table 601-3. If there are payment adjustments for more than one deficiency, they are cumulative. Payment for surface tolerance (IRI) will be in accord ance with

601.03.11 Grinding is not allowed to achieve incentive paym ent beyond meeting

Table 601-2 requirements. Progressive partial payments for PCCP are at 100 percent with all IRI bonus and penalty assessments at final acceptance. Payment will be made under: Item No. Pay Item Pay Unit 601-01 Portland Cement Concrete Pavement ____ in. Thick Square Yard 601-02 Portland Cement Concrete Pavement (Crossovers and Turnouts) Square Yard 601-03 Portland Cement Concrete Shoulder ____ in. Thick Square Yard 601-04 Portland Cement Concrete Coring Each Table 601 -11 Pavement Adjustment Schedule for Mainline Longitudinal Surface Tolerance, Maximum International Roughness Index, inches per mile Percent of Contract Unit Price 102% 2 100% 98% 50% or Remove and Replace 3 Category I: Design Speed ≥60 mph IRI in/mi ≤65 ≤75 76-84 ≥85 Category II: Design Speed ≥45 mph and <60 mph IRI in/mi ≤75 ≤85 86-94 ≥95 Category III: Design Speed <45 mph IRI in/mi N/A ≤115 116-129 ≥130 1 Applies to each travel lane for the entire project’s length . 2 Incentive Pay Requirements: Must equal or be less than the average IRI indicated for bonus payment . Grinding is not allowed to achieve incentive payment but requirements for 601.03.11.3.2 must be met . 3 At the option of the Chief Engineer . Table 601 -21 Individual Wheel Path Deficient Area Boundaries Requiring Corrective Action Maximum International Roughness Index, inches per mile as measured to nearest whole number Any 25 -foot Sliding Baseline PCCP: Longitudinal Direction Category I IRI in/mi ≤170 Category II IRI in/mi ≤190 Category III IRI in/mi ≤210 1 The contractor shall use a continuous 25 -foot sliding base selected in the ProVal software to analyze and determine must grind areas of localized roughness as specified by this table. The limits for localized roughness, unless greater than that shown in the table above, must be identified and corrected, or accepted by the Project Engineer. Table 601 -3 Payment Adjustment Schedule Payment (Percent of Contract Unit Price/Lot )1 100 95 80 50 or Remove and Replace 2 Deficiency in Average Thickness of 5 cores/lot, inches 0 to 0.13 0.14 to 0.25 0.26 to 0.5 Over 0.50 Average Compressive Strength, psi ≥4000 3500 to 3999 3000 to 3499 Below 3000 1 Payment adjustment shall be cumulative. 2 At the option of the Chief Engineer. Section 602 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.