502DESCRIPTION

502.01 Description.

502.01.1 General: Furnish and construct asphalt concrete mixtures

in accordance with Table 502 -6 and in conformance with the lines, grades, thicknesses, and typical sections in the plans. Comply with Section 503 , Equipment and Processes and the Application of Quality Assurance Specifications for Asphalt Concrete Mixtures (QA Manual). Use a DOTD certified laboratory accredited by AMRL, CMEC, or other accreditation agency approved by DOTD.

502.01.2 Lift Description and Mixture Types: The wearing

course is defined as the final lift placed. The binder course is defined as the lift placed prior to the final lift as defined in the plans. When a Section 501 thin lift mix is used in conjunction with construction of 502 mixtures, it is a finish course. Mainline mixtures include wearing, binder and base cour ses for travel lane, ramps greater than 300 feet, interstate acceleration/deceleration lanes, turn lanes, and the two center lanes for airports. Minor mixes include mixture used for bike paths, crossovers, curbs, detour roads, driveways, guardrail widenin g, islands, joint repair, leveling, medians, parking lots, shoulders, turnouts, ramps less than or equal to 300 feet, patching, widening, miscellaneous handwork, and any other mixture that is not mainline.

502.02 MATERIALS. Comply with applicable Part X subsec tions listed

herein. Sample in accordance with the Materials Sampling Manual and ensure testing in accordance with the procedures listed in Part X and Table 502-1. Keep accurate records, including proof of deliveries of all materials used in asphalt conc rete mixtures. Furnish copies of these records to the engineer upon request. Asphalt Concrete Mixtures

502.01 Description.

502.01.1 General: Furnish and construct asphalt concrete mixtures

in accordance with Table 502 -6 and in conformance with the lines, grades, thicknesses, and typical sections in the plans. Comply with Section 503 , Equipment and Processes and the Application of Quality Assurance Specifications for Asphalt Concrete Mixtures (QA Manual). Use a DOTD certified laboratory accredited by AMRL, CMEC, or other accreditation agency approved by DOTD.

502.01.2 Lift Description and Mixture Types: The wearing

course is defined as the final lift placed. The binder course is defined as the lift placed prior to the final lift as defined in the plans. When a Section 501 thin lift mix is used in conjunction with construction of 502 mixtures, it is a finish course. Mainline mixtures include wearing, binder and base cour ses for travel lane, ramps greater than 300 feet, interstate acceleration/deceleration lanes, turn lanes, and the two center lanes for airports. Minor mixes include mixture used for bike paths, crossovers, curbs, detour roads, driveways, guardrail widenin g, islands, joint repair, leveling, medians, parking lots, shoulders, turnouts, ramps less than or equal to 300 feet, patching, widening, miscellaneous handwork, and any other mixture that is not mainline.

502.02 MATERIALS. Comply with applicable Part X subsec tions listed

herein. Sample in accordance with the Materials Sampling Manual and ensure testing in accordance with the procedures listed in Part X and Table 502-1. Keep accurate records, including proof of deliveries of all materials used in asphalt conc rete mixtures. Furnish copies of these records to the engineer upon request. Asphalt Concrete Mixtures

502.01 Description.

502.01.1 General: Furnish and construct asphalt concrete mixtures

in accordance with Table 502 -6 and in conformance with the lines, grades, thicknesses, and typical sections in the plans. Comply with Section 503 , Equipment and Processes and the Application of Quality Assurance Specifications for Asphalt Concrete Mixtures (QA Manual). Use a DOTD certified laboratory accredited by AMRL, CMEC, or other accreditation agency approved by DOTD.

502.01.2 Lift Description and Mixture Types: The wearing

course is defined as the final lift placed. The binder course is defined as the lift placed prior to the final lift as defined in the plans. When a Section 501 thin lift mix is used in conjunction with construction of 502 mixtures, it is a finish course. Mainline mixtures include wearing, binder and base cour ses for travel lane, ramps greater than 300 feet, interstate acceleration/deceleration lanes, turn lanes, and the two center lanes for airports. Minor mixes include mixture used for bike paths, crossovers, curbs, detour roads, driveways, guardrail widenin g, islands, joint repair, leveling, medians, parking lots, shoulders, turnouts, ramps less than or equal to 300 feet, patching, widening, miscellaneous handwork, and any other mixture that is not mainline.

502.02 MATERIALS. Comply with applicable Part X subsec tions listed

herein. Sample in accordance with the Materials Sampling Manual and ensure testing in accordance with the procedures listed in Part X and Table 502-1. Keep accurate records, including proof of deliveries of all materials used in asphalt conc rete mixtures. Furnish copies of these records to the engineer upon request. Asphalt Concrete Mixtures

502.01 Description.

502.01.1 General: Furnish and construct asphalt concrete mixtures

in accordance with Table 502 -6 and in conformance with the lines, grades, thicknesses, and typical sections in the plans. Comply with Section 503 , Equipment and Processes and the Application of Quality Assurance Specifications for Asphalt Concrete Mixtures (QA Manual). Use a DOTD certified laboratory accredited by AMRL, CMEC, or other accreditation agency approved by DOTD.

502.01.2 Lift Description and Mixture Types: The wearing

course is defined as the final lift placed. The binder course is defined as the lift placed prior to the final lift as defined in the plans. When a Section 501 thin lift mix is used in conjunction with construction of 502 mixtures, it is a finish course. Mainline mixtures include wearing, binder and base cour ses for travel lane, ramps greater than 300 feet, interstate acceleration/deceleration lanes, turn lanes, and the two center lanes for airports. Minor mixes include mixture used for bike paths, crossovers, curbs, detour roads, driveways, guardrail widenin g, islands, joint repair, leveling, medians, parking lots, shoulders, turnouts, ramps less than or equal to 300 feet, patching, widening, miscellaneous handwork, and any other mixture that is not mainline.

502.02 MATERIALS. Comply with applicable Part X subsec tions listed

herein. Sample in accordance with the Materials Sampling Manual and ensure testing in accordance with the procedures listed in Part X and Table 502-1. Keep accurate records, including proof of deliveries of all materials used in asphalt conc rete mixtures. Furnish copies of these records to the engineer upon request. Aggregates 1003.01 & 1003.06 Anti-Strip Additives 1002.02 Asphalt Section 1002 Crumb Rubber 1002.02.2 . Hydrated Lime 1018.02 Mineral Fiber 1002.02.5 Mineral Filler 1003.06.6 Mix Release Agent 1018.10 Reclaimed Asphalt Pavement (RAP) 1003.01 & 1003.06.5 Warm Mix Additives 1002.02.4 Table 502-1 Test Procedures for Asphalt Concrete Description Test Method Specific Gravity and Density of Compressed Asphalt Mixtures DOTD TR 304 Theoretical Maximum Specific Gravity, G mm DOTD TR 327 Asphalt Cement Content, P b DOTD TR 323 Mechanical Analysis of Extracted Aggregate DOTD TR 309 Moisture Content of Loose HMA DOTD TR 319 Degree of Particle Coating (plant requirement) DOTD TR 328 Bulk Specific Gravity and Absorption AASHTO T 84, T 85 Coarse Aggregate Angularity, % Crushed (Double Faced) DOTD TR 306 Fine Aggregate Angularity DOTD TR 121 Flat and Elongated Particles ASTM D 4791 Sand Equivalent DOTD TR 120 Mixture Conditioning (Aging) of HMA Mixtures AASHTO R 30 Superpave Volumetric Mix Design AASHTO M 323 Preparing Gyratory Samples AASHTO T 312 Asphalt Cement Draindown ASTM D 6390 Longitudinal Profile Using Automated Profilers DOTD TR 644 Thickness and Width of Base and Subbase DOTD TR 602 Loaded Wheel Tester (LWT) AASHTO T 324 Semicircular Bend Test (SCB) TR 330

502.02.1 Asphalt Cement: Comply with Table 502 -2.

If the asphalt cement does not comply with the requirements of Section 1002 , cease mix production until proper asphalt material is supplied. Table 502 -2 Asphalt Cement Usage Location Mix Level Asphalt Grade Required Substitutions Allowed Lower Grade1 Higher Grade Mainline Wearing & Binder2,3 1 PG 70 -22m PG 67 -22 (Binder only) with traffic volume < 3500 ADT PG 82 - 22rm, and PG 76 -22m Mainline Wearing & Binder 2,3,4 2 and SMA PG 76 -22m PG 70 - 22m with Hydrated Lime PG 70 - 22m (Binder Only) PG 82 -22rm Base 1 PG 67 -22 PG 58 -285 PG 82 - 22rm, PG 76-22m, PG 70-22m Minor Mixes including Leveling2,3 ALL PG 67 -22 PG 82 - 22rm, PG 76-22m, PG 70-22m 1Lower grade substitutions are only allowed if LWT rut depths < 6mm for the design level. 2For single lift overlay match grade of overlay. 3 Semicircular bend test (SCB), minimum, Jc=0.5 KJ/m2 required for all substitutions. 4Semicircular bend test (SCB), minimum, Jc=0.6 KJ/m2 required for all substitutions. 5When 21 -30% RAP is used, PG 58 -28 is req uired.

502.02.1 Asphalt Cement: Comply with Table 502 -2.

If the asphalt cement does not comply with the requirements of Section 1002 , cease mix production until proper asphalt material is supplied. Table 502 -2 Asphalt Cement Usage Location Mix Level Asphalt Grade Required Substitutions Allowed Lower Grade1 Higher Grade Mainline Wearing & Binder2,3 1 PG 70 -22m PG 67 -22 (Binder only) with traffic volume < 3500 ADT PG 82 - 22rm, and PG 76 -22m Mainline Wearing & Binder 2,3,4 2 and SMA PG 76 -22m PG 70 - 22m with Hydrated Lime PG 70 - 22m (Binder Only) PG 82 -22rm Base 1 PG 67 -22 PG 58 -285 PG 82 - 22rm, PG 76-22m, PG 70-22m Minor Mixes including Leveling2,3 ALL PG 67 -22 PG 82 - 22rm, PG 76-22m, PG 70-22m 1Lower grade substitutions are only allowed if LWT rut depths < 6mm for the design level. 2For single lift overlay match grade of overlay. 3 Semicircular bend test (SCB), minimum, Jc=0.5 KJ/m2 required for all substitutions. 4Semicircular bend test (SCB), minimum, Jc=0.6 KJ/m2 required for all substitutions. 5When 21 -30% RAP is used, PG 58 -28 is req uired.

502.02.2 Additives.

502.02.2 1 Anti-Strip (AS): Add anti -strip additive at the

minimum rate of 0.6 percent by weight of asphalt cement and thoroughly mix in -line with the virgin asphalt cement at the plant. Increase the anti - strip additive or change to different additive as needed to meet Loaded Wheel Test, LWT, requirements. Discontinue production until satisfactory adjustments are made when the amount of anti -strip additive is not in accordance with the approved JMF.

502.02.2 2 Hydrated Lime: When used, specify rate of hydrated

lime additive on the Job Mix Formula. Add hydrated lime additive at a minimum of 1.5 percent and thoroughly mix with aggregates in conformance with 503.05.5 as required to meet LWT requirements.

502.02.2 3 Waste Tire Rubber Additive: When used, crumb

rubber may be pre -blended or, with approval by the Materials Laboratory, may be blended at the plant. The maximu m rubber replacement is 10 percent by weight of asphalt. When blending crumb rubber at the contractor’s plant, add crumb rubber to a PG 67 -22 material on the Approved Materials List. Add 30 mesh (or finer) crumb rubber as required to meet grade PG 82 -22rm. Comply with

1002.02 2

502.02.2 4 Latex Additive: When added at the contractor’s

plant, blend a minimum of 1.0 percent residual latex by weight of asphalt cement to a PG 67 -22 material on the Approved Material List, and in accordance with Section 503 . Meet PG 70 -22m requirement using pre - qualified asphalt material and latex.

502.02.2 5 Warm Mix Asphalt Additives: When used, add

only approv ed warm mix chemical additives. Foaming is allowed.

502.02.3 Aggregates: Use aggregates from approved sources.

Blend aggregates to meet Section 502 and Section 1003 .

502.02.3 1 Friction Ratings: Friction ratings for aggregates are

determined in accordance with 1003.01.2.4 . Table 502 -3 describes the friction rati ngs and corresponding usage allowed for the current average daily traffic (ADT) shown on the plans. Friction rating requirements apply to the mainline wearing course only, unless a finish course is applied. If a finish course is applied, then the frictio n rating requirements do not apply

502.02.2 Additives.

502.02.2 1 Anti-Strip (AS): Add anti -strip additive at the

minimum rate of 0.6 percent by weight of asphalt cement and thoroughly mix in -line with the virgin asphalt cement at the plant. Increase the anti - strip additive or change to different additive as needed to meet Loaded Wheel Test, LWT, requirements. Discontinue production until satisfactory adjustments are made when the amount of anti -strip additive is not in accordance with the approved JMF.

502.02.2 2 Hydrated Lime: When used, specify rate of hydrated

lime additive on the Job Mix Formula. Add hydrated lime additive at a minimum of 1.5 percent and thoroughly mix with aggregates in conformance with 503.05.5 as required to meet LWT requirements.

502.02.2 3 Waste Tire Rubber Additive: When used, crumb

rubber may be pre -blended or, with approval by the Materials Laboratory, may be blended at the plant. The maximu m rubber replacement is 10 percent by weight of asphalt. When blending crumb rubber at the contractor’s plant, add crumb rubber to a PG 67 -22 material on the Approved Materials List. Add 30 mesh (or finer) crumb rubber as required to meet grade PG 82 -22rm. Comply with

1002.02 2

502.02.2 4 Latex Additive: When added at the contractor’s

plant, blend a minimum of 1.0 percent residual latex by weight of asphalt cement to a PG 67 -22 material on the Approved Material List, and in accordance with Section 503 . Meet PG 70 -22m requirement using pre - qualified asphalt material and latex.

502.02.2 5 Warm Mix Asphalt Additives: When used, add

only approv ed warm mix chemical additives. Foaming is allowed.

502.02.3 Aggregates: Use aggregates from approved sources.

Blend aggregates to meet Section 502 and Section 1003 .

502.02.3 1 Friction Ratings: Friction ratings for aggregates are

determined in accordance with 1003.01.2.4 . Table 502 -3 describes the friction rati ngs and corresponding usage allowed for the current average daily traffic (ADT) shown on the plans. Friction rating requirements apply to the mainline wearing course only, unless a finish course is applied. If a finish course is applied, then the frictio n rating requirements do not apply

502.02.2 Additives.

502.02.2 1 Anti-Strip (AS): Add anti -strip additive at the

minimum rate of 0.6 percent by weight of asphalt cement and thoroughly mix in -line with the virgin asphalt cement at the plant. Increase the anti - strip additive or change to different additive as needed to meet Loaded Wheel Test, LWT, requirements. Discontinue production until satisfactory adjustments are made when the amount of anti -strip additive is not in accordance with the approved JMF.

502.02.2 2 Hydrated Lime: When used, specify rate of hydrated

lime additive on the Job Mix Formula. Add hydrated lime additive at a minimum of 1.5 percent and thoroughly mix with aggregates in conformance with 503.05.5 as required to meet LWT requirements.

502.02.2 3 Waste Tire Rubber Additive: When used, crumb

rubber may be pre -blended or, with approval by the Materials Laboratory, may be blended at the plant. The maximu m rubber replacement is 10 percent by weight of asphalt. When blending crumb rubber at the contractor’s plant, add crumb rubber to a PG 67 -22 material on the Approved Materials List. Add 30 mesh (or finer) crumb rubber as required to meet grade PG 82 -22rm. Comply with

1002.02 2

502.02.2 4 Latex Additive: When added at the contractor’s

plant, blend a minimum of 1.0 percent residual latex by weight of asphalt cement to a PG 67 -22 material on the Approved Material List, and in accordance with Section 503 . Meet PG 70 -22m requirement using pre - qualified asphalt material and latex.

502.02.2 5 Warm Mix Asphalt Additives: When used, add

only approv ed warm mix chemical additives. Foaming is allowed.

502.02.3 Aggregates: Use aggregates from approved sources.

Blend aggregates to meet Section 502 and Section 1003 .

502.02.3 1 Friction Ratings: Friction ratings for aggregates are

determined in accordance with 1003.01.2.4 . Table 502 -3 describes the friction rati ngs and corresponding usage allowed for the current average daily traffic (ADT) shown on the plans. Friction rating requirements apply to the mainline wearing course only, unless a finish course is applied. If a finish course is applied, then the frictio n rating requirements do not apply

502.02.2 Additives.

502.02.2 1 Anti-Strip (AS): Add anti -strip additive at the

minimum rate of 0.6 percent by weight of asphalt cement and thoroughly mix in -line with the virgin asphalt cement at the plant. Increase the anti - strip additive or change to different additive as needed to meet Loaded Wheel Test, LWT, requirements. Discontinue production until satisfactory adjustments are made when the amount of anti -strip additive is not in accordance with the approved JMF.

502.02.2 2 Hydrated Lime: When used, specify rate of hydrated

lime additive on the Job Mix Formula. Add hydrated lime additive at a minimum of 1.5 percent and thoroughly mix with aggregates in conformance with 503.05.5 as required to meet LWT requirements.

502.02.2 3 Waste Tire Rubber Additive: When used, crumb

rubber may be pre -blended or, with approval by the Materials Laboratory, may be blended at the plant. The maximu m rubber replacement is 10 percent by weight of asphalt. When blending crumb rubber at the contractor’s plant, add crumb rubber to a PG 67 -22 material on the Approved Materials List. Add 30 mesh (or finer) crumb rubber as required to meet grade PG 82 -22rm. Comply with

1002.02 2

502.02.2 4 Latex Additive: When added at the contractor’s

plant, blend a minimum of 1.0 percent residual latex by weight of asphalt cement to a PG 67 -22 material on the Approved Material List, and in accordance with Section 503 . Meet PG 70 -22m requirement using pre - qualified asphalt material and latex.

502.02.2 5 Warm Mix Asphalt Additives: When used, add

only approv ed warm mix chemical additives. Foaming is allowed.

502.02.3 Aggregates: Use aggregates from approved sources.

Blend aggregates to meet Section 502 and Section 1003 .

502.02.3 1 Friction Ratings: Friction ratings for aggregates are

determined in accordance with 1003.01.2.4 . Table 502 -3 describes the friction rati ngs and corresponding usage allowed for the current average daily traffic (ADT) shown on the plans. Friction rating requirements apply to the mainline wearing course only, unless a finish course is applied. If a finish course is applied, then the frictio n rating requirements do not apply

502.02.2 Additives.

502.02.2 1 Anti-Strip (AS): Add anti -strip additive at the

minimum rate of 0.6 percent by weight of asphalt cement and thoroughly mix in -line with the virgin asphalt cement at the plant. Increase the anti - strip additive or change to different additive as needed to meet Loaded Wheel Test, LWT, requirements. Discontinue production until satisfactory adjustments are made when the amount of anti -strip additive is not in accordance with the approved JMF.

502.02.2 2 Hydrated Lime: When used, specify rate of hydrated

lime additive on the Job Mix Formula. Add hydrated lime additive at a minimum of 1.5 percent and thoroughly mix with aggregates in conformance with 503.05.5 as required to meet LWT requirements.

502.02.2 3 Waste Tire Rubber Additive: When used, crumb

rubber may be pre -blended or, with approval by the Materials Laboratory, may be blended at the plant. The maximu m rubber replacement is 10 percent by weight of asphalt. When blending crumb rubber at the contractor’s plant, add crumb rubber to a PG 67 -22 material on the Approved Materials List. Add 30 mesh (or finer) crumb rubber as required to meet grade PG 82 -22rm. Comply with

1002.02 2

502.02.2 4 Latex Additive: When added at the contractor’s

plant, blend a minimum of 1.0 percent residual latex by weight of asphalt cement to a PG 67 -22 material on the Approved Material List, and in accordance with Section 503 . Meet PG 70 -22m requirement using pre - qualified asphalt material and latex.

502.02.2 5 Warm Mix Asphalt Additives: When used, add

only approv ed warm mix chemical additives. Foaming is allowed.

502.02.3 Aggregates: Use aggregates from approved sources.

Blend aggregates to meet Section 502 and Section 1003 .

502.02.3 1 Friction Ratings: Friction ratings for aggregates are

determined in accordance with 1003.01.2.4 . Table 502 -3 describes the friction rati ngs and corresponding usage allowed for the current average daily traffic (ADT) shown on the plans. Friction rating requirements apply to the mainline wearing course only, unless a finish course is applied. If a finish course is applied, then the frictio n rating requirements do not apply

502.02.2 Additives.

502.02.2 1 Anti-Strip (AS): Add anti -strip additive at the

minimum rate of 0.6 percent by weight of asphalt cement and thoroughly mix in -line with the virgin asphalt cement at the plant. Increase the anti - strip additive or change to different additive as needed to meet Loaded Wheel Test, LWT, requirements. Discontinue production until satisfactory adjustments are made when the amount of anti -strip additive is not in accordance with the approved JMF.

502.02.2 2 Hydrated Lime: When used, specify rate of hydrated

lime additive on the Job Mix Formula. Add hydrated lime additive at a minimum of 1.5 percent and thoroughly mix with aggregates in conformance with 503.05.5 as required to meet LWT requirements.

502.02.2 3 Waste Tire Rubber Additive: When used, crumb

rubber may be pre -blended or, with approval by the Materials Laboratory, may be blended at the plant. The maximu m rubber replacement is 10 percent by weight of asphalt. When blending crumb rubber at the contractor’s plant, add crumb rubber to a PG 67 -22 material on the Approved Materials List. Add 30 mesh (or finer) crumb rubber as required to meet grade PG 82 -22rm. Comply with

1002.02 2

502.02.2 4 Latex Additive: When added at the contractor’s

plant, blend a minimum of 1.0 percent residual latex by weight of asphalt cement to a PG 67 -22 material on the Approved Material List, and in accordance with Section 503 . Meet PG 70 -22m requirement using pre - qualified asphalt material and latex.

502.02.2 5 Warm Mix Asphalt Additives: When used, add

only approv ed warm mix chemical additives. Foaming is allowed.

502.02.3 Aggregates: Use aggregates from approved sources.

Blend aggregates to meet Section 502 and Section 1003 .

502.02.3 1 Friction Ratings: Friction ratings for aggregates are

determined in accordance with 1003.01.2.4 . Table 502 -3 describes the friction rati ngs and corresponding usage allowed for the current average daily traffic (ADT) shown on the plans. Friction rating requirements apply to the mainline wearing course only, unless a finish course is applied. If a finish course is applied, then the frictio n rating requirements do not apply

502.02.2 Additives.

502.02.2 1 Anti-Strip (AS): Add anti -strip additive at the

minimum rate of 0.6 percent by weight of asphalt cement and thoroughly mix in -line with the virgin asphalt cement at the plant. Increase the anti - strip additive or change to different additive as needed to meet Loaded Wheel Test, LWT, requirements. Discontinue production until satisfactory adjustments are made when the amount of anti -strip additive is not in accordance with the approved JMF.

502.02.2 2 Hydrated Lime: When used, specify rate of hydrated

lime additive on the Job Mix Formula. Add hydrated lime additive at a minimum of 1.5 percent and thoroughly mix with aggregates in conformance with 503.05.5 as required to meet LWT requirements.

502.02.2 3 Waste Tire Rubber Additive: When used, crumb

rubber may be pre -blended or, with approval by the Materials Laboratory, may be blended at the plant. The maximu m rubber replacement is 10 percent by weight of asphalt. When blending crumb rubber at the contractor’s plant, add crumb rubber to a PG 67 -22 material on the Approved Materials List. Add 30 mesh (or finer) crumb rubber as required to meet grade PG 82 -22rm. Comply with

1002.02 2

502.02.2 4 Latex Additive: When added at the contractor’s

plant, blend a minimum of 1.0 percent residual latex by weight of asphalt cement to a PG 67 -22 material on the Approved Material List, and in accordance with Section 503 . Meet PG 70 -22m requirement using pre - qualified asphalt material and latex.

502.02.2 5 Warm Mix Asphalt Additives: When used, add

only approv ed warm mix chemical additives. Foaming is allowed.

502.02.3 Aggregates: Use aggregates from approved sources.

Blend aggregates to meet Section 502 and Section 1003 .

502.02.3 1 Friction Ratings: Friction ratings for aggregates are

determined in accordance with 1003.01.2.4 . Table 502 -3 describes the friction rati ngs and corresponding usage allowed for the current average daily traffic (ADT) shown on the plans. Friction rating requirements apply to the mainline wearing course only, unless a finish course is applied. If a finish course is applied, then the frictio n rating requirements do not apply

502.02.2 Additives.

502.02.2 1 Anti-Strip (AS): Add anti -strip additive at the

minimum rate of 0.6 percent by weight of asphalt cement and thoroughly mix in -line with the virgin asphalt cement at the plant. Increase the anti - strip additive or change to different additive as needed to meet Loaded Wheel Test, LWT, requirements. Discontinue production until satisfactory adjustments are made when the amount of anti -strip additive is not in accordance with the approved JMF.

502.02.2 2 Hydrated Lime: When used, specify rate of hydrated

lime additive on the Job Mix Formula. Add hydrated lime additive at a minimum of 1.5 percent and thoroughly mix with aggregates in conformance with 503.05.5 as required to meet LWT requirements.

502.02.2 3 Waste Tire Rubber Additive: When used, crumb

rubber may be pre -blended or, with approval by the Materials Laboratory, may be blended at the plant. The maximu m rubber replacement is 10 percent by weight of asphalt. When blending crumb rubber at the contractor’s plant, add crumb rubber to a PG 67 -22 material on the Approved Materials List. Add 30 mesh (or finer) crumb rubber as required to meet grade PG 82 -22rm. Comply with

1002.02 2

502.02.2 4 Latex Additive: When added at the contractor’s

plant, blend a minimum of 1.0 percent residual latex by weight of asphalt cement to a PG 67 -22 material on the Approved Material List, and in accordance with Section 503 . Meet PG 70 -22m requirement using pre - qualified asphalt material and latex.

502.02.2 5 Warm Mix Asphalt Additives: When used, add

only approv ed warm mix chemical additives. Foaming is allowed.

502.02.3 Aggregates: Use aggregates from approved sources.

Blend aggregates to meet Section 502 and Section 1003 .

502.02.3 1 Friction Ratings: Friction ratings for aggregates are

determined in accordance with 1003.01.2.4 . Table 502 -3 describes the friction rati ngs and corresponding usage allowed for the current average daily traffic (ADT) shown on the plans. Friction rating requirements apply to the mainline wearing course only, unless a finish course is applied. If a finish course is applied, then the frictio n rating requirements do not apply

502.02.2 Additives.

502.02.2 1 Anti-Strip (AS): Add anti -strip additive at the

minimum rate of 0.6 percent by weight of asphalt cement and thoroughly mix in -line with the virgin asphalt cement at the plant. Increase the anti - strip additive or change to different additive as needed to meet Loaded Wheel Test, LWT, requirements. Discontinue production until satisfactory adjustments are made when the amount of anti -strip additive is not in accordance with the approved JMF.

502.02.2 2 Hydrated Lime: When used, specify rate of hydrated

lime additive on the Job Mix Formula. Add hydrated lime additive at a minimum of 1.5 percent and thoroughly mix with aggregates in conformance with 503.05.5 as required to meet LWT requirements.

502.02.2 3 Waste Tire Rubber Additive: When used, crumb

rubber may be pre -blended or, with approval by the Materials Laboratory, may be blended at the plant. The maximu m rubber replacement is 10 percent by weight of asphalt. When blending crumb rubber at the contractor’s plant, add crumb rubber to a PG 67 -22 material on the Approved Materials List. Add 30 mesh (or finer) crumb rubber as required to meet grade PG 82 -22rm. Comply with

1002.02 2

502.02.2 4 Latex Additive: When added at the contractor’s

plant, blend a minimum of 1.0 percent residual latex by weight of asphalt cement to a PG 67 -22 material on the Approved Material List, and in accordance with Section 503 . Meet PG 70 -22m requirement using pre - qualified asphalt material and latex.

502.02.2 5 Warm Mix Asphalt Additives: When used, add

only approv ed warm mix chemical additives. Foaming is allowed.

502.02.3 Aggregates: Use aggregates from approved sources.

Blend aggregates to meet Section 502 and Section 1003 .

502.02.3 1 Friction Ratings: Friction ratings for aggregates are

determined in accordance with 1003.01.2.4 . Table 502 -3 describes the friction rati ngs and corresponding usage allowed for the current average daily traffic (ADT) shown on the plans. Friction rating requirements apply to the mainline wearing course only, unless a finish course is applied. If a finish course is applied, then the frictio n rating requirements do not apply to wearing course. All binder and base mixes and minor mixes do not have aggregate friction rating requirements. Table 502 -3 Aggregate Friction Rating Friction Rating Allowable Usage I All mixtures II All mixtures III All mixtures, except mainline wearing courses with plan Average Daily Traffic (ADT) greater than 70001 IV All mixtures, except mainline wearing courses2 1 When plan current average daily traffic (ADT) is greater than 7000, blending of Friction Rating III aggregates and Friction Rating I and/or II aggregates will be allowed for travel lane wearing courses at the following percentages. At least 30 percent by weight (mass) of the total aggregates shall have a Friction Rating of I, or at least 50 percent by weight (mass) of the total aggregate shall have a Friction Rating of II. The frictional aggregates used to obtain the required percentages shall not have m ore than 10 percent passing the No. 8 (2.36 mm) sieve. 2 When the average daily traffic (ADT) is less than 2500, blending of Friction Rating IV aggregates with Friction Rating I and/or II aggregates will be allowed for travel lane wearing courses at the fo llowing percentages. At least 50 percent by weight (mass) of the total aggregate in the mixture shall have a Friction Rating of I or II. The frictional aggregates used to obtain the required percentages shall not have more than 10 percent passing the No. 8 (2.36 mm) sieve.

502.02.3 2 Reclaimed Asphalt Pavement (RAP): Keep

reclaimed asphalt pavement separate from other materials at the plant in such a manner that will allow for Department inspection and acceptance. Keep stockpiles uniform and free of soil, debri s, foreign matter and other contaminants. Allowable RAP percentages are defined in Table 502 -6. Screen or crush RAP to pass a maximum of 2 inch sieve prior to use. Additional RAP is allowed in all mixes except for Airports and SMA when to wearing course. All binder and base mixes and minor mixes do not have aggregate friction rating requirements. Table 502 -3 Aggregate Friction Rating Friction Rating Allowable Usage I All mixtures II All mixtures III All mixtures, except mainline wearing courses with plan Average Daily Traffic (ADT) greater than 70001 IV All mixtures, except mainline wearing courses2 1 When plan current average daily traffic (ADT) is greater than 7000, blending of Friction Rating III aggregates and Friction Rating I and/or II aggregates will be allowed for travel lane wearing courses at the following percentages. At least 30 percent by weight (mass) of the total aggregates shall have a Friction Rating of I, or at least 50 percent by weight (mass) of the total aggregate shall have a Friction Rating of II. The frictional aggregates used to obtain the required percentages shall not have m ore than 10 percent passing the No. 8 (2.36 mm) sieve. 2 When the average daily traffic (ADT) is less than 2500, blending of Friction Rating IV aggregates with Friction Rating I and/or II aggregates will be allowed for travel lane wearing courses at the fo llowing percentages. At least 50 percent by weight (mass) of the total aggregate in the mixture shall have a Friction Rating of I or II. The frictional aggregates used to obtain the required percentages shall not have more than 10 percent passing the No. 8 (2.36 mm) sieve.

502.02.3 2 Reclaimed Asphalt Pavement (RAP): Keep

reclaimed asphalt pavement separate from other materials at the plant in such a manner that will allow for Department inspection and acceptance. Keep stockpiles uniform and free of soil, debri s, foreign matter and other contaminants. Allowable RAP percentages are defined in Table 502 -6. Screen or crush RAP to pass a maximum of 2 inch sieve prior to use. Additional RAP is allowed in all mixes except for Airports and SMA when RAP stockpile is pre-screened on a 1 inch scalping screen.

502.02.3 3 Mineral Filler: When used, comply with the

requirements of 1003.06.6 .

502.02.3 4 Natural Sand: When used, meet the requirements of

Table 502 -6 and 1003.06.3 .

502.02.3 5 Fibers: When required to prevent draindown, use

cellulose or mineral fiber, meeting the requirements of 1002.02.5 . When used, add fibers at a rate sufficient to prevent draindown.

502.03 Design of Asphalt Mi Xtures and Job Mix

FORMULA (JMF) APPROV AL. Design all asphalt mixtures for optimum asphalt content in compliance with the mix design in accordance with AASHTO M323, AASHTO M325 for SMA, and the requirements of Table 502 -6 and Table 1 003-14. At minimum, all design submittals must include the recommended materials proportions, extracted gradation, recommended mix and compaction temperatures, and supporting design data. Submit the recommended JMF electronically through Site Manager Mat erials (SMM) or other data system as designated by the Department for District Laboratory Engineer acceptance with all supporting design data. No mixture shall be produced until the proposed JMF has been accepted. Indicate the optimum mixing and compac tion temperatures as suggested by the asphalt binder supplier on the JMF. Mix temperatures are recommended by the asphalt supplier as determined by rotational viscosity or other means. Warm Mix Asphalt technology may be used to reduce this temperature an d must be noted on the JMF. Warm mix asphalt may be substituted with a minimum production temperature of 275°F. Once a plant is producing an acceptable JMF, keep JMF production within the specified tolerances. Changes will be reviewed and accepted by the District Laboratory Engineer as necessary. The engineer may require a new mix design when roadway acceptance requirements are not being met or plant quality data indicates non - compliance.

502.03.1 Mixtures Design Substitutions: Use only Warm Mix

Asphalt (W MA) additives that are listed on the Approved Material List. The 3/4 -inch Nominal Maximum Size (NMS) wearing course may be substituted for binder course but not substituted for base course. The 1 -inch NMS binder course may be substituted for base course . RAP stockpile is pre-screened on a 1 inch scalping screen.

502.02.3 3 Mineral Filler: When used, comply with the

requirements of 1003.06.6 .

502.02.3 4 Natural Sand: When used, meet the requirements of

Table 502 -6 and 1003.06.3 .

502.02.3 5 Fibers: When required to prevent draindown, use

cellulose or mineral fiber, meeting the requirements of 1002.02.5 . When used, add fibers at a rate sufficient to prevent draindown.

502.03 Design of Asphalt Mi Xtures and Job Mix

FORMULA (JMF) APPROV AL. Design all asphalt mixtures for optimum asphalt content in compliance with the mix design in accordance with AASHTO M323, AASHTO M325 for SMA, and the requirements of Table 502 -6 and Table 1 003-14. At minimum, all design submittals must include the recommended materials proportions, extracted gradation, recommended mix and compaction temperatures, and supporting design data. Submit the recommended JMF electronically through Site Manager Mat erials (SMM) or other data system as designated by the Department for District Laboratory Engineer acceptance with all supporting design data. No mixture shall be produced until the proposed JMF has been accepted. Indicate the optimum mixing and compac tion temperatures as suggested by the asphalt binder supplier on the JMF. Mix temperatures are recommended by the asphalt supplier as determined by rotational viscosity or other means. Warm Mix Asphalt technology may be used to reduce this temperature an d must be noted on the JMF. Warm mix asphalt may be substituted with a minimum production temperature of 275°F. Once a plant is producing an acceptable JMF, keep JMF production within the specified tolerances. Changes will be reviewed and accepted by the District Laboratory Engineer as necessary. The engineer may require a new mix design when roadway acceptance requirements are not being met or plant quality data indicates non - compliance.

502.03.1 Mixtures Design Substitutions: Use only Warm Mix

Asphalt (W MA) additives that are listed on the Approved Material List. The 3/4 -inch Nominal Maximum Size (NMS) wearing course may be substituted for binder course but not substituted for base course. The 1 -inch NMS binder course may be substituted for base course . RAP stockpile is pre-screened on a 1 inch scalping screen.

502.02.3 3 Mineral Filler: When used, comply with the

requirements of 1003.06.6 .

502.02.3 4 Natural Sand: When used, meet the requirements of

Table 502 -6 and 1003.06.3 .

502.02.3 5 Fibers: When required to prevent draindown, use

cellulose or mineral fiber, meeting the requirements of 1002.02.5 . When used, add fibers at a rate sufficient to prevent draindown.

502.03 Design of Asphalt Mi Xtures and Job Mix

FORMULA (JMF) APPROV AL. Design all asphalt mixtures for optimum asphalt content in compliance with the mix design in accordance with AASHTO M323, AASHTO M325 for SMA, and the requirements of Table 502 -6 and Table 1 003-14. At minimum, all design submittals must include the recommended materials proportions, extracted gradation, recommended mix and compaction temperatures, and supporting design data. Submit the recommended JMF electronically through Site Manager Mat erials (SMM) or other data system as designated by the Department for District Laboratory Engineer acceptance with all supporting design data. No mixture shall be produced until the proposed JMF has been accepted. Indicate the optimum mixing and compac tion temperatures as suggested by the asphalt binder supplier on the JMF. Mix temperatures are recommended by the asphalt supplier as determined by rotational viscosity or other means. Warm Mix Asphalt technology may be used to reduce this temperature an d must be noted on the JMF. Warm mix asphalt may be substituted with a minimum production temperature of 275°F. Once a plant is producing an acceptable JMF, keep JMF production within the specified tolerances. Changes will be reviewed and accepted by the District Laboratory Engineer as necessary. The engineer may require a new mix design when roadway acceptance requirements are not being met or plant quality data indicates non - compliance.

502.03.1 Mixtures Design Substitutions: Use only Warm Mix

Asphalt (W MA) additives that are listed on the Approved Material List. The 3/4 -inch Nominal Maximum Size (NMS) wearing course may be substituted for binder course but not substituted for base course. The 1 -inch NMS binder course may be substituted for base course . RAP stockpile is pre-screened on a 1 inch scalping screen.

502.02.3 3 Mineral Filler: When used, comply with the

requirements of 1003.06.6 .

502.02.3 4 Natural Sand: When used, meet the requirements of

Table 502 -6 and 1003.06.3 .

502.02.3 5 Fibers: When required to prevent draindown, use

cellulose or mineral fiber, meeting the requirements of 1002.02.5 . When used, add fibers at a rate sufficient to prevent draindown.

502.03 Design of Asphalt Mi Xtures and Job Mix

FORMULA (JMF) APPROV AL. Design all asphalt mixtures for optimum asphalt content in compliance with the mix design in accordance with AASHTO M323, AASHTO M325 for SMA, and the requirements of Table 502 -6 and Table 1 003-14. At minimum, all design submittals must include the recommended materials proportions, extracted gradation, recommended mix and compaction temperatures, and supporting design data. Submit the recommended JMF electronically through Site Manager Mat erials (SMM) or other data system as designated by the Department for District Laboratory Engineer acceptance with all supporting design data. No mixture shall be produced until the proposed JMF has been accepted. Indicate the optimum mixing and compac tion temperatures as suggested by the asphalt binder supplier on the JMF. Mix temperatures are recommended by the asphalt supplier as determined by rotational viscosity or other means. Warm Mix Asphalt technology may be used to reduce this temperature an d must be noted on the JMF. Warm mix asphalt may be substituted with a minimum production temperature of 275°F. Once a plant is producing an acceptable JMF, keep JMF production within the specified tolerances. Changes will be reviewed and accepted by the District Laboratory Engineer as necessary. The engineer may require a new mix design when roadway acceptance requirements are not being met or plant quality data indicates non - compliance.

502.03.1 Mixtures Design Substitutions: Use only Warm Mix

Asphalt (W MA) additives that are listed on the Approved Material List. The 3/4 -inch Nominal Maximum Size (NMS) wearing course may be substituted for binder course but not substituted for base course. The 1 -inch NMS binder course may be substituted for base course . RAP stockpile is pre-screened on a 1 inch scalping screen.

502.02.3 3 Mineral Filler: When used, comply with the

requirements of 1003.06.6 .

502.02.3 4 Natural Sand: When used, meet the requirements of

Table 502 -6 and 1003.06.3 .

502.02.3 5 Fibers: When required to prevent draindown, use

cellulose or mineral fiber, meeting the requirements of 1002.02.5 . When used, add fibers at a rate sufficient to prevent draindown.

502.03 Design of Asphalt Mi Xtures and Job Mix

FORMULA (JMF) APPROV AL. Design all asphalt mixtures for optimum asphalt content in compliance with the mix design in accordance with AASHTO M323, AASHTO M325 for SMA, and the requirements of Table 502 -6 and Table 1 003-14. At minimum, all design submittals must include the recommended materials proportions, extracted gradation, recommended mix and compaction temperatures, and supporting design data. Submit the recommended JMF electronically through Site Manager Mat erials (SMM) or other data system as designated by the Department for District Laboratory Engineer acceptance with all supporting design data. No mixture shall be produced until the proposed JMF has been accepted. Indicate the optimum mixing and compac tion temperatures as suggested by the asphalt binder supplier on the JMF. Mix temperatures are recommended by the asphalt supplier as determined by rotational viscosity or other means. Warm Mix Asphalt technology may be used to reduce this temperature an d must be noted on the JMF. Warm mix asphalt may be substituted with a minimum production temperature of 275°F. Once a plant is producing an acceptable JMF, keep JMF production within the specified tolerances. Changes will be reviewed and accepted by the District Laboratory Engineer as necessary. The engineer may require a new mix design when roadway acceptance requirements are not being met or plant quality data indicates non - compliance.

502.03.1 Mixtures Design Substitutions: Use only Warm Mix

Asphalt (W MA) additives that are listed on the Approved Material List. The 3/4 -inch Nominal Maximum Size (NMS) wearing course may be substituted for binder course but not substituted for base course. The 1 -inch NMS binder course may be substituted for base course . RAP stockpile is pre-screened on a 1 inch scalping screen.

502.02.3 3 Mineral Filler: When used, comply with the

requirements of 1003.06.6 .

502.02.3 4 Natural Sand: When used, meet the requirements of

Table 502 -6 and 1003.06.3 .

502.02.3 5 Fibers: When required to prevent draindown, use

cellulose or mineral fiber, meeting the requirements of 1002.02.5 . When used, add fibers at a rate sufficient to prevent draindown.

502.03 Design of Asphalt Mi Xtures and Job Mix

FORMULA (JMF) APPROV AL. Design all asphalt mixtures for optimum asphalt content in compliance with the mix design in accordance with AASHTO M323, AASHTO M325 for SMA, and the requirements of Table 502 -6 and Table 1 003-14. At minimum, all design submittals must include the recommended materials proportions, extracted gradation, recommended mix and compaction temperatures, and supporting design data. Submit the recommended JMF electronically through Site Manager Mat erials (SMM) or other data system as designated by the Department for District Laboratory Engineer acceptance with all supporting design data. No mixture shall be produced until the proposed JMF has been accepted. Indicate the optimum mixing and compac tion temperatures as suggested by the asphalt binder supplier on the JMF. Mix temperatures are recommended by the asphalt supplier as determined by rotational viscosity or other means. Warm Mix Asphalt technology may be used to reduce this temperature an d must be noted on the JMF. Warm mix asphalt may be substituted with a minimum production temperature of 275°F. Once a plant is producing an acceptable JMF, keep JMF production within the specified tolerances. Changes will be reviewed and accepted by the District Laboratory Engineer as necessary. The engineer may require a new mix design when roadway acceptance requirements are not being met or plant quality data indicates non - compliance.

502.03.1 Mixtures Design Substitutions: Use only Warm Mix

Asphalt (W MA) additives that are listed on the Approved Material List. The 3/4 -inch Nominal Maximum Size (NMS) wearing course may be substituted for binder course but not substituted for base course. The 1 -inch NMS binder course may be substituted for base course . The 1/2 -inch NMS wearing course may be substituted for incidental paving, Level A. Shoulders may be any mixture type shown in Table 502 -4 regardless of design level except that shoulder wearing must be a 1/2 -inch or 3/4-inch NMS mixture. Apply all specification requirements for the substituted mixture with the following exceptions: When wearing course is substituted for binder course, Table 502 -3 does not apply. When wearing or binder are substituted for binder or base, the allowable RAP percentag e shall meet the intended use specified in Table 502 -6. When a 501 finish course and a 502 wearing course are required on a project, allowable RAP percentage for wearing may meet binder course requirement.

502.04 JOB MIX FORMULA VALI DATION AND APPROVAL. The

Department and contractor will jointly test plant mix to validate each JMF for mainline mixture and accept each JMF whenever a plant begins initial operations for the Department in a specific plant location, or whenever a plant experiences a change in mat erials or change in source of materials, or when there are significant changes in equipment, such as the introduction of a new crusher, drum mixer, burner, foaming device, etc. Evaluate each JMF at least once every two years. Meet LWT requirements and al l applicable requirements of Table 502 -6. For Minor Mixes, validation is not required for mixture designs, but the mixture must meet specification requirements. In order to validate minor mixes, the plant G mm must be determined. The average of the first f ive (5) plant G mms will become the new JMF target. For all mixes, validation is not required when the asphalt grade has changed or asphalt source has changed, but must meet LWT requirements and all applicable requirements of Table 502 -6.

502.04.1 Validation Plant L ot: The validation plant lot (“VP -lot”),

is a maximum of 2000 tons of plant produced mix. Divide into 5 equal parts for validation sampling and testing.

502.04.2 Validation: Report the mean, standard deviation, Quality

Index and percent within limits (PWL) of the test results in accordance with the QA manual. The JMF is considered conditionally validated if the following parameters are 71 percent within limits of the JMF an d meet the specifications. The 1/2 -inch NMS wearing course may be substituted for incidental paving, Level A. Shoulders may be any mixture type shown in Table 502 -4 regardless of design level except that shoulder wearing must be a 1/2 -inch or 3/4-inch NMS mixture. Apply all specification requirements for the substituted mixture with the following exceptions: When wearing course is substituted for binder course, Table 502 -3 does not apply. When wearing or binder are substituted for binder or base, the allowable RAP percentag e shall meet the intended use specified in Table 502 -6. When a 501 finish course and a 502 wearing course are required on a project, allowable RAP percentage for wearing may meet binder course requirement.

502.04 JOB MIX FORMULA VALI DATION AND APPROVAL. The

Department and contractor will jointly test plant mix to validate each JMF for mainline mixture and accept each JMF whenever a plant begins initial operations for the Department in a specific plant location, or whenever a plant experiences a change in mat erials or change in source of materials, or when there are significant changes in equipment, such as the introduction of a new crusher, drum mixer, burner, foaming device, etc. Evaluate each JMF at least once every two years. Meet LWT requirements and al l applicable requirements of Table 502 -6. For Minor Mixes, validation is not required for mixture designs, but the mixture must meet specification requirements. In order to validate minor mixes, the plant G mm must be determined. The average of the first f ive (5) plant G mms will become the new JMF target. For all mixes, validation is not required when the asphalt grade has changed or asphalt source has changed, but must meet LWT requirements and all applicable requirements of Table 502 -6.

502.04.1 Validation Plant L ot: The validation plant lot (“VP -lot”),

is a maximum of 2000 tons of plant produced mix. Divide into 5 equal parts for validation sampling and testing.

502.04.2 Validation: Report the mean, standard deviation, Quality

Index and percent within limits (PWL) of the test results in accordance with the QA manual. The JMF is considered conditionally validated if the following parameters are 71 percent within limits of the JMF an d meet the specifications. The 1/2 -inch NMS wearing course may be substituted for incidental paving, Level A. Shoulders may be any mixture type shown in Table 502 -4 regardless of design level except that shoulder wearing must be a 1/2 -inch or 3/4-inch NMS mixture. Apply all specification requirements for the substituted mixture with the following exceptions: When wearing course is substituted for binder course, Table 502 -3 does not apply. When wearing or binder are substituted for binder or base, the allowable RAP percentag e shall meet the intended use specified in Table 502 -6. When a 501 finish course and a 502 wearing course are required on a project, allowable RAP percentage for wearing may meet binder course requirement.

502.04 JOB MIX FORMULA VALI DATION AND APPROVAL. The

Department and contractor will jointly test plant mix to validate each JMF for mainline mixture and accept each JMF whenever a plant begins initial operations for the Department in a specific plant location, or whenever a plant experiences a change in mat erials or change in source of materials, or when there are significant changes in equipment, such as the introduction of a new crusher, drum mixer, burner, foaming device, etc. Evaluate each JMF at least once every two years. Meet LWT requirements and al l applicable requirements of Table 502 -6. For Minor Mixes, validation is not required for mixture designs, but the mixture must meet specification requirements. In order to validate minor mixes, the plant G mm must be determined. The average of the first f ive (5) plant G mms will become the new JMF target. For all mixes, validation is not required when the asphalt grade has changed or asphalt source has changed, but must meet LWT requirements and all applicable requirements of Table 502 -6.

502.04.1 Validation Plant L ot: The validation plant lot (“VP -lot”),

is a maximum of 2000 tons of plant produced mix. Divide into 5 equal parts for validation sampling and testing.

502.04.2 Validation: Report the mean, standard deviation, Quality

Index and percent within limits (PWL) of the test results in accordance with the QA manual. The JMF is considered conditionally validated if the following parameters are 71 percent within limits of the JMF an d meet the specifications. The 1/2 -inch NMS wearing course may be substituted for incidental paving, Level A. Shoulders may be any mixture type shown in Table 502 -4 regardless of design level except that shoulder wearing must be a 1/2 -inch or 3/4-inch NMS mixture. Apply all specification requirements for the substituted mixture with the following exceptions: When wearing course is substituted for binder course, Table 502 -3 does not apply. When wearing or binder are substituted for binder or base, the allowable RAP percentag e shall meet the intended use specified in Table 502 -6. When a 501 finish course and a 502 wearing course are required on a project, allowable RAP percentage for wearing may meet binder course requirement.

502.04 JOB MIX FORMULA VALI DATION AND APPROVAL. The

Department and contractor will jointly test plant mix to validate each JMF for mainline mixture and accept each JMF whenever a plant begins initial operations for the Department in a specific plant location, or whenever a plant experiences a change in mat erials or change in source of materials, or when there are significant changes in equipment, such as the introduction of a new crusher, drum mixer, burner, foaming device, etc. Evaluate each JMF at least once every two years. Meet LWT requirements and al l applicable requirements of Table 502 -6. For Minor Mixes, validation is not required for mixture designs, but the mixture must meet specification requirements. In order to validate minor mixes, the plant G mm must be determined. The average of the first f ive (5) plant G mms will become the new JMF target. For all mixes, validation is not required when the asphalt grade has changed or asphalt source has changed, but must meet LWT requirements and all applicable requirements of Table 502 -6.

502.04.1 Validation Plant L ot: The validation plant lot (“VP -lot”),

is a maximum of 2000 tons of plant produced mix. Divide into 5 equal parts for validation sampling and testing.

502.04.2 Validation: Report the mean, standard deviation, Quality

Index and percent within limits (PWL) of the test results in accordance with the QA manual. The JMF is considered conditionally validated if the following parameters are 71 percent within limits of the JMF an d meet the specifications.

502.04.3 Payment for Plant Validation: Payment will be in

accordance with 502.15 . The validation mixture is not paid separately, but is considered part of the roadway lot.

502.05 QUALITY CONTROL AND PLANT ACCEPTANCE. All

quality control information, plant records, etc. will be considered part of the Department’s acce ptance decision. Exercise quality control over all materials and their assembly, design, processing, production, hauling, laydown and associated equipment to ensure compliance with Table 502 -4 and all other specifications herein. At the end of each product ion day, notify the District Lab Engineer (DLE) and the DOTD Asphalt District Inspector (ADI) of the next scheduled mix production run and placement. For plant quality control, a plant lot, or “P -Lot’ is defined as 1000 tons of continuously produced mixture from one JMF. Obtain a sample of plant mixture and test the mixture once every 1000 tons using a random sampling approach. Minimum quality control t esting for each P -Lot is as follows: Loose Mix

502.04.3 Payment for Plant Validation: Payment will be in

accordance with 502.15 . The validation mixture is not paid separately, but is considered part of the roadway lot.

502.05 QUALITY CONTROL AND PLANT ACCEPTANCE. All

quality control information, plant records, etc. will be considered part of the Department’s acce ptance decision. Exercise quality control over all materials and their assembly, design, processing, production, hauling, laydown and associated equipment to ensure compliance with Table 502 -4 and all other specifications herein. At the end of each product ion day, notify the District Lab Engineer (DLE) and the DOTD Asphalt District Inspector (ADI) of the next scheduled mix production run and placement. For plant quality control, a plant lot, or “P -Lot’ is defined as 1000 tons of continuously produced mixture from one JMF. Obtain a sample of plant mixture and test the mixture once every 1000 tons using a random sampling approach. Minimum quality control t esting for each P -Lot is as follows: Loose Mix

502.04.3 Payment for Plant Validation: Payment will be in

accordance with 502.15 . The validation mixture is not paid separately, but is considered part of the roadway lot.

502.05 QUALITY CONTROL AND PLANT ACCEPTANCE. All

quality control information, plant records, etc. will be considered part of the Department’s acce ptance decision. Exercise quality control over all materials and their assembly, design, processing, production, hauling, laydown and associated equipment to ensure compliance with Table 502 -4 and all other specifications herein. At the end of each product ion day, notify the District Lab Engineer (DLE) and the DOTD Asphalt District Inspector (ADI) of the next scheduled mix production run and placement. For plant quality control, a plant lot, or “P -Lot’ is defined as 1000 tons of continuously produced mixture from one JMF. Obtain a sample of plant mixture and test the mixture once every 1000 tons using a random sampling approach. Minimum quality control t esting for each P -Lot is as follows: Loose Mix

502.06 PLANT INSPECTION AND AUDITS. All Department

inspection procedures, including sampling and testing, and the contractor’s quality control data form the basis for acceptance of the asphalt. The Department’s Certified Asphalt Plant Inspector will randomly visit and inspect asphalt plants, sample and test material, and review documentation to ensure conformance to specification requirements. In particular, the inspector will take a minimum of t he following samples which may be tested for verification: Loose Mix

502.06 PLANT INSPECTION AND AUDITS. All Department

inspection procedures, including sampling and testing, and the contractor’s quality control data form the basis for acceptance of the asphalt. The Department’s Certified Asphalt Plant Inspector will randomly visit and inspect asphalt plants, sample and test material, and review documentation to ensure conformance to specification requirements. In particular, the inspector will take a minimum of t he following samples which may be tested for verification: Loose Mix

502.07 Roadway Operations.

502.07.1 Weather Limitations: Apply asphalt concrete mixtures

on a dry surface when the ambient temperature is above 50°F for wearing courses and 40°F for base and binder courses. Material in transit, or a maximum of 100 tons in a surge bin or silo used as a surge bin, at the time plant operation is discontinued may be placed. All mixture placed is expected to perform satisfactorily and meet specif ication requirements. Inclement weather will be sufficient reason to terminate or not begin production. When base course mixtures are placed in plan thicknesses of 2 3/4 inches or greater, disregard temperature limitations provided all other specification requirements are met. When a wearing course is substituted for a binder course mixture, apply the temperature limitation for binder course.

502.07 Roadway Operations.

502.07.1 Weather Limitations: Apply asphalt concrete mixtures

on a dry surface when the ambient temperature is above 50°F for wearing courses and 40°F for base and binder courses. Material in transit, or a maximum of 100 tons in a surge bin or silo used as a surge bin, at the time plant operation is discontinued may be placed. All mixture placed is expected to perform satisfactorily and meet specif ication requirements. Inclement weather will be sufficient reason to terminate or not begin production. When base course mixtures are placed in plan thicknesses of 2 3/4 inches or greater, disregard temperature limitations provided all other specification requirements are met. When a wearing course is substituted for a binder course mixture, apply the temperature limitation for binder course.

502.07 Roadway Operations.

502.07.1 Weather Limitations: Apply asphalt concrete mixtures

on a dry surface when the ambient temperature is above 50°F for wearing courses and 40°F for base and binder courses. Material in transit, or a maximum of 100 tons in a surge bin or silo used as a surge bin, at the time plant operation is discontinued may be placed. All mixture placed is expected to perform satisfactorily and meet specif ication requirements. Inclement weather will be sufficient reason to terminate or not begin production. When base course mixtures are placed in plan thicknesses of 2 3/4 inches or greater, disregard temperature limitations provided all other specification requirements are met. When a wearing course is substituted for a binder course mixture, apply the temperature limitation for binder course.

502.07.2 Surface Preparation: Maintain the surface being covered.

Acceptance is required for each surface prior to placem ent of subsequent surface. Roadway slope shall be established at the base course level unless otherwise authorized by the engineer. The absolute minimum lift thickness placed shall be 1/4 inch greater than the nominal maximum aggregate size as shown on T able 502 -6. Failure to meet minimum thickness is subject to removal.

502.07.2 1 Cleaning: Sweep the surface to be covered clean of

dust, dirt, caked clay, caked material, vegetation, and loose material by revolving brooms or other mechanical sweepers supplemented with hand equipment as directed. Remove excess joint filler from the surface by an approved method when mixtures are to be placed on portland cement concrete pavement or previously overlaid portland cement concrete. Remove any existing raised pavement m arkers prior to asphalt concrete overlay operations. Payment for removal of pavement markings will be in accordance with the applicable item. Wash the surface with water in addition to brooming when brooming alone does not adequately clean the surface. Whe n tack coat is exposed to traffic for more than one (1) calendar day, becomes contaminated, or degrades due to inclement weather, reapply the tack coat at the initial recommended rate at no direct pay.

502.07.2 2 Applying Tack Coat:

502.07.2 2.1 Existing Pavement Surfaces: Befo re

constructing each course, apply an approved asphalt tack coat in accordance with Section 504 . Protect the tack coat and spot patch as required.

502.07.2 2.2 Raw Aggregate Base Course and Raw

Embankment Surfaces: Apply an approved asphalt prime coat to unprimed surfaces, or protect in -place prime coat and spot apply prime coat as required, in accordance with Section 505 .

502.07.2 2.3 Cement and Lime Stabilized or Treated

Embankment and Base Course Surfaces: Apply an approved asphalt curing membrane when none is in place, or protect the in -place curing membrane and spot apply, as required, with asphalt material in accordance with Section 506 .

502.07.2 2.4 Other Surfaces: Cover contact surfaces of

curbs, gutters, manholes, edges of longitudinal and transverse joints, and other structures with a uniform coating of an approved asphalt tack coat

502.07.2 Surface Preparation: Maintain the surface being covered.

Acceptance is required for each surface prior to placem ent of subsequent surface. Roadway slope shall be established at the base course level unless otherwise authorized by the engineer. The absolute minimum lift thickness placed shall be 1/4 inch greater than the nominal maximum aggregate size as shown on T able 502 -6. Failure to meet minimum thickness is subject to removal.

502.07.2 1 Cleaning: Sweep the surface to be covered clean of

dust, dirt, caked clay, caked material, vegetation, and loose material by revolving brooms or other mechanical sweepers supplemented with hand equipment as directed. Remove excess joint filler from the surface by an approved method when mixtures are to be placed on portland cement concrete pavement or previously overlaid portland cement concrete. Remove any existing raised pavement m arkers prior to asphalt concrete overlay operations. Payment for removal of pavement markings will be in accordance with the applicable item. Wash the surface with water in addition to brooming when brooming alone does not adequately clean the surface. Whe n tack coat is exposed to traffic for more than one (1) calendar day, becomes contaminated, or degrades due to inclement weather, reapply the tack coat at the initial recommended rate at no direct pay.

502.07.2 2 Applying Tack Coat:

502.07.2 2.1 Existing Pavement Surfaces: Befo re

constructing each course, apply an approved asphalt tack coat in accordance with Section 504 . Protect the tack coat and spot patch as required.

502.07.2 2.2 Raw Aggregate Base Course and Raw

Embankment Surfaces: Apply an approved asphalt prime coat to unprimed surfaces, or protect in -place prime coat and spot apply prime coat as required, in accordance with Section 505 .

502.07.2 2.3 Cement and Lime Stabilized or Treated

Embankment and Base Course Surfaces: Apply an approved asphalt curing membrane when none is in place, or protect the in -place curing membrane and spot apply, as required, with asphalt material in accordance with Section 506 .

502.07.2 2.4 Other Surfaces: Cover contact surfaces of

curbs, gutters, manholes, edges of longitudinal and transverse joints, and other structures with a uniform coating of an approved asphalt tack coat

502.07.2 Surface Preparation: Maintain the surface being covered.

Acceptance is required for each surface prior to placem ent of subsequent surface. Roadway slope shall be established at the base course level unless otherwise authorized by the engineer. The absolute minimum lift thickness placed shall be 1/4 inch greater than the nominal maximum aggregate size as shown on T able 502 -6. Failure to meet minimum thickness is subject to removal.

502.07.2 1 Cleaning: Sweep the surface to be covered clean of

dust, dirt, caked clay, caked material, vegetation, and loose material by revolving brooms or other mechanical sweepers supplemented with hand equipment as directed. Remove excess joint filler from the surface by an approved method when mixtures are to be placed on portland cement concrete pavement or previously overlaid portland cement concrete. Remove any existing raised pavement m arkers prior to asphalt concrete overlay operations. Payment for removal of pavement markings will be in accordance with the applicable item. Wash the surface with water in addition to brooming when brooming alone does not adequately clean the surface. Whe n tack coat is exposed to traffic for more than one (1) calendar day, becomes contaminated, or degrades due to inclement weather, reapply the tack coat at the initial recommended rate at no direct pay.

502.07.2 2 Applying Tack Coat:

502.07.2 2.1 Existing Pavement Surfaces: Befo re

constructing each course, apply an approved asphalt tack coat in accordance with Section 504 . Protect the tack coat and spot patch as required.

502.07.2 2.2 Raw Aggregate Base Course and Raw

Embankment Surfaces: Apply an approved asphalt prime coat to unprimed surfaces, or protect in -place prime coat and spot apply prime coat as required, in accordance with Section 505 .

502.07.2 2.3 Cement and Lime Stabilized or Treated

Embankment and Base Course Surfaces: Apply an approved asphalt curing membrane when none is in place, or protect the in -place curing membrane and spot apply, as required, with asphalt material in accordance with Section 506 .

502.07.2 2.4 Other Surfaces: Cover contact surfaces of

curbs, gutters, manholes, edges of longitudinal and transverse joints, and other structures with a uniform coating of an approved asphalt tack coat

502.07.2 Surface Preparation: Maintain the surface being covered.

Acceptance is required for each surface prior to placem ent of subsequent surface. Roadway slope shall be established at the base course level unless otherwise authorized by the engineer. The absolute minimum lift thickness placed shall be 1/4 inch greater than the nominal maximum aggregate size as shown on T able 502 -6. Failure to meet minimum thickness is subject to removal.

502.07.2 1 Cleaning: Sweep the surface to be covered clean of

dust, dirt, caked clay, caked material, vegetation, and loose material by revolving brooms or other mechanical sweepers supplemented with hand equipment as directed. Remove excess joint filler from the surface by an approved method when mixtures are to be placed on portland cement concrete pavement or previously overlaid portland cement concrete. Remove any existing raised pavement m arkers prior to asphalt concrete overlay operations. Payment for removal of pavement markings will be in accordance with the applicable item. Wash the surface with water in addition to brooming when brooming alone does not adequately clean the surface. Whe n tack coat is exposed to traffic for more than one (1) calendar day, becomes contaminated, or degrades due to inclement weather, reapply the tack coat at the initial recommended rate at no direct pay.

502.07.2 2 Applying Tack Coat:

502.07.2 2.1 Existing Pavement Surfaces: Befo re

constructing each course, apply an approved asphalt tack coat in accordance with Section 504 . Protect the tack coat and spot patch as required.

502.07.2 2.2 Raw Aggregate Base Course and Raw

Embankment Surfaces: Apply an approved asphalt prime coat to unprimed surfaces, or protect in -place prime coat and spot apply prime coat as required, in accordance with Section 505 .

502.07.2 2.3 Cement and Lime Stabilized or Treated

Embankment and Base Course Surfaces: Apply an approved asphalt curing membrane when none is in place, or protect the in -place curing membrane and spot apply, as required, with asphalt material in accordance with Section 506 .

502.07.2 2.4 Other Surfaces: Cover contact surfaces of

curbs, gutters, manholes, edges of longitudinal and transverse joints, and other structures with a uniform coating of an approved asphalt tack coat

502.07.2 Surface Preparation: Maintain the surface being covered.

Acceptance is required for each surface prior to placem ent of subsequent surface. Roadway slope shall be established at the base course level unless otherwise authorized by the engineer. The absolute minimum lift thickness placed shall be 1/4 inch greater than the nominal maximum aggregate size as shown on T able 502 -6. Failure to meet minimum thickness is subject to removal.

502.07.2 1 Cleaning: Sweep the surface to be covered clean of

dust, dirt, caked clay, caked material, vegetation, and loose material by revolving brooms or other mechanical sweepers supplemented with hand equipment as directed. Remove excess joint filler from the surface by an approved method when mixtures are to be placed on portland cement concrete pavement or previously overlaid portland cement concrete. Remove any existing raised pavement m arkers prior to asphalt concrete overlay operations. Payment for removal of pavement markings will be in accordance with the applicable item. Wash the surface with water in addition to brooming when brooming alone does not adequately clean the surface. Whe n tack coat is exposed to traffic for more than one (1) calendar day, becomes contaminated, or degrades due to inclement weather, reapply the tack coat at the initial recommended rate at no direct pay.

502.07.2 2 Applying Tack Coat:

502.07.2 2.1 Existing Pavement Surfaces: Befo re

constructing each course, apply an approved asphalt tack coat in accordance with Section 504 . Protect the tack coat and spot patch as required.

502.07.2 2.2 Raw Aggregate Base Course and Raw

Embankment Surfaces: Apply an approved asphalt prime coat to unprimed surfaces, or protect in -place prime coat and spot apply prime coat as required, in accordance with Section 505 .

502.07.2 2.3 Cement and Lime Stabilized or Treated

Embankment and Base Course Surfaces: Apply an approved asphalt curing membrane when none is in place, or protect the in -place curing membrane and spot apply, as required, with asphalt material in accordance with Section 506 .

502.07.2 2.4 Other Surfaces: Cover contact surfaces of

curbs, gutters, manholes, edges of longitudinal and transverse joints, and other structures with a uniform coating of an approved asphalt tack coat

502.07.2 Surface Preparation: Maintain the surface being covered.

Acceptance is required for each surface prior to placem ent of subsequent surface. Roadway slope shall be established at the base course level unless otherwise authorized by the engineer. The absolute minimum lift thickness placed shall be 1/4 inch greater than the nominal maximum aggregate size as shown on T able 502 -6. Failure to meet minimum thickness is subject to removal.

502.07.2 1 Cleaning: Sweep the surface to be covered clean of

dust, dirt, caked clay, caked material, vegetation, and loose material by revolving brooms or other mechanical sweepers supplemented with hand equipment as directed. Remove excess joint filler from the surface by an approved method when mixtures are to be placed on portland cement concrete pavement or previously overlaid portland cement concrete. Remove any existing raised pavement m arkers prior to asphalt concrete overlay operations. Payment for removal of pavement markings will be in accordance with the applicable item. Wash the surface with water in addition to brooming when brooming alone does not adequately clean the surface. Whe n tack coat is exposed to traffic for more than one (1) calendar day, becomes contaminated, or degrades due to inclement weather, reapply the tack coat at the initial recommended rate at no direct pay.

502.07.2 2 Applying Tack Coat:

502.07.2 2.1 Existing Pavement Surfaces: Befo re

constructing each course, apply an approved asphalt tack coat in accordance with Section 504 . Protect the tack coat and spot patch as required.

502.07.2 2.2 Raw Aggregate Base Course and Raw

Embankment Surfaces: Apply an approved asphalt prime coat to unprimed surfaces, or protect in -place prime coat and spot apply prime coat as required, in accordance with Section 505 .

502.07.2 2.3 Cement and Lime Stabilized or Treated

Embankment and Base Course Surfaces: Apply an approved asphalt curing membrane when none is in place, or protect the in -place curing membrane and spot apply, as required, with asphalt material in accordance with Section 506 .

502.07.2 2.4 Other Surfaces: Cover contact surfaces of

curbs, gutters, manholes, edges of longitudinal and transverse joints, and other structures with a uniform coating of an approved asphalt tack coat

502.07.2 Surface Preparation: Maintain the surface being covered.

Acceptance is required for each surface prior to placem ent of subsequent surface. Roadway slope shall be established at the base course level unless otherwise authorized by the engineer. The absolute minimum lift thickness placed shall be 1/4 inch greater than the nominal maximum aggregate size as shown on T able 502 -6. Failure to meet minimum thickness is subject to removal.

502.07.2 1 Cleaning: Sweep the surface to be covered clean of

dust, dirt, caked clay, caked material, vegetation, and loose material by revolving brooms or other mechanical sweepers supplemented with hand equipment as directed. Remove excess joint filler from the surface by an approved method when mixtures are to be placed on portland cement concrete pavement or previously overlaid portland cement concrete. Remove any existing raised pavement m arkers prior to asphalt concrete overlay operations. Payment for removal of pavement markings will be in accordance with the applicable item. Wash the surface with water in addition to brooming when brooming alone does not adequately clean the surface. Whe n tack coat is exposed to traffic for more than one (1) calendar day, becomes contaminated, or degrades due to inclement weather, reapply the tack coat at the initial recommended rate at no direct pay.

502.07.2 2 Applying Tack Coat:

502.07.2 2.1 Existing Pavement Surfaces: Befo re

constructing each course, apply an approved asphalt tack coat in accordance with Section 504 . Protect the tack coat and spot patch as required.

502.07.2 2.2 Raw Aggregate Base Course and Raw

Embankment Surfaces: Apply an approved asphalt prime coat to unprimed surfaces, or protect in -place prime coat and spot apply prime coat as required, in accordance with Section 505 .

502.07.2 2.3 Cement and Lime Stabilized or Treated

Embankment and Base Course Surfaces: Apply an approved asphalt curing membrane when none is in place, or protect the in -place curing membrane and spot apply, as required, with asphalt material in accordance with Section 506 .

502.07.2 2.4 Other Surfaces: Cover contact surfaces of

curbs, gutters, manholes, edges of longitudinal and transverse joints, and other structures with a uniform coating of an approved asphalt tack coat

502.07.2 Surface Preparation: Maintain the surface being covered.

Acceptance is required for each surface prior to placem ent of subsequent surface. Roadway slope shall be established at the base course level unless otherwise authorized by the engineer. The absolute minimum lift thickness placed shall be 1/4 inch greater than the nominal maximum aggregate size as shown on T able 502 -6. Failure to meet minimum thickness is subject to removal.

502.07.2 1 Cleaning: Sweep the surface to be covered clean of

dust, dirt, caked clay, caked material, vegetation, and loose material by revolving brooms or other mechanical sweepers supplemented with hand equipment as directed. Remove excess joint filler from the surface by an approved method when mixtures are to be placed on portland cement concrete pavement or previously overlaid portland cement concrete. Remove any existing raised pavement m arkers prior to asphalt concrete overlay operations. Payment for removal of pavement markings will be in accordance with the applicable item. Wash the surface with water in addition to brooming when brooming alone does not adequately clean the surface. Whe n tack coat is exposed to traffic for more than one (1) calendar day, becomes contaminated, or degrades due to inclement weather, reapply the tack coat at the initial recommended rate at no direct pay.

502.07.2 2 Applying Tack Coat:

502.07.2 2.1 Existing Pavement Surfaces: Befo re

constructing each course, apply an approved asphalt tack coat in accordance with Section 504 . Protect the tack coat and spot patch as required.

502.07.2 2.2 Raw Aggregate Base Course and Raw

Embankment Surfaces: Apply an approved asphalt prime coat to unprimed surfaces, or protect in -place prime coat and spot apply prime coat as required, in accordance with Section 505 .

502.07.2 2.3 Cement and Lime Stabilized or Treated

Embankment and Base Course Surfaces: Apply an approved asphalt curing membrane when none is in place, or protect the in -place curing membrane and spot apply, as required, with asphalt material in accordance with Section 506 .

502.07.2 2.4 Other Surfaces: Cover contact surfaces of

curbs, gutters, manholes, edges of longitudinal and transverse joints, and other structures with a uniform coating of an approved asphalt tack coat complying with Section 504 before placing asphalt mixtures.

502.07.3 Joint Construction:

502.07.3 1 Longitudinal Joints: When constructing

longitudinal joints, set the screed to allow approximately 2 inches onto the adjacent pass. Use approved 10 -foot static straight edge to maintain no greater than 1/8 -inch deviation in grade. Make necessary correction in joint before continuing operations. Offset longitudinal joints in one layer over those in the layer below by a mi nimum of 3 inches; however, keep the top layer joint 6 inches to 9 inches from the centerline of two lane highways. Offset 6 inches to 9 inches from lane lines when the roadway is more than two lanes. Construct the narrow strip first.

502.07.3 2 Transverse Joints: Construct transverse joints by

milling or hand forming paper butt joints. Use an approved 10 -foot static straightedge to identify the location to be cut back to maintain no greater than a 1/8 -inch deviation in grade. Lightly tack the cut face of the previously placed mat before fresh material is placed. Rest the screed on shims that are approximately 25 percent of lift thickness placed on the compacted mat. Provide an adequate crew to form transverse joints. Additionally, meet the transverse joint s urface tolerance requirements of Table 502 -5. Make necessary corrections to the joint before continuing placement operations. Offset transverse joints in succeeding lifts by at least 3 feet.

502.08 HAULING, PAVING AND FINISHING. Transport mixtures

from the p lant and deliver to the paver at a temperature no cooler than 25°F below the lower limit of the approved job mix formula, maintaining a temperature of the WMA mix not cooler than 245°F going through the paver. Send no loads so late in the day that comple tion of spreading and compaction of the mixture cannot be completed during daylight, unless artificial lighting has been approved and is on site. Load haul trucks to minimize segregation. Place each course of asphalt mixture in accordance with the specifi ed lift thickness shown in Table 502 -6. With the engineer's approval, motor patrols may be used to level isolated depressions in the initial layer, provided this construction does not result in unsatisfactory subsequent lifts.

502.08.1 Coordination of Production: Coordinate and manage

plant production, transportation of mix and placement operations to achieve a high quality pavement. Provide sufficient hauling vehicles to ensure complying with Section 504 before placing asphalt mixtures.

502.07.3 Joint Construction:

502.07.3 1 Longitudinal Joints: When constructing

longitudinal joints, set the screed to allow approximately 2 inches onto the adjacent pass. Use approved 10 -foot static straight edge to maintain no greater than 1/8 -inch deviation in grade. Make necessary correction in joint before continuing operations. Offset longitudinal joints in one layer over those in the layer below by a mi nimum of 3 inches; however, keep the top layer joint 6 inches to 9 inches from the centerline of two lane highways. Offset 6 inches to 9 inches from lane lines when the roadway is more than two lanes. Construct the narrow strip first.

502.07.3 2 Transverse Joints: Construct transverse joints by

milling or hand forming paper butt joints. Use an approved 10 -foot static straightedge to identify the location to be cut back to maintain no greater than a 1/8 -inch deviation in grade. Lightly tack the cut face of the previously placed mat before fresh material is placed. Rest the screed on shims that are approximately 25 percent of lift thickness placed on the compacted mat. Provide an adequate crew to form transverse joints. Additionally, meet the transverse joint s urface tolerance requirements of Table 502 -5. Make necessary corrections to the joint before continuing placement operations. Offset transverse joints in succeeding lifts by at least 3 feet.

502.08 HAULING, PAVING AND FINISHING. Transport mixtures

from the p lant and deliver to the paver at a temperature no cooler than 25°F below the lower limit of the approved job mix formula, maintaining a temperature of the WMA mix not cooler than 245°F going through the paver. Send no loads so late in the day that comple tion of spreading and compaction of the mixture cannot be completed during daylight, unless artificial lighting has been approved and is on site. Load haul trucks to minimize segregation. Place each course of asphalt mixture in accordance with the specifi ed lift thickness shown in Table 502 -6. With the engineer's approval, motor patrols may be used to level isolated depressions in the initial layer, provided this construction does not result in unsatisfactory subsequent lifts.

502.08.1 Coordination of Production: Coordinate and manage

plant production, transportation of mix and placement operations to achieve a high quality pavement. Provide sufficient hauling vehicles to ensure complying with Section 504 before placing asphalt mixtures.

502.07.3 Joint Construction:

502.07.3 1 Longitudinal Joints: When constructing

longitudinal joints, set the screed to allow approximately 2 inches onto the adjacent pass. Use approved 10 -foot static straight edge to maintain no greater than 1/8 -inch deviation in grade. Make necessary correction in joint before continuing operations. Offset longitudinal joints in one layer over those in the layer below by a mi nimum of 3 inches; however, keep the top layer joint 6 inches to 9 inches from the centerline of two lane highways. Offset 6 inches to 9 inches from lane lines when the roadway is more than two lanes. Construct the narrow strip first.

502.07.3 2 Transverse Joints: Construct transverse joints by

milling or hand forming paper butt joints. Use an approved 10 -foot static straightedge to identify the location to be cut back to maintain no greater than a 1/8 -inch deviation in grade. Lightly tack the cut face of the previously placed mat before fresh material is placed. Rest the screed on shims that are approximately 25 percent of lift thickness placed on the compacted mat. Provide an adequate crew to form transverse joints. Additionally, meet the transverse joint s urface tolerance requirements of Table 502 -5. Make necessary corrections to the joint before continuing placement operations. Offset transverse joints in succeeding lifts by at least 3 feet.

502.08 HAULING, PAVING AND FINISHING. Transport mixtures

from the p lant and deliver to the paver at a temperature no cooler than 25°F below the lower limit of the approved job mix formula, maintaining a temperature of the WMA mix not cooler than 245°F going through the paver. Send no loads so late in the day that comple tion of spreading and compaction of the mixture cannot be completed during daylight, unless artificial lighting has been approved and is on site. Load haul trucks to minimize segregation. Place each course of asphalt mixture in accordance with the specifi ed lift thickness shown in Table 502 -6. With the engineer's approval, motor patrols may be used to level isolated depressions in the initial layer, provided this construction does not result in unsatisfactory subsequent lifts.

502.08.1 Coordination of Production: Coordinate and manage

plant production, transportation of mix and placement operations to achieve a high quality pavement. Provide sufficient hauling vehicles to ensure complying with Section 504 before placing asphalt mixtures.

502.07.3 Joint Construction:

502.07.3 1 Longitudinal Joints: When constructing

longitudinal joints, set the screed to allow approximately 2 inches onto the adjacent pass. Use approved 10 -foot static straight edge to maintain no greater than 1/8 -inch deviation in grade. Make necessary correction in joint before continuing operations. Offset longitudinal joints in one layer over those in the layer below by a mi nimum of 3 inches; however, keep the top layer joint 6 inches to 9 inches from the centerline of two lane highways. Offset 6 inches to 9 inches from lane lines when the roadway is more than two lanes. Construct the narrow strip first.

502.07.3 2 Transverse Joints: Construct transverse joints by

milling or hand forming paper butt joints. Use an approved 10 -foot static straightedge to identify the location to be cut back to maintain no greater than a 1/8 -inch deviation in grade. Lightly tack the cut face of the previously placed mat before fresh material is placed. Rest the screed on shims that are approximately 25 percent of lift thickness placed on the compacted mat. Provide an adequate crew to form transverse joints. Additionally, meet the transverse joint s urface tolerance requirements of Table 502 -5. Make necessary corrections to the joint before continuing placement operations. Offset transverse joints in succeeding lifts by at least 3 feet.

502.08 HAULING, PAVING AND FINISHING. Transport mixtures

from the p lant and deliver to the paver at a temperature no cooler than 25°F below the lower limit of the approved job mix formula, maintaining a temperature of the WMA mix not cooler than 245°F going through the paver. Send no loads so late in the day that comple tion of spreading and compaction of the mixture cannot be completed during daylight, unless artificial lighting has been approved and is on site. Load haul trucks to minimize segregation. Place each course of asphalt mixture in accordance with the specifi ed lift thickness shown in Table 502 -6. With the engineer's approval, motor patrols may be used to level isolated depressions in the initial layer, provided this construction does not result in unsatisfactory subsequent lifts.

502.08.1 Coordination of Production: Coordinate and manage

plant production, transportation of mix and placement operations to achieve a high quality pavement. Provide sufficient hauling vehicles to ensure complying with Section 504 before placing asphalt mixtures.

502.07.3 Joint Construction:

502.07.3 1 Longitudinal Joints: When constructing

longitudinal joints, set the screed to allow approximately 2 inches onto the adjacent pass. Use approved 10 -foot static straight edge to maintain no greater than 1/8 -inch deviation in grade. Make necessary correction in joint before continuing operations. Offset longitudinal joints in one layer over those in the layer below by a mi nimum of 3 inches; however, keep the top layer joint 6 inches to 9 inches from the centerline of two lane highways. Offset 6 inches to 9 inches from lane lines when the roadway is more than two lanes. Construct the narrow strip first.

502.07.3 2 Transverse Joints: Construct transverse joints by

milling or hand forming paper butt joints. Use an approved 10 -foot static straightedge to identify the location to be cut back to maintain no greater than a 1/8 -inch deviation in grade. Lightly tack the cut face of the previously placed mat before fresh material is placed. Rest the screed on shims that are approximately 25 percent of lift thickness placed on the compacted mat. Provide an adequate crew to form transverse joints. Additionally, meet the transverse joint s urface tolerance requirements of Table 502 -5. Make necessary corrections to the joint before continuing placement operations. Offset transverse joints in succeeding lifts by at least 3 feet.

502.08 HAULING, PAVING AND FINISHING. Transport mixtures

from the p lant and deliver to the paver at a temperature no cooler than 25°F below the lower limit of the approved job mix formula, maintaining a temperature of the WMA mix not cooler than 245°F going through the paver. Send no loads so late in the day that comple tion of spreading and compaction of the mixture cannot be completed during daylight, unless artificial lighting has been approved and is on site. Load haul trucks to minimize segregation. Place each course of asphalt mixture in accordance with the specifi ed lift thickness shown in Table 502 -6. With the engineer's approval, motor patrols may be used to level isolated depressions in the initial layer, provided this construction does not result in unsatisfactory subsequent lifts.

502.08.1 Coordination of Production: Coordinate and manage

plant production, transportation of mix and placement operations to achieve a high quality pavement. Provide sufficient hauling vehicles to ensure complying with Section 504 before placing asphalt mixtures.

502.07.3 Joint Construction:

502.07.3 1 Longitudinal Joints: When constructing

longitudinal joints, set the screed to allow approximately 2 inches onto the adjacent pass. Use approved 10 -foot static straight edge to maintain no greater than 1/8 -inch deviation in grade. Make necessary correction in joint before continuing operations. Offset longitudinal joints in one layer over those in the layer below by a mi nimum of 3 inches; however, keep the top layer joint 6 inches to 9 inches from the centerline of two lane highways. Offset 6 inches to 9 inches from lane lines when the roadway is more than two lanes. Construct the narrow strip first.

502.07.3 2 Transverse Joints: Construct transverse joints by

milling or hand forming paper butt joints. Use an approved 10 -foot static straightedge to identify the location to be cut back to maintain no greater than a 1/8 -inch deviation in grade. Lightly tack the cut face of the previously placed mat before fresh material is placed. Rest the screed on shims that are approximately 25 percent of lift thickness placed on the compacted mat. Provide an adequate crew to form transverse joints. Additionally, meet the transverse joint s urface tolerance requirements of Table 502 -5. Make necessary corrections to the joint before continuing placement operations. Offset transverse joints in succeeding lifts by at least 3 feet.

502.08 HAULING, PAVING AND FINISHING. Transport mixtures

from the p lant and deliver to the paver at a temperature no cooler than 25°F below the lower limit of the approved job mix formula, maintaining a temperature of the WMA mix not cooler than 245°F going through the paver. Send no loads so late in the day that comple tion of spreading and compaction of the mixture cannot be completed during daylight, unless artificial lighting has been approved and is on site. Load haul trucks to minimize segregation. Place each course of asphalt mixture in accordance with the specifi ed lift thickness shown in Table 502 -6. With the engineer's approval, motor patrols may be used to level isolated depressions in the initial layer, provided this construction does not result in unsatisfactory subsequent lifts.

502.08.1 Coordination of Production: Coordinate and manage

plant production, transportation of mix and placement operations to achieve a high quality pavement. Provide sufficient hauling vehicles to ensure continuous plant and roadway operations. The engineer will order a halt to operation s when sufficient hauling vehicles are not available. On final wearing course construction under traffic with pavement layers of 2 inches compacted thickness or less, the contractor will be permitted to pave one travel lane for a full day and the adjacent travel lane the next work day. When the adjacent travel lane is not paved the next work day and the longitudinal joint is exposed to traffic for more than 3 calendar days, and it has been determined that the roadway edge is not true to line and grade as previously constructed, cut back the entire length of exposed longitudinal joint to lift thickness to a vertical edge and heavily tack unless a notch wedge device is used. When pavement layers are greater than 2 inches compacted thickness, place approximate ly 1/2 of each day's production in one lane and the remainder in the adjacent lane unless an approved notched wedge device is used. Protect pavement from traffic until it has sufficiently hardened to the extent the surface is not damaged.

502.08.2 Paving Operations : When placing the final two lifts of

asphalt concrete on the roadway travel lanes, use a material transfer vehicle (MTV) as described in 503.14 . During continu ous paving, maintain temperature of the mixture constant. At no time shall there be more than 50°F difference in temperature as measured in 300 linear feet of paving or 25°F across the full paved width. All mixtures shall flow through the paver hopper. L ift into the hopper any mixture dropped in front of the paver or reject such material and cast it aside. Deliver material to the paver at a uniform rate and in an amount within the capacity of paving and compacting equipment. Adjust the paver speed and n umber of trucks to maintain one truck waiting in addition to the one at the paver in order to maintain continuous paving operations. Maintain a uniform height of material in front of the screed. Keep the paver steady and in constant alignment during mix transfer. Maintain a level of mix higher than the paver hopper feed slats at all times. Use pavers and operators capable of placing mixtures to required line, grade and surface tolerance without resorting to hand finishing. continuous plant and roadway operations. The engineer will order a halt to operation s when sufficient hauling vehicles are not available. On final wearing course construction under traffic with pavement layers of 2 inches compacted thickness or less, the contractor will be permitted to pave one travel lane for a full day and the adjacent travel lane the next work day. When the adjacent travel lane is not paved the next work day and the longitudinal joint is exposed to traffic for more than 3 calendar days, and it has been determined that the roadway edge is not true to line and grade as previously constructed, cut back the entire length of exposed longitudinal joint to lift thickness to a vertical edge and heavily tack unless a notch wedge device is used. When pavement layers are greater than 2 inches compacted thickness, place approximate ly 1/2 of each day's production in one lane and the remainder in the adjacent lane unless an approved notched wedge device is used. Protect pavement from traffic until it has sufficiently hardened to the extent the surface is not damaged.

502.08.2 Paving Operations : When placing the final two lifts of

asphalt concrete on the roadway travel lanes, use a material transfer vehicle (MTV) as described in 503.14 . During continu ous paving, maintain temperature of the mixture constant. At no time shall there be more than 50°F difference in temperature as measured in 300 linear feet of paving or 25°F across the full paved width. All mixtures shall flow through the paver hopper. L ift into the hopper any mixture dropped in front of the paver or reject such material and cast it aside. Deliver material to the paver at a uniform rate and in an amount within the capacity of paving and compacting equipment. Adjust the paver speed and n umber of trucks to maintain one truck waiting in addition to the one at the paver in order to maintain continuous paving operations. Maintain a uniform height of material in front of the screed. Keep the paver steady and in constant alignment during mix transfer. Maintain a level of mix higher than the paver hopper feed slats at all times. Use pavers and operators capable of placing mixtures to required line, grade and surface tolerance without resorting to hand finishing. Construct longitudinal joints a nd edges along established lines. Utilize some form of longitudinal control for the paver to follow, preferably a string line. Position and operate the paver to closely follow the established line. Correct irregularities in alignment by trimming or fill ing directly behind the paver. Check the texture for uniformity after each load of material has been placed. Check the adjustment of screed, feed screws, hopper feed, etc., frequently and adjust as required to assure uniform spreading of the mix to proper line and grade and adequate compaction. When segregation of materials or other deficiencies occur, suspend paving operations until the cause is determined and corrected. Correct surface irregularities directly behind the paver. Hand placement will be all owed in accordance with 502.08.3 for surface repair, taking care never to cast material over the fresh surface. Discontinue paving operations when any screed control device malfunctions during binder or wearing course placement operations. When malfunctions occur, limit material throu gh the paver to that which is in transit. Assume responsibility of meeting all specifications and yield requirements, and bear the cost of any overrun during malfunctions. Do not resume paving operations until the malfunction is fixed. When paving oper ations are interrupted, remove and replace at no direct pay, mixture that has cooled below the point that it cannot be finished, or compacted to meet specifications. When additional mix is required to increase superelevation in curves, the use of automatic slope control is optional. However, ensure slope by measuring with a slope board. Allow the engineer use of the slope board upon request. Use the traveling reference plane method of construction for airport runways unless designated otherwise on the pla ns. Unless the erected string line is required or directed, use the 27 -foot (minimum) traveling reference plane method of construction for roadway travel lanes. The requirements of 502.08.2.1 , 502.08.2.2 , and 502.08.2.3 shall apply for mechanical pavers.

502.08.2 1 Traveling Reference Plane:

Obtain approval of the traveling reference plane method before use. After the initial paving strip of each lift is finished and compacted, place adjacent paving strips to the grade of the initial paving strip using the traveling reference plane or shoe device to control grade and a slope control device to control cross slope. On multilane pavements, the initial paving strip and the sequence of lane construction w ill be subject to approval. Construct longitudinal joints a nd edges along established lines. Utilize some form of longitudinal control for the paver to follow, preferably a string line. Position and operate the paver to closely follow the established line. Correct irregularities in alignment by trimming or fill ing directly behind the paver. Check the texture for uniformity after each load of material has been placed. Check the adjustment of screed, feed screws, hopper feed, etc., frequently and adjust as required to assure uniform spreading of the mix to proper line and grade and adequate compaction. When segregation of materials or other deficiencies occur, suspend paving operations until the cause is determined and corrected. Correct surface irregularities directly behind the paver. Hand placement will be all owed in accordance with 502.08.3 for surface repair, taking care never to cast material over the fresh surface. Discontinue paving operations when any screed control device malfunctions during binder or wearing course placement operations. When malfunctions occur, limit material throu gh the paver to that which is in transit. Assume responsibility of meeting all specifications and yield requirements, and bear the cost of any overrun during malfunctions. Do not resume paving operations until the malfunction is fixed. When paving oper ations are interrupted, remove and replace at no direct pay, mixture that has cooled below the point that it cannot be finished, or compacted to meet specifications. When additional mix is required to increase superelevation in curves, the use of automatic slope control is optional. However, ensure slope by measuring with a slope board. Allow the engineer use of the slope board upon request. Use the traveling reference plane method of construction for airport runways unless designated otherwise on the pla ns. Unless the erected string line is required or directed, use the 27 -foot (minimum) traveling reference plane method of construction for roadway travel lanes. The requirements of 502.08.2.1 , 502.08.2.2 , and 502.08.2.3 shall apply for mechanical pavers.

502.08.2 1 Traveling Reference Plane:

Obtain approval of the traveling reference plane method before use. After the initial paving strip of each lift is finished and compacted, place adjacent paving strips to the grade of the initial paving strip using the traveling reference plane or shoe device to control grade and a slope control device to control cross slope. On multilane pavements, the initial paving strip and the sequence of lane construction w ill be subject to approval. When both outside edges of the paving strip being placed are flush with previously placed material, do not use the slope control device. A grade sensor is required for each side of the paver. In superelevated curves, the cross slope shall be changed from that specified for tangents to that specified for superelevation in gradual increments while the paver is in motion so a smooth transition in grade is obtained. This change in cross slope sha ll be accomplished within the transition distance specified. This is the minimum acceptable method and the contractor must meet or exceed current surface tolerance specifications.

502.08.2 2 Erected Stringline: Use the erected stringline

method in isolated areas a s directed by the engineer. This method may be used on the first lift of asphalt when the underlying new or reconstructed bases do not have grade control requirements. Equip pavers for roadway travel lanes with automatic screed and slope control devices when used with an erected stringline. An erected stringline shall consist of a piano wire or approved equal stretched between stakes set at no greater than 25 -foot intervals. Tension the stringline between supports so that there is less than 1/8 inch vari ance between supports when the sensor is in place. If required, place the initial paving strip of the first lift constructed using an erected stringline referenced to established grade. When permitted, mixtures required to level isolated depressions may be placed without automatic screed control. Subsequent lifts may be constructed by use of the traveling reference plane, provided surface and grade tolerances are met on the previous lift. Only one grade sensor and the slope control device are necessary f or roadways with a normal crown on tangent alignment. Superelevated curves will require the use of two grade sensors and two erected stringlines to obtain proper grade and slope; however, when the automatic screed control device is equipped with a dial or other device which can be conveniently used to change the cross slope in small increments, superelevated curves may be constructed using this device and one erected stringline. After the initial paving strip of the first lift is finished and compacted, la y adjacent paving strips using an approved traveling reference plane.

502.08.2 3 Without Automatic Screed Control: When

permitted, pavers without automatic screed control may be used for pavement patching, pavement widening, paved drives and turnouts.

502.08.3 Hand Placemen t: When the use of mechanical finishing

equipment is not practical, the mix may be placed and finished by hand to When both outside edges of the paving strip being placed are flush with previously placed material, do not use the slope control device. A grade sensor is required for each side of the paver. In superelevated curves, the cross slope shall be changed from that specified for tangents to that specified for superelevation in gradual increments while the paver is in motion so a smooth transition in grade is obtained. This change in cross slope sha ll be accomplished within the transition distance specified. This is the minimum acceptable method and the contractor must meet or exceed current surface tolerance specifications.

502.08.2 2 Erected Stringline: Use the erected stringline

method in isolated areas a s directed by the engineer. This method may be used on the first lift of asphalt when the underlying new or reconstructed bases do not have grade control requirements. Equip pavers for roadway travel lanes with automatic screed and slope control devices when used with an erected stringline. An erected stringline shall consist of a piano wire or approved equal stretched between stakes set at no greater than 25 -foot intervals. Tension the stringline between supports so that there is less than 1/8 inch vari ance between supports when the sensor is in place. If required, place the initial paving strip of the first lift constructed using an erected stringline referenced to established grade. When permitted, mixtures required to level isolated depressions may be placed without automatic screed control. Subsequent lifts may be constructed by use of the traveling reference plane, provided surface and grade tolerances are met on the previous lift. Only one grade sensor and the slope control device are necessary f or roadways with a normal crown on tangent alignment. Superelevated curves will require the use of two grade sensors and two erected stringlines to obtain proper grade and slope; however, when the automatic screed control device is equipped with a dial or other device which can be conveniently used to change the cross slope in small increments, superelevated curves may be constructed using this device and one erected stringline. After the initial paving strip of the first lift is finished and compacted, la y adjacent paving strips using an approved traveling reference plane.

502.08.2 3 Without Automatic Screed Control: When

permitted, pavers without automatic screed control may be used for pavement patching, pavement widening, paved drives and turnouts.

502.08.3 Hand Placemen t: When the use of mechanical finishing

equipment is not practical, the mix may be placed and finished by hand to When both outside edges of the paving strip being placed are flush with previously placed material, do not use the slope control device. A grade sensor is required for each side of the paver. In superelevated curves, the cross slope shall be changed from that specified for tangents to that specified for superelevation in gradual increments while the paver is in motion so a smooth transition in grade is obtained. This change in cross slope sha ll be accomplished within the transition distance specified. This is the minimum acceptable method and the contractor must meet or exceed current surface tolerance specifications.

502.08.2 2 Erected Stringline: Use the erected stringline

method in isolated areas a s directed by the engineer. This method may be used on the first lift of asphalt when the underlying new or reconstructed bases do not have grade control requirements. Equip pavers for roadway travel lanes with automatic screed and slope control devices when used with an erected stringline. An erected stringline shall consist of a piano wire or approved equal stretched between stakes set at no greater than 25 -foot intervals. Tension the stringline between supports so that there is less than 1/8 inch vari ance between supports when the sensor is in place. If required, place the initial paving strip of the first lift constructed using an erected stringline referenced to established grade. When permitted, mixtures required to level isolated depressions may be placed without automatic screed control. Subsequent lifts may be constructed by use of the traveling reference plane, provided surface and grade tolerances are met on the previous lift. Only one grade sensor and the slope control device are necessary f or roadways with a normal crown on tangent alignment. Superelevated curves will require the use of two grade sensors and two erected stringlines to obtain proper grade and slope; however, when the automatic screed control device is equipped with a dial or other device which can be conveniently used to change the cross slope in small increments, superelevated curves may be constructed using this device and one erected stringline. After the initial paving strip of the first lift is finished and compacted, la y adjacent paving strips using an approved traveling reference plane.

502.08.2 3 Without Automatic Screed Control: When

permitted, pavers without automatic screed control may be used for pavement patching, pavement widening, paved drives and turnouts.

502.08.3 Hand Placemen t: When the use of mechanical finishing

equipment is not practical, the mix may be placed and finished by hand to When both outside edges of the paving strip being placed are flush with previously placed material, do not use the slope control device. A grade sensor is required for each side of the paver. In superelevated curves, the cross slope shall be changed from that specified for tangents to that specified for superelevation in gradual increments while the paver is in motion so a smooth transition in grade is obtained. This change in cross slope sha ll be accomplished within the transition distance specified. This is the minimum acceptable method and the contractor must meet or exceed current surface tolerance specifications.

502.08.2 2 Erected Stringline: Use the erected stringline

method in isolated areas a s directed by the engineer. This method may be used on the first lift of asphalt when the underlying new or reconstructed bases do not have grade control requirements. Equip pavers for roadway travel lanes with automatic screed and slope control devices when used with an erected stringline. An erected stringline shall consist of a piano wire or approved equal stretched between stakes set at no greater than 25 -foot intervals. Tension the stringline between supports so that there is less than 1/8 inch vari ance between supports when the sensor is in place. If required, place the initial paving strip of the first lift constructed using an erected stringline referenced to established grade. When permitted, mixtures required to level isolated depressions may be placed without automatic screed control. Subsequent lifts may be constructed by use of the traveling reference plane, provided surface and grade tolerances are met on the previous lift. Only one grade sensor and the slope control device are necessary f or roadways with a normal crown on tangent alignment. Superelevated curves will require the use of two grade sensors and two erected stringlines to obtain proper grade and slope; however, when the automatic screed control device is equipped with a dial or other device which can be conveniently used to change the cross slope in small increments, superelevated curves may be constructed using this device and one erected stringline. After the initial paving strip of the first lift is finished and compacted, la y adjacent paving strips using an approved traveling reference plane.

502.08.2 3 Without Automatic Screed Control: When

permitted, pavers without automatic screed control may be used for pavement patching, pavement widening, paved drives and turnouts.

502.08.3 Hand Placemen t: When the use of mechanical finishing

equipment is not practical, the mix may be placed and finished by hand to the satisfaction of the engineer. During paving operations, material shall be thoroughly loosened and uniformly distributed. Material tha t has formed into lumps and does not break down readily will be rejected. Check the surface before rolling and correct irregularities.

502.09 Rolling and Compacti On.

502.09.1 General: After placement, uniformly compact mixture by

rolling while still hot, to a density that complies with Table 502 -5. If continuous roller operation is discontinued, move rollers to cooler areas of the mat where they will not leave surface indentations. T he use of steel wheel rollers in the vibratory mode, which result in excessive crushing of aggregate, will not be permitted. Utilize experienced operators when rolling the mixture using consistent rolling sequences and uniform methods to achieve specified density and smoothness. Uniformly overlap preceding passes of individual roller passes to ensure complete coverage of the paving area. Do not tear or crack the mat by varying the roller speed, amplitude, vibration frequency or other roller operation. Ope rate non -vibrating steel wheel rollers with drive wheels toward the paver. Correct any operation causing displacement, tearing or cracking of the mat. Prohibit use of equipment, which leaves tracks or indented areas that cannot be corrected in normal opera tions or fails to produce a satisfactory surface. Stop use of equipment resulting in accumulation of material and subsequent shedding of accumulated material into the mixture or onto the mat. Keep rollers of steel wheel rollers properly moistened without e xcess water to prevent adhesion of mixture to rollers. Maintain adequate heat for pneumatic tire rollers to prevent mix from adhering to tires. Operate the pneumatic tire roller at a contact pressure which will result in a uniform, tightly knit surface. Keep the pneumatic tire roller approximately 6 inches from unsupported edges of the paving strip; however, when an adjacent paving strip is down, overlap the adjacent paving strip approximately 6 inches. the satisfaction of the engineer. During paving operations, material shall be thoroughly loosened and uniformly distributed. Material tha t has formed into lumps and does not break down readily will be rejected. Check the surface before rolling and correct irregularities.

502.09 Rolling and Compacti On.

502.09.1 General: After placement, uniformly compact mixture by

rolling while still hot, to a density that complies with Table 502 -5. If continuous roller operation is discontinued, move rollers to cooler areas of the mat where they will not leave surface indentations. T he use of steel wheel rollers in the vibratory mode, which result in excessive crushing of aggregate, will not be permitted. Utilize experienced operators when rolling the mixture using consistent rolling sequences and uniform methods to achieve specified density and smoothness. Uniformly overlap preceding passes of individual roller passes to ensure complete coverage of the paving area. Do not tear or crack the mat by varying the roller speed, amplitude, vibration frequency or other roller operation. Ope rate non -vibrating steel wheel rollers with drive wheels toward the paver. Correct any operation causing displacement, tearing or cracking of the mat. Prohibit use of equipment, which leaves tracks or indented areas that cannot be corrected in normal opera tions or fails to produce a satisfactory surface. Stop use of equipment resulting in accumulation of material and subsequent shedding of accumulated material into the mixture or onto the mat. Keep rollers of steel wheel rollers properly moistened without e xcess water to prevent adhesion of mixture to rollers. Maintain adequate heat for pneumatic tire rollers to prevent mix from adhering to tires. Operate the pneumatic tire roller at a contact pressure which will result in a uniform, tightly knit surface. Keep the pneumatic tire roller approximately 6 inches from unsupported edges of the paving strip; however, when an adjacent paving strip is down, overlap the adjacent paving strip approximately 6 inches. the satisfaction of the engineer. During paving operations, material shall be thoroughly loosened and uniformly distributed. Material tha t has formed into lumps and does not break down readily will be rejected. Check the surface before rolling and correct irregularities.

502.09 Rolling and Compacti On.

502.09.1 General: After placement, uniformly compact mixture by

rolling while still hot, to a density that complies with Table 502 -5. If continuous roller operation is discontinued, move rollers to cooler areas of the mat where they will not leave surface indentations. T he use of steel wheel rollers in the vibratory mode, which result in excessive crushing of aggregate, will not be permitted. Utilize experienced operators when rolling the mixture using consistent rolling sequences and uniform methods to achieve specified density and smoothness. Uniformly overlap preceding passes of individual roller passes to ensure complete coverage of the paving area. Do not tear or crack the mat by varying the roller speed, amplitude, vibration frequency or other roller operation. Ope rate non -vibrating steel wheel rollers with drive wheels toward the paver. Correct any operation causing displacement, tearing or cracking of the mat. Prohibit use of equipment, which leaves tracks or indented areas that cannot be corrected in normal opera tions or fails to produce a satisfactory surface. Stop use of equipment resulting in accumulation of material and subsequent shedding of accumulated material into the mixture or onto the mat. Keep rollers of steel wheel rollers properly moistened without e xcess water to prevent adhesion of mixture to rollers. Maintain adequate heat for pneumatic tire rollers to prevent mix from adhering to tires. Operate the pneumatic tire roller at a contact pressure which will result in a uniform, tightly knit surface. Keep the pneumatic tire roller approximately 6 inches from unsupported edges of the paving strip; however, when an adjacent paving strip is down, overlap the adjacent paving strip approximately 6 inches. Vibratory rollers may be used provided they do not i mpair the stability of the pavement structure or underlying layers. Vibratory rollers shall not be used on the first lift of asphalt concrete placed over the asphalt treated drainage blanket. When mix is placed on newly constructed cement or lime stabili zed or treated layers, do not use vibratory rollers until base is approved by the engineer and not for at least 5 days after such stabilization or treatment. It is the responsibility of the contractor to determine the number, size, and type of rollers to s ufficiently compact the mixture to the specified density and surface smoothness. Ensure that the rolling equipment is capable of maintaining the pace of the paver and conforms to 503.16 . The surface of mixtures after compaction shall be smooth and true to cross slope and grade within the tolerances specified. Remove mixtures that become loose, broken, contaminated or otherwise defective and replace with fresh hot m ixture compacted to conform to the surrounding mixture. Excessive rippling of the mat surface will not be accepted. Ripples are small bumps in the pavement surface which usually appear in groups in a frequent and regular manner. No more than 12 ripples o r peaks will be allowed in any 100 -foot section. Rippling indicates a problem with the paving operation or mix that requires immediate corrective action by the contractor; otherwise cease operations. Correct unacceptable areas at no direct pay. After r olling, ensure that newly finished pavements have a uniform, tightly knit surface free of cracks, tears, roller marks or other deficiencies. Correct deficiencies at no direct pay and adjust operations to correct the problem. This may require the contract or to adjust the mix or furnish additional or different equipment.

502.09.2 Hand Compaction: Along forms, curbs, headers, walls

and at other places inaccessible to rollers, compact the mixture uniformly to the satisfaction of the engineer with approved hand tam pers or mechanical tampers, conforming to 503.17 .

502.10 ROADWAY LOT SIZES. A roadway lot is determined as mix

placed consecutively on the project from a specific JMF.

502.10.1 Mainline Mix Lot Sizes: The mainline sublot size is 7500

linear lane feet; the mainline lot is five sublots or 37,500 linear lane feet. Any project with less than 37,500 linear lane feet for any mix type is also defined as a lot. The final mainline lot size may be extended one sublot with the approval of the engineer. Vibratory rollers may be used provided they do not i mpair the stability of the pavement structure or underlying layers. Vibratory rollers shall not be used on the first lift of asphalt concrete placed over the asphalt treated drainage blanket. When mix is placed on newly constructed cement or lime stabili zed or treated layers, do not use vibratory rollers until base is approved by the engineer and not for at least 5 days after such stabilization or treatment. It is the responsibility of the contractor to determine the number, size, and type of rollers to s ufficiently compact the mixture to the specified density and surface smoothness. Ensure that the rolling equipment is capable of maintaining the pace of the paver and conforms to 503.16 . The surface of mixtures after compaction shall be smooth and true to cross slope and grade within the tolerances specified. Remove mixtures that become loose, broken, contaminated or otherwise defective and replace with fresh hot m ixture compacted to conform to the surrounding mixture. Excessive rippling of the mat surface will not be accepted. Ripples are small bumps in the pavement surface which usually appear in groups in a frequent and regular manner. No more than 12 ripples o r peaks will be allowed in any 100 -foot section. Rippling indicates a problem with the paving operation or mix that requires immediate corrective action by the contractor; otherwise cease operations. Correct unacceptable areas at no direct pay. After r olling, ensure that newly finished pavements have a uniform, tightly knit surface free of cracks, tears, roller marks or other deficiencies. Correct deficiencies at no direct pay and adjust operations to correct the problem. This may require the contract or to adjust the mix or furnish additional or different equipment.

502.09.2 Hand Compaction: Along forms, curbs, headers, walls

and at other places inaccessible to rollers, compact the mixture uniformly to the satisfaction of the engineer with approved hand tam pers or mechanical tampers, conforming to 503.17 .

502.10 ROADWAY LOT SIZES. A roadway lot is determined as mix

placed consecutively on the project from a specific JMF.

502.10.1 Mainline Mix Lot Sizes: The mainline sublot size is 7500

linear lane feet; the mainline lot is five sublots or 37,500 linear lane feet. Any project with less than 37,500 linear lane feet for any mix type is also defined as a lot. The final mainline lot size may be extended one sublot with the approval of the engineer. Vibratory rollers may be used provided they do not i mpair the stability of the pavement structure or underlying layers. Vibratory rollers shall not be used on the first lift of asphalt concrete placed over the asphalt treated drainage blanket. When mix is placed on newly constructed cement or lime stabili zed or treated layers, do not use vibratory rollers until base is approved by the engineer and not for at least 5 days after such stabilization or treatment. It is the responsibility of the contractor to determine the number, size, and type of rollers to s ufficiently compact the mixture to the specified density and surface smoothness. Ensure that the rolling equipment is capable of maintaining the pace of the paver and conforms to 503.16 . The surface of mixtures after compaction shall be smooth and true to cross slope and grade within the tolerances specified. Remove mixtures that become loose, broken, contaminated or otherwise defective and replace with fresh hot m ixture compacted to conform to the surrounding mixture. Excessive rippling of the mat surface will not be accepted. Ripples are small bumps in the pavement surface which usually appear in groups in a frequent and regular manner. No more than 12 ripples o r peaks will be allowed in any 100 -foot section. Rippling indicates a problem with the paving operation or mix that requires immediate corrective action by the contractor; otherwise cease operations. Correct unacceptable areas at no direct pay. After r olling, ensure that newly finished pavements have a uniform, tightly knit surface free of cracks, tears, roller marks or other deficiencies. Correct deficiencies at no direct pay and adjust operations to correct the problem. This may require the contract or to adjust the mix or furnish additional or different equipment.

502.09.2 Hand Compaction: Along forms, curbs, headers, walls

and at other places inaccessible to rollers, compact the mixture uniformly to the satisfaction of the engineer with approved hand tam pers or mechanical tampers, conforming to 503.17 .

502.10 ROADWAY LOT SIZES. A roadway lot is determined as mix

placed consecutively on the project from a specific JMF.

502.10.1 Mainline Mix Lot Sizes: The mainline sublot size is 7500

linear lane feet; the mainline lot is five sublots or 37,500 linear lane feet. Any project with less than 37,500 linear lane feet for any mix type is also defined as a lot. The final mainline lot size may be extended one sublot with the approval of the engineer. Vibratory rollers may be used provided they do not i mpair the stability of the pavement structure or underlying layers. Vibratory rollers shall not be used on the first lift of asphalt concrete placed over the asphalt treated drainage blanket. When mix is placed on newly constructed cement or lime stabili zed or treated layers, do not use vibratory rollers until base is approved by the engineer and not for at least 5 days after such stabilization or treatment. It is the responsibility of the contractor to determine the number, size, and type of rollers to s ufficiently compact the mixture to the specified density and surface smoothness. Ensure that the rolling equipment is capable of maintaining the pace of the paver and conforms to 503.16 . The surface of mixtures after compaction shall be smooth and true to cross slope and grade within the tolerances specified. Remove mixtures that become loose, broken, contaminated or otherwise defective and replace with fresh hot m ixture compacted to conform to the surrounding mixture. Excessive rippling of the mat surface will not be accepted. Ripples are small bumps in the pavement surface which usually appear in groups in a frequent and regular manner. No more than 12 ripples o r peaks will be allowed in any 100 -foot section. Rippling indicates a problem with the paving operation or mix that requires immediate corrective action by the contractor; otherwise cease operations. Correct unacceptable areas at no direct pay. After r olling, ensure that newly finished pavements have a uniform, tightly knit surface free of cracks, tears, roller marks or other deficiencies. Correct deficiencies at no direct pay and adjust operations to correct the problem. This may require the contract or to adjust the mix or furnish additional or different equipment.

502.09.2 Hand Compaction: Along forms, curbs, headers, walls

and at other places inaccessible to rollers, compact the mixture uniformly to the satisfaction of the engineer with approved hand tam pers or mechanical tampers, conforming to 503.17 .

502.10 ROADWAY LOT SIZES. A roadway lot is determined as mix

placed consecutively on the project from a specific JMF.

502.10.1 Mainline Mix Lot Sizes: The mainline sublot size is 7500

linear lane feet; the mainline lot is five sublots or 37,500 linear lane feet. Any project with less than 37,500 linear lane feet for any mix type is also defined as a lot. The final mainline lot size may be extended one sublot with the approval of the engineer.

502.10.2 Minor Mix: Minor mix lots will be defined as 1000 tons

delivered to the project by mix type. The following types should be kept in separate lots.

502.10.2 1 Vacant

502.10.2 2 Minor Lots with Density Requireme nt: Minor mix

lots with density requirements are 1000 tons. These include bike paths, crossovers, detour roads, parking lots, patching, widening, uniform leveling thicker than 1.5 inches, tapers, and shoulders paved independently which are less than 8 feet wide.

502.10.2 3 Minor Lots without Density Requirement: Minor

mix lots such as curbs, driveways, guardrail widening, islands, joint repair, spot leveling, medians, turnouts and < 4 feet shoulder paved with the mainline do not have density requirements. Make c ompaction effort to the satisfaction of the engineer. Lots are 1000 tons. For projects, or separate locations within a project, requiring less than 250 tons, the JMF, materials, and plant and paving operations shall be satisfactory to the engineer. Sampling and testing requirements may be modified by the engineer and the paymen t adjustment for deviations waived.

502.11 Roadway Acceptance.

Acceptance testing for pavement density and dimensional tolerances will be conducted on that portion of the lot placed on each contract. Acceptance testing for surface tolerance will be conducted u pon completion of mainline paving. Do not place asphalt concrete mixture exhibiting deficiencies such as segregation, contamination, lumps, non -uniform coating, excessive temperature variations, or other deficiencies apparent on visual inspection. Correct and/or replace at no direct pay any asphalt concrete mix exhibiting deficiencies, such as segregation, contamination, alignment deviations, variations in surface texture and appearance or other deficiencies, apparent on visual inspection. Poor constructio n practices such as handwork, improper truck exchanges, improper joint construction, or other deficiencies, apparent on visual inspection, will be corrected at no direct pay.

502.11.1 Density: Obtain pave ment samples from each sublot

within 24 hours after placem ent. When this falls on a day the contractor is not working, sampling will be done within 3 calendar days. Sample at locations determined by the PE using random number tables shown in DOTD S605.

502.10.2 Minor Mix: Minor mix lots will be defined as 1000 tons

delivered to the project by mix type. The following types should be kept in separate lots.

502.10.2 1 Vacant

502.10.2 2 Minor Lots with Density Requireme nt: Minor mix

lots with density requirements are 1000 tons. These include bike paths, crossovers, detour roads, parking lots, patching, widening, uniform leveling thicker than 1.5 inches, tapers, and shoulders paved independently which are less than 8 feet wide.

502.10.2 3 Minor Lots without Density Requirement: Minor

mix lots such as curbs, driveways, guardrail widening, islands, joint repair, spot leveling, medians, turnouts and < 4 feet shoulder paved with the mainline do not have density requirements. Make c ompaction effort to the satisfaction of the engineer. Lots are 1000 tons. For projects, or separate locations within a project, requiring less than 250 tons, the JMF, materials, and plant and paving operations shall be satisfactory to the engineer. Sampling and testing requirements may be modified by the engineer and the paymen t adjustment for deviations waived.

502.11 Roadway Acceptance.

Acceptance testing for pavement density and dimensional tolerances will be conducted on that portion of the lot placed on each contract. Acceptance testing for surface tolerance will be conducted u pon completion of mainline paving. Do not place asphalt concrete mixture exhibiting deficiencies such as segregation, contamination, lumps, non -uniform coating, excessive temperature variations, or other deficiencies apparent on visual inspection. Correct and/or replace at no direct pay any asphalt concrete mix exhibiting deficiencies, such as segregation, contamination, alignment deviations, variations in surface texture and appearance or other deficiencies, apparent on visual inspection. Poor constructio n practices such as handwork, improper truck exchanges, improper joint construction, or other deficiencies, apparent on visual inspection, will be corrected at no direct pay.

502.11.1 Density: Obtain pave ment samples from each sublot

within 24 hours after placem ent. When this falls on a day the contractor is not working, sampling will be done within 3 calendar days. Sample at locations determined by the PE using random number tables shown in DOTD S605.

502.10.2 Minor Mix: Minor mix lots will be defined as 1000 tons

delivered to the project by mix type. The following types should be kept in separate lots.

502.10.2 1 Vacant

502.10.2 2 Minor Lots with Density Requireme nt: Minor mix

lots with density requirements are 1000 tons. These include bike paths, crossovers, detour roads, parking lots, patching, widening, uniform leveling thicker than 1.5 inches, tapers, and shoulders paved independently which are less than 8 feet wide.

502.10.2 3 Minor Lots without Density Requirement: Minor

mix lots such as curbs, driveways, guardrail widening, islands, joint repair, spot leveling, medians, turnouts and < 4 feet shoulder paved with the mainline do not have density requirements. Make c ompaction effort to the satisfaction of the engineer. Lots are 1000 tons. For projects, or separate locations within a project, requiring less than 250 tons, the JMF, materials, and plant and paving operations shall be satisfactory to the engineer. Sampling and testing requirements may be modified by the engineer and the paymen t adjustment for deviations waived.

502.11 Roadway Acceptance.

Acceptance testing for pavement density and dimensional tolerances will be conducted on that portion of the lot placed on each contract. Acceptance testing for surface tolerance will be conducted u pon completion of mainline paving. Do not place asphalt concrete mixture exhibiting deficiencies such as segregation, contamination, lumps, non -uniform coating, excessive temperature variations, or other deficiencies apparent on visual inspection. Correct and/or replace at no direct pay any asphalt concrete mix exhibiting deficiencies, such as segregation, contamination, alignment deviations, variations in surface texture and appearance or other deficiencies, apparent on visual inspection. Poor constructio n practices such as handwork, improper truck exchanges, improper joint construction, or other deficiencies, apparent on visual inspection, will be corrected at no direct pay.

502.11.1 Density: Obtain pave ment samples from each sublot

within 24 hours after placem ent. When this falls on a day the contractor is not working, sampling will be done within 3 calendar days. Sample at locations determined by the PE using random number tables shown in DOTD S605.

502.10.2 Minor Mix: Minor mix lots will be defined as 1000 tons

delivered to the project by mix type. The following types should be kept in separate lots.

502.10.2 1 Vacant

502.10.2 2 Minor Lots with Density Requireme nt: Minor mix

lots with density requirements are 1000 tons. These include bike paths, crossovers, detour roads, parking lots, patching, widening, uniform leveling thicker than 1.5 inches, tapers, and shoulders paved independently which are less than 8 feet wide.

502.10.2 3 Minor Lots without Density Requirement: Minor

mix lots such as curbs, driveways, guardrail widening, islands, joint repair, spot leveling, medians, turnouts and < 4 feet shoulder paved with the mainline do not have density requirements. Make c ompaction effort to the satisfaction of the engineer. Lots are 1000 tons. For projects, or separate locations within a project, requiring less than 250 tons, the JMF, materials, and plant and paving operations shall be satisfactory to the engineer. Sampling and testing requirements may be modified by the engineer and the paymen t adjustment for deviations waived.

502.11 Roadway Acceptance.

Acceptance testing for pavement density and dimensional tolerances will be conducted on that portion of the lot placed on each contract. Acceptance testing for surface tolerance will be conducted u pon completion of mainline paving. Do not place asphalt concrete mixture exhibiting deficiencies such as segregation, contamination, lumps, non -uniform coating, excessive temperature variations, or other deficiencies apparent on visual inspection. Correct and/or replace at no direct pay any asphalt concrete mix exhibiting deficiencies, such as segregation, contamination, alignment deviations, variations in surface texture and appearance or other deficiencies, apparent on visual inspection. Poor constructio n practices such as handwork, improper truck exchanges, improper joint construction, or other deficiencies, apparent on visual inspection, will be corrected at no direct pay.

502.11.1 Density: Obtain pave ment samples from each sublot

within 24 hours after placem ent. When this falls on a day the contractor is not working, sampling will be done within 3 calendar days. Sample at locations determined by the PE using random number tables shown in DOTD S605.

502.10.2 Minor Mix: Minor mix lots will be defined as 1000 tons

delivered to the project by mix type. The following types should be kept in separate lots.

502.10.2 1 Vacant

502.10.2 2 Minor Lots with Density Requireme nt: Minor mix

lots with density requirements are 1000 tons. These include bike paths, crossovers, detour roads, parking lots, patching, widening, uniform leveling thicker than 1.5 inches, tapers, and shoulders paved independently which are less than 8 feet wide.

502.10.2 3 Minor Lots without Density Requirement: Minor

mix lots such as curbs, driveways, guardrail widening, islands, joint repair, spot leveling, medians, turnouts and < 4 feet shoulder paved with the mainline do not have density requirements. Make c ompaction effort to the satisfaction of the engineer. Lots are 1000 tons. For projects, or separate locations within a project, requiring less than 250 tons, the JMF, materials, and plant and paving operations shall be satisfactory to the engineer. Sampling and testing requirements may be modified by the engineer and the paymen t adjustment for deviations waived.

502.11 Roadway Acceptance.

Acceptance testing for pavement density and dimensional tolerances will be conducted on that portion of the lot placed on each contract. Acceptance testing for surface tolerance will be conducted u pon completion of mainline paving. Do not place asphalt concrete mixture exhibiting deficiencies such as segregation, contamination, lumps, non -uniform coating, excessive temperature variations, or other deficiencies apparent on visual inspection. Correct and/or replace at no direct pay any asphalt concrete mix exhibiting deficiencies, such as segregation, contamination, alignment deviations, variations in surface texture and appearance or other deficiencies, apparent on visual inspection. Poor constructio n practices such as handwork, improper truck exchanges, improper joint construction, or other deficiencies, apparent on visual inspection, will be corrected at no direct pay.

502.11.1 Density: Obtain pave ment samples from each sublot

within 24 hours after placem ent. When this falls on a day the contractor is not working, sampling will be done within 3 calendar days. Sample at locations determined by the PE using random number tables shown in DOTD S605.

502.10.2 Minor Mix: Minor mix lots will be defined as 1000 tons

delivered to the project by mix type. The following types should be kept in separate lots.

502.10.2 1 Vacant

502.10.2 2 Minor Lots with Density Requireme nt: Minor mix

lots with density requirements are 1000 tons. These include bike paths, crossovers, detour roads, parking lots, patching, widening, uniform leveling thicker than 1.5 inches, tapers, and shoulders paved independently which are less than 8 feet wide.

502.10.2 3 Minor Lots without Density Requirement: Minor

mix lots such as curbs, driveways, guardrail widening, islands, joint repair, spot leveling, medians, turnouts and < 4 feet shoulder paved with the mainline do not have density requirements. Make c ompaction effort to the satisfaction of the engineer. Lots are 1000 tons. For projects, or separate locations within a project, requiring less than 250 tons, the JMF, materials, and plant and paving operations shall be satisfactory to the engineer. Sampling and testing requirements may be modified by the engineer and the paymen t adjustment for deviations waived.

502.11 Roadway Acceptance.

Acceptance testing for pavement density and dimensional tolerances will be conducted on that portion of the lot placed on each contract. Acceptance testing for surface tolerance will be conducted u pon completion of mainline paving. Do not place asphalt concrete mixture exhibiting deficiencies such as segregation, contamination, lumps, non -uniform coating, excessive temperature variations, or other deficiencies apparent on visual inspection. Correct and/or replace at no direct pay any asphalt concrete mix exhibiting deficiencies, such as segregation, contamination, alignment deviations, variations in surface texture and appearance or other deficiencies, apparent on visual inspection. Poor constructio n practices such as handwork, improper truck exchanges, improper joint construction, or other deficiencies, apparent on visual inspection, will be corrected at no direct pay.

502.11.1 Density: Obtain pave ment samples from each sublot

within 24 hours after placem ent. When this falls on a day the contractor is not working, sampling will be done within 3 calendar days. Sample at locations determined by the PE using random number tables shown in DOTD S605.

502.10.2 Minor Mix: Minor mix lots will be defined as 1000 tons

delivered to the project by mix type. The following types should be kept in separate lots.

502.10.2 1 Vacant

502.10.2 2 Minor Lots with Density Requireme nt: Minor mix

lots with density requirements are 1000 tons. These include bike paths, crossovers, detour roads, parking lots, patching, widening, uniform leveling thicker than 1.5 inches, tapers, and shoulders paved independently which are less than 8 feet wide.

502.10.2 3 Minor Lots without Density Requirement: Minor

mix lots such as curbs, driveways, guardrail widening, islands, joint repair, spot leveling, medians, turnouts and < 4 feet shoulder paved with the mainline do not have density requirements. Make c ompaction effort to the satisfaction of the engineer. Lots are 1000 tons. For projects, or separate locations within a project, requiring less than 250 tons, the JMF, materials, and plant and paving operations shall be satisfactory to the engineer. Sampling and testing requirements may be modified by the engineer and the paymen t adjustment for deviations waived.

502.11 Roadway Acceptance.

Acceptance testing for pavement density and dimensional tolerances will be conducted on that portion of the lot placed on each contract. Acceptance testing for surface tolerance will be conducted u pon completion of mainline paving. Do not place asphalt concrete mixture exhibiting deficiencies such as segregation, contamination, lumps, non -uniform coating, excessive temperature variations, or other deficiencies apparent on visual inspection. Correct and/or replace at no direct pay any asphalt concrete mix exhibiting deficiencies, such as segregation, contamination, alignment deviations, variations in surface texture and appearance or other deficiencies, apparent on visual inspection. Poor constructio n practices such as handwork, improper truck exchanges, improper joint construction, or other deficiencies, apparent on visual inspection, will be corrected at no direct pay.

502.11.1 Density: Obtain pave ment samples from each sublot

within 24 hours after placem ent. When this falls on a day the contractor is not working, sampling will be done within 3 calendar days. Sample at locations determined by the PE using random number tables shown in DOTD S605. When the sa mpling location deter mined by random sampling falls within areas that are to be replaced or within 18 inches of the unsuppor ted pavement edge, anoth er random sampling location will be used. Ta k e cores, approximately 6 inches in diameter, with an approved core drill. Furnish samples cut from the completed work. Replace removed pavement with hot or cold mixture and refinished during the work day coring is performed at no additional pay. Sa mple in the presence of the engineer’s representative. Do not use cores less than 1 3/8 inches thick for payment deter mination. For transport by parties other than DOTD representatives, ensure that the cores are individually wrapped, sea led, signed, and dated by the DOTD inspector or representative using an approved method. Any evidence of tampering with the core will result in the cores being rejecte d and additional pavement samples being required. The engineer or his representative will transport cores in approved transport containers. When allowed, the contractor or third party will transport in an approved, locked transport container. Divide the 7500 -linear -lane-foot sublot into three segments of 2500 linear feet each. Obtain one acceptance core from each segment for a total of three cores. Take a verification core randomly from the 7500 -linear -foot sublot. Take a resolution core randomly from the 7500 -linear -foot sublot. There are five 7500 -foot sublots for each 37,500 linear foot lot. For each lot, there are a total of 15 acceptance cores, 5 verification cores and 5 resolution cores. For project lots bet ween 2500 and 5000 linear feet, take two acceptance cores per sublot. Projects having less than 2500 linear feet will require 3 cores. Sampling for projects with less than 250 tons may be modified by the Project Engineer.

502.11.1 1 Testing of Roadway Cores (Metho d 1): The

District Laboratory will calculate the density of each acceptance roadway core using the G mb of the core and the representative maximum specific gravity, G mm, in accordance with 502.05 . The density requirement for each lot is sh o wn in Table 502-5. Cores will be retained for a period of 10 days after density is reported.

502.11.1 2 Testing of Roadway Cores (Method 2)

Contractor’s Testing of Roadway Cores in Acceptance Decision: With proven plant production consistency, and when recommended by the District Laboratory Engineer and approved by the Materials Engineer, contractor may request to be allowed to sample and test roadway cores for acceptance at no cost to the Department in lieu of District Laboratory acceptance testing. Density calculations for each When the sa mpling location deter mined by random sampling falls within areas that are to be replaced or within 18 inches of the unsuppor ted pavement edge, anoth er random sampling location will be used. Ta k e cores, approximately 6 inches in diameter, with an approved core drill. Furnish samples cut from the completed work. Replace removed pavement with hot or cold mixture and refinished during the work day coring is performed at no additional pay. Sa mple in the presence of the engineer’s representative. Do not use cores less than 1 3/8 inches thick for payment deter mination. For transport by parties other than DOTD representatives, ensure that the cores are individually wrapped, sea led, signed, and dated by the DOTD inspector or representative using an approved method. Any evidence of tampering with the core will result in the cores being rejecte d and additional pavement samples being required. The engineer or his representative will transport cores in approved transport containers. When allowed, the contractor or third party will transport in an approved, locked transport container. Divide the 7500 -linear -lane-foot sublot into three segments of 2500 linear feet each. Obtain one acceptance core from each segment for a total of three cores. Take a verification core randomly from the 7500 -linear -foot sublot. Take a resolution core randomly from the 7500 -linear -foot sublot. There are five 7500 -foot sublots for each 37,500 linear foot lot. For each lot, there are a total of 15 acceptance cores, 5 verification cores and 5 resolution cores. For project lots bet ween 2500 and 5000 linear feet, take two acceptance cores per sublot. Projects having less than 2500 linear feet will require 3 cores. Sampling for projects with less than 250 tons may be modified by the Project Engineer.

502.11.1 1 Testing of Roadway Cores (Metho d 1): The

District Laboratory will calculate the density of each acceptance roadway core using the G mb of the core and the representative maximum specific gravity, G mm, in accordance with 502.05 . The density requirement for each lot is sh o wn in Table 502-5. Cores will be retained for a period of 10 days after density is reported.

502.11.1 2 Testing of Roadway Cores (Method 2)

Contractor’s Testing of Roadway Cores in Acceptance Decision: With proven plant production consistency, and when recommended by the District Laboratory Engineer and approved by the Materials Engineer, contractor may request to be allowed to sample and test roadway cores for acceptance at no cost to the Department in lieu of District Laboratory acceptance testing. Density calculations for each When the sa mpling location deter mined by random sampling falls within areas that are to be replaced or within 18 inches of the unsuppor ted pavement edge, anoth er random sampling location will be used. Ta k e cores, approximately 6 inches in diameter, with an approved core drill. Furnish samples cut from the completed work. Replace removed pavement with hot or cold mixture and refinished during the work day coring is performed at no additional pay. Sa mple in the presence of the engineer’s representative. Do not use cores less than 1 3/8 inches thick for payment deter mination. For transport by parties other than DOTD representatives, ensure that the cores are individually wrapped, sea led, signed, and dated by the DOTD inspector or representative using an approved method. Any evidence of tampering with the core will result in the cores being rejecte d and additional pavement samples being required. The engineer or his representative will transport cores in approved transport containers. When allowed, the contractor or third party will transport in an approved, locked transport container. Divide the 7500 -linear -lane-foot sublot into three segments of 2500 linear feet each. Obtain one acceptance core from each segment for a total of three cores. Take a verification core randomly from the 7500 -linear -foot sublot. Take a resolution core randomly from the 7500 -linear -foot sublot. There are five 7500 -foot sublots for each 37,500 linear foot lot. For each lot, there are a total of 15 acceptance cores, 5 verification cores and 5 resolution cores. For project lots bet ween 2500 and 5000 linear feet, take two acceptance cores per sublot. Projects having less than 2500 linear feet will require 3 cores. Sampling for projects with less than 250 tons may be modified by the Project Engineer.

502.11.1 1 Testing of Roadway Cores (Metho d 1): The

District Laboratory will calculate the density of each acceptance roadway core using the G mb of the core and the representative maximum specific gravity, G mm, in accordance with 502.05 . The density requirement for each lot is sh o wn in Table 502-5. Cores will be retained for a period of 10 days after density is reported.

502.11.1 2 Testing of Roadway Cores (Method 2)

Contractor’s Testing of Roadway Cores in Acceptance Decision: With proven plant production consistency, and when recommended by the District Laboratory Engineer and approved by the Materials Engineer, contractor may request to be allowed to sample and test roadway cores for acceptance at no cost to the Department in lieu of District Laboratory acceptance testing. Density calculations for each acceptance roadway and verification core will utilize the G mb of the core and the representative maximum specific gravity, G mm as determined in accordance with 502.05 . Refer to 502.11.1 for core responsibility. The District Laboratory roadway lot verification will be based on a means comparison between th e District Laboratory verification average and the contractor acceptance average for each lot. If the means comparison produces a difference, use the resolution cores for pay determination. The Department will send the resolution cores to a certified Ind ependent Assurance (IA) laboratory to determine pay in accordance with 502.11.1.5 . For Method 2 : The plant production consistency will be determined as follows: The Department will continuously monitor plant data and roadway data b y JMF, by plant, by contractor. Plant data will be monitored in accordance with 502.06 . Roadway data will be monitored using statistical methods comparing means and variances (F and t) tests. Continued use of Method 2 is allowed unless the plant or roadway data fail to verify with data set of a minimum of 45 contractor acceptance tests and 15 DOTD verification tests results, and it is determined by the DLE and In dependent Assurance team that the contractor’s production data meets requirements. If the F and t test fail an investigation shall be conducted by the IA team. If the contractor data after F and t analysis is performed and is found to be error, DOTD acc eptance testing of roadway cores will resume and independent accredited laboratory could be required for plant testing at no cost to the Department until such time as the problem is identified and resolved.

502.11.1 3 “Minor with Density” Requirements: For Method

1: When density is specified in Table 502 -5, the roadway inspector will identify core locations to be cut by the contractor. The District Laboratory will test three cores for density every 1000 tons per mix type placed per roadway sampling procedure mentio ned above and pay in accordance with Table 502 -7. The District Laboratory will calculate the density of each roadway core using the G mb of the core and the representative maximum specific gravity, G mm, in accordance with 502.05 . For Method 2 : The contractor will perform acceptance test per above method. Table 502 -7 is used to compute pay.

502.11.1 4 Minor Mix without Density: This minor mix shall

have a neat, uniform app earance and be compacted by methods to the satisfaction of the engineer. Collect one loose mix specimen, from roadway, per project, for G mm verification.

502.11.1 5 Verification : One core will be selected every 7500

acceptance roadway and verification core will utilize the G mb of the core and the representative maximum specific gravity, G mm as determined in accordance with 502.05 . Refer to 502.11.1 for core responsibility. The District Laboratory roadway lot verification will be based on a means comparison between th e District Laboratory verification average and the contractor acceptance average for each lot. If the means comparison produces a difference, use the resolution cores for pay determination. The Department will send the resolution cores to a certified Ind ependent Assurance (IA) laboratory to determine pay in accordance with 502.11.1.5 . For Method 2 : The plant production consistency will be determined as follows: The Department will continuously monitor plant data and roadway data b y JMF, by plant, by contractor. Plant data will be monitored in accordance with 502.06 . Roadway data will be monitored using statistical methods comparing means and variances (F and t) tests. Continued use of Method 2 is allowed unless the plant or roadway data fail to verify with data set of a minimum of 45 contractor acceptance tests and 15 DOTD verification tests results, and it is determined by the DLE and In dependent Assurance team that the contractor’s production data meets requirements. If the F and t test fail an investigation shall be conducted by the IA team. If the contractor data after F and t analysis is performed and is found to be error, DOTD acc eptance testing of roadway cores will resume and independent accredited laboratory could be required for plant testing at no cost to the Department until such time as the problem is identified and resolved.

502.11.1 3 “Minor with Density” Requirements: For Method

1: When density is specified in Table 502 -5, the roadway inspector will identify core locations to be cut by the contractor. The District Laboratory will test three cores for density every 1000 tons per mix type placed per roadway sampling procedure mentio ned above and pay in accordance with Table 502 -7. The District Laboratory will calculate the density of each roadway core using the G mb of the core and the representative maximum specific gravity, G mm, in accordance with 502.05 . For Method 2 : The contractor will perform acceptance test per above method. Table 502 -7 is used to compute pay.

502.11.1 4 Minor Mix without Density: This minor mix shall

have a neat, uniform app earance and be compacted by methods to the satisfaction of the engineer. Collect one loose mix specimen, from roadway, per project, for G mm verification.

502.11.1 5 Verification : One core will be selected every 7500

acceptance roadway and verification core will utilize the G mb of the core and the representative maximum specific gravity, G mm as determined in accordance with 502.05 . Refer to 502.11.1 for core responsibility. The District Laboratory roadway lot verification will be based on a means comparison between th e District Laboratory verification average and the contractor acceptance average for each lot. If the means comparison produces a difference, use the resolution cores for pay determination. The Department will send the resolution cores to a certified Ind ependent Assurance (IA) laboratory to determine pay in accordance with 502.11.1.5 . For Method 2 : The plant production consistency will be determined as follows: The Department will continuously monitor plant data and roadway data b y JMF, by plant, by contractor. Plant data will be monitored in accordance with 502.06 . Roadway data will be monitored using statistical methods comparing means and variances (F and t) tests. Continued use of Method 2 is allowed unless the plant or roadway data fail to verify with data set of a minimum of 45 contractor acceptance tests and 15 DOTD verification tests results, and it is determined by the DLE and In dependent Assurance team that the contractor’s production data meets requirements. If the F and t test fail an investigation shall be conducted by the IA team. If the contractor data after F and t analysis is performed and is found to be error, DOTD acc eptance testing of roadway cores will resume and independent accredited laboratory could be required for plant testing at no cost to the Department until such time as the problem is identified and resolved.

502.11.1 3 “Minor with Density” Requirements: For Method

1: When density is specified in Table 502 -5, the roadway inspector will identify core locations to be cut by the contractor. The District Laboratory will test three cores for density every 1000 tons per mix type placed per roadway sampling procedure mentio ned above and pay in accordance with Table 502 -7. The District Laboratory will calculate the density of each roadway core using the G mb of the core and the representative maximum specific gravity, G mm, in accordance with 502.05 . For Method 2 : The contractor will perform acceptance test per above method. Table 502 -7 is used to compute pay.

502.11.1 4 Minor Mix without Density: This minor mix shall

have a neat, uniform app earance and be compacted by methods to the satisfaction of the engineer. Collect one loose mix specimen, from roadway, per project, for G mm verification.

502.11.1 5 Verification : One core will be selected every 7500

acceptance roadway and verification core will utilize the G mb of the core and the representative maximum specific gravity, G mm as determined in accordance with 502.05 . Refer to 502.11.1 for core responsibility. The District Laboratory roadway lot verification will be based on a means comparison between th e District Laboratory verification average and the contractor acceptance average for each lot. If the means comparison produces a difference, use the resolution cores for pay determination. The Department will send the resolution cores to a certified Ind ependent Assurance (IA) laboratory to determine pay in accordance with 502.11.1.5 . For Method 2 : The plant production consistency will be determined as follows: The Department will continuously monitor plant data and roadway data b y JMF, by plant, by contractor. Plant data will be monitored in accordance with 502.06 . Roadway data will be monitored using statistical methods comparing means and variances (F and t) tests. Continued use of Method 2 is allowed unless the plant or roadway data fail to verify with data set of a minimum of 45 contractor acceptance tests and 15 DOTD verification tests results, and it is determined by the DLE and In dependent Assurance team that the contractor’s production data meets requirements. If the F and t test fail an investigation shall be conducted by the IA team. If the contractor data after F and t analysis is performed and is found to be error, DOTD acc eptance testing of roadway cores will resume and independent accredited laboratory could be required for plant testing at no cost to the Department until such time as the problem is identified and resolved.

502.11.1 3 “Minor with Density” Requirements: For Method

1: When density is specified in Table 502 -5, the roadway inspector will identify core locations to be cut by the contractor. The District Laboratory will test three cores for density every 1000 tons per mix type placed per roadway sampling procedure mentio ned above and pay in accordance with Table 502 -7. The District Laboratory will calculate the density of each roadway core using the G mb of the core and the representative maximum specific gravity, G mm, in accordance with 502.05 . For Method 2 : The contractor will perform acceptance test per above method. Table 502 -7 is used to compute pay.

502.11.1 4 Minor Mix without Density: This minor mix shall

have a neat, uniform app earance and be compacted by methods to the satisfaction of the engineer. Collect one loose mix specimen, from roadway, per project, for G mm verification.

502.11.1 5 Verification : One core will be selected every 7500

linear lane feet and will be evaluated by either Method 1 or Method 2 in accordance with 502.11.1.1 .

502.11.1 6 Resolution One core from each 7500 linear lane feet

of placed mix will be chosen at random and will be double sealed, signed by both contractor and Department’s certified inspectors in accordance with the Quality Assurance Manual as required or for documentation. Th e resolution core will be tested at a certified IA laboratory as described in the QA manual.

502.12 Surface Tolerance Eq Uipment, Quality

CONTROL, ACCEPTANCE, MEASUREMENT AND PAY MENT ADJUSTMENT. Measure the top two lifts of the mainline travel lanes with an ap proved inertial profiler. Maintain record of intermediate measures of smoothness quality as described herein. Final acceptance will be based on the last measurement taken on the final wearing course of the travel lanes. Measurement of the center two lanes will be required for airports. Constantly monitor equipment, materials, and processes to ensure that surface tolerance requirements are met.

502.12.1 Equipment: For longitudinal surface tolerance quality

control testing and acceptance testing on mainline wearin g and binder courses, furnish and use a DOTD certified inertial profiler. Certified profilers will have a DOTD decal indicating the date of certification and profiler system parameter settings. Measure longitudinal surface profile in inches per mile in ac cordance with DOTD TR 644 and report as the International Roughness Index (IRI). Verify the profiler system parameter settings before each run. Demonstrate the daily set up procedure and pre -operation tests in accordance with the manufacturer's procedures and DOTD TR 644. Ensure that a copy of the manufacturer's setup, pre -operation, and general operating procedures for measuring surface tolerance are available at all times during measurement. For transverse quality control testing and for longitudinal q uality control testing for wearing course on bike paths, detour roads, parking lots, and shoulders; furnish and use an approved 10 -foot metal static straight -edge and electronic or static level. Profiler system parameter settings shall be verified before and during each run by the DOTD inspector. For transverse, cross slope and grade testing, furnish a 10 -foot metal static straightedge and electronic or static level for Department use. linear lane feet and will be evaluated by either Method 1 or Method 2 in accordance with 502.11.1.1 .

502.11.1 6 Resolution One core from each 7500 linear lane feet

of placed mix will be chosen at random and will be double sealed, signed by both contractor and Department’s certified inspectors in accordance with the Quality Assurance Manual as required or for documentation. Th e resolution core will be tested at a certified IA laboratory as described in the QA manual.

502.12 Surface Tolerance Eq Uipment, Quality

CONTROL, ACCEPTANCE, MEASUREMENT AND PAY MENT ADJUSTMENT. Measure the top two lifts of the mainline travel lanes with an ap proved inertial profiler. Maintain record of intermediate measures of smoothness quality as described herein. Final acceptance will be based on the last measurement taken on the final wearing course of the travel lanes. Measurement of the center two lanes will be required for airports. Constantly monitor equipment, materials, and processes to ensure that surface tolerance requirements are met.

502.12.1 Equipment: For longitudinal surface tolerance quality

control testing and acceptance testing on mainline wearin g and binder courses, furnish and use a DOTD certified inertial profiler. Certified profilers will have a DOTD decal indicating the date of certification and profiler system parameter settings. Measure longitudinal surface profile in inches per mile in ac cordance with DOTD TR 644 and report as the International Roughness Index (IRI). Verify the profiler system parameter settings before each run. Demonstrate the daily set up procedure and pre -operation tests in accordance with the manufacturer's procedures and DOTD TR 644. Ensure that a copy of the manufacturer's setup, pre -operation, and general operating procedures for measuring surface tolerance are available at all times during measurement. For transverse quality control testing and for longitudinal q uality control testing for wearing course on bike paths, detour roads, parking lots, and shoulders; furnish and use an approved 10 -foot metal static straight -edge and electronic or static level. Profiler system parameter settings shall be verified before and during each run by the DOTD inspector. For transverse, cross slope and grade testing, furnish a 10 -foot metal static straightedge and electronic or static level for Department use. linear lane feet and will be evaluated by either Method 1 or Method 2 in accordance with 502.11.1.1 .

502.11.1 6 Resolution One core from each 7500 linear lane feet

of placed mix will be chosen at random and will be double sealed, signed by both contractor and Department’s certified inspectors in accordance with the Quality Assurance Manual as required or for documentation. Th e resolution core will be tested at a certified IA laboratory as described in the QA manual.

502.12 Surface Tolerance Eq Uipment, Quality

CONTROL, ACCEPTANCE, MEASUREMENT AND PAY MENT ADJUSTMENT. Measure the top two lifts of the mainline travel lanes with an ap proved inertial profiler. Maintain record of intermediate measures of smoothness quality as described herein. Final acceptance will be based on the last measurement taken on the final wearing course of the travel lanes. Measurement of the center two lanes will be required for airports. Constantly monitor equipment, materials, and processes to ensure that surface tolerance requirements are met.

502.12.1 Equipment: For longitudinal surface tolerance quality

control testing and acceptance testing on mainline wearin g and binder courses, furnish and use a DOTD certified inertial profiler. Certified profilers will have a DOTD decal indicating the date of certification and profiler system parameter settings. Measure longitudinal surface profile in inches per mile in ac cordance with DOTD TR 644 and report as the International Roughness Index (IRI). Verify the profiler system parameter settings before each run. Demonstrate the daily set up procedure and pre -operation tests in accordance with the manufacturer's procedures and DOTD TR 644. Ensure that a copy of the manufacturer's setup, pre -operation, and general operating procedures for measuring surface tolerance are available at all times during measurement. For transverse quality control testing and for longitudinal q uality control testing for wearing course on bike paths, detour roads, parking lots, and shoulders; furnish and use an approved 10 -foot metal static straight -edge and electronic or static level. Profiler system parameter settings shall be verified before and during each run by the DOTD inspector. For transverse, cross slope and grade testing, furnish a 10 -foot metal static straightedge and electronic or static level for Department use. linear lane feet and will be evaluated by either Method 1 or Method 2 in accordance with 502.11.1.1 .

502.11.1 6 Resolution One core from each 7500 linear lane feet

of placed mix will be chosen at random and will be double sealed, signed by both contractor and Department’s certified inspectors in accordance with the Quality Assurance Manual as required or for documentation. Th e resolution core will be tested at a certified IA laboratory as described in the QA manual.

502.12 Surface Tolerance Eq Uipment, Quality

CONTROL, ACCEPTANCE, MEASUREMENT AND PAY MENT ADJUSTMENT. Measure the top two lifts of the mainline travel lanes with an ap proved inertial profiler. Maintain record of intermediate measures of smoothness quality as described herein. Final acceptance will be based on the last measurement taken on the final wearing course of the travel lanes. Measurement of the center two lanes will be required for airports. Constantly monitor equipment, materials, and processes to ensure that surface tolerance requirements are met.

502.12.1 Equipment: For longitudinal surface tolerance quality

control testing and acceptance testing on mainline wearin g and binder courses, furnish and use a DOTD certified inertial profiler. Certified profilers will have a DOTD decal indicating the date of certification and profiler system parameter settings. Measure longitudinal surface profile in inches per mile in ac cordance with DOTD TR 644 and report as the International Roughness Index (IRI). Verify the profiler system parameter settings before each run. Demonstrate the daily set up procedure and pre -operation tests in accordance with the manufacturer's procedures and DOTD TR 644. Ensure that a copy of the manufacturer's setup, pre -operation, and general operating procedures for measuring surface tolerance are available at all times during measurement. For transverse quality control testing and for longitudinal q uality control testing for wearing course on bike paths, detour roads, parking lots, and shoulders; furnish and use an approved 10 -foot metal static straight -edge and electronic or static level. Profiler system parameter settings shall be verified before and during each run by the DOTD inspector. For transverse, cross slope and grade testing, furnish a 10 -foot metal static straightedge and electronic or static level for Department use.

502.12.2 Longitudinal Smoothness Quality Control: Within 7

calendar days of p lacement, for mainline wearing and binder courses, run the certified profiler. View the raw data with ProVAL to determine IRI and to view Profilograph Simulation for each wheelpath. Make corrections to operation and/or mixture to ensure that the overall ride and individual bump requirements are met. Correct all individual bumps which are more than 1/4 inch as identified on Profilograph Simulation or when tested with a 10-foot metal static straightedge. Ensure that the following quality requirements are m et: Produce IRI which meets the requirements for 100 percent pay in accordance with Table 502 -8. Continued surface tolerance penalties are not allowed. Correct all individual bumps which are more than 1/4 inch when tested with a 10 -foot metal static straig htedge. Utilize the Profilograph Simulation on ProVAL to help identify these bumps. Correct ripples to the satisfaction of the engineer. Report Profilograph Simulation for areas with 12 or more small, regular bumps in a 100 -foot section or for any areas in question. Minor mixes shall comply with Table 502 -5. For minor mixes, use the 10-foot metal static straightedge to check for conformance to specifications.

502.12.3 Transverse Smoothness, Cross Slope, and Grade:

The Department will test the surface of the bin der and wearing courses at selected locations for conformance to the surface tolerance requirements of this subsection and Table 502 -5. Make corrections as directed in accordance with 502.12.4 .

502.12.3 1 Transverse Smoothness: Areas with surface

deviations in excess of specification limits shall be isolated and corrected in accordance with 502.12.4 . Control the transverse surface finish.

502.12.3 2 Cross Slope: When the plans require the section to be

constructed to a specified cross slope, take measurements at selected locations using a stringline, a slo pe board, an electronic or static level mounted on a 10 -foot metal static straightedge, or other comparable device. Control the cross slope for each lane to comply with the tolerances shown in Table 502 -5. Make corrections in accordance with 502.12.4 .

502.12.3 3 Grade: When the plans require the pavement to be

constructed to a speci fied profile grade, test for conformance at selected locations, using a stringline or other comparable device. Control grade variations so that the tolerances shown in Table 502 -5 are not exceeded. Grade tolerances shall apply to only one longitudinal li ne, such as the

502.12.2 Longitudinal Smoothness Quality Control: Within 7

calendar days of p lacement, for mainline wearing and binder courses, run the certified profiler. View the raw data with ProVAL to determine IRI and to view Profilograph Simulation for each wheelpath. Make corrections to operation and/or mixture to ensure that the overall ride and individual bump requirements are met. Correct all individual bumps which are more than 1/4 inch as identified on Profilograph Simulation or when tested with a 10-foot metal static straightedge. Ensure that the following quality requirements are m et: Produce IRI which meets the requirements for 100 percent pay in accordance with Table 502 -8. Continued surface tolerance penalties are not allowed. Correct all individual bumps which are more than 1/4 inch when tested with a 10 -foot metal static straig htedge. Utilize the Profilograph Simulation on ProVAL to help identify these bumps. Correct ripples to the satisfaction of the engineer. Report Profilograph Simulation for areas with 12 or more small, regular bumps in a 100 -foot section or for any areas in question. Minor mixes shall comply with Table 502 -5. For minor mixes, use the 10-foot metal static straightedge to check for conformance to specifications.

502.12.3 Transverse Smoothness, Cross Slope, and Grade:

The Department will test the surface of the bin der and wearing courses at selected locations for conformance to the surface tolerance requirements of this subsection and Table 502 -5. Make corrections as directed in accordance with 502.12.4 .

502.12.3 1 Transverse Smoothness: Areas with surface

deviations in excess of specification limits shall be isolated and corrected in accordance with 502.12.4 . Control the transverse surface finish.

502.12.3 2 Cross Slope: When the plans require the section to be

constructed to a specified cross slope, take measurements at selected locations using a stringline, a slo pe board, an electronic or static level mounted on a 10 -foot metal static straightedge, or other comparable device. Control the cross slope for each lane to comply with the tolerances shown in Table 502 -5. Make corrections in accordance with 502.12.4 .

502.12.3 3 Grade: When the plans require the pavement to be

constructed to a speci fied profile grade, test for conformance at selected locations, using a stringline or other comparable device. Control grade variations so that the tolerances shown in Table 502 -5 are not exceeded. Grade tolerances shall apply to only one longitudinal li ne, such as the

502.12.2 Longitudinal Smoothness Quality Control: Within 7

calendar days of p lacement, for mainline wearing and binder courses, run the certified profiler. View the raw data with ProVAL to determine IRI and to view Profilograph Simulation for each wheelpath. Make corrections to operation and/or mixture to ensure that the overall ride and individual bump requirements are met. Correct all individual bumps which are more than 1/4 inch as identified on Profilograph Simulation or when tested with a 10-foot metal static straightedge. Ensure that the following quality requirements are m et: Produce IRI which meets the requirements for 100 percent pay in accordance with Table 502 -8. Continued surface tolerance penalties are not allowed. Correct all individual bumps which are more than 1/4 inch when tested with a 10 -foot metal static straig htedge. Utilize the Profilograph Simulation on ProVAL to help identify these bumps. Correct ripples to the satisfaction of the engineer. Report Profilograph Simulation for areas with 12 or more small, regular bumps in a 100 -foot section or for any areas in question. Minor mixes shall comply with Table 502 -5. For minor mixes, use the 10-foot metal static straightedge to check for conformance to specifications.

502.12.3 Transverse Smoothness, Cross Slope, and Grade:

The Department will test the surface of the bin der and wearing courses at selected locations for conformance to the surface tolerance requirements of this subsection and Table 502 -5. Make corrections as directed in accordance with 502.12.4 .

502.12.3 1 Transverse Smoothness: Areas with surface

deviations in excess of specification limits shall be isolated and corrected in accordance with 502.12.4 . Control the transverse surface finish.

502.12.3 2 Cross Slope: When the plans require the section to be

constructed to a specified cross slope, take measurements at selected locations using a stringline, a slo pe board, an electronic or static level mounted on a 10 -foot metal static straightedge, or other comparable device. Control the cross slope for each lane to comply with the tolerances shown in Table 502 -5. Make corrections in accordance with 502.12.4 .

502.12.3 3 Grade: When the plans require the pavement to be

constructed to a speci fied profile grade, test for conformance at selected locations, using a stringline or other comparable device. Control grade variations so that the tolerances shown in Table 502 -5 are not exceeded. Grade tolerances shall apply to only one longitudinal li ne, such as the

502.12.2 Longitudinal Smoothness Quality Control: Within 7

calendar days of p lacement, for mainline wearing and binder courses, run the certified profiler. View the raw data with ProVAL to determine IRI and to view Profilograph Simulation for each wheelpath. Make corrections to operation and/or mixture to ensure that the overall ride and individual bump requirements are met. Correct all individual bumps which are more than 1/4 inch as identified on Profilograph Simulation or when tested with a 10-foot metal static straightedge. Ensure that the following quality requirements are m et: Produce IRI which meets the requirements for 100 percent pay in accordance with Table 502 -8. Continued surface tolerance penalties are not allowed. Correct all individual bumps which are more than 1/4 inch when tested with a 10 -foot metal static straig htedge. Utilize the Profilograph Simulation on ProVAL to help identify these bumps. Correct ripples to the satisfaction of the engineer. Report Profilograph Simulation for areas with 12 or more small, regular bumps in a 100 -foot section or for any areas in question. Minor mixes shall comply with Table 502 -5. For minor mixes, use the 10-foot metal static straightedge to check for conformance to specifications.

502.12.3 Transverse Smoothness, Cross Slope, and Grade:

The Department will test the surface of the bin der and wearing courses at selected locations for conformance to the surface tolerance requirements of this subsection and Table 502 -5. Make corrections as directed in accordance with 502.12.4 .

502.12.3 1 Transverse Smoothness: Areas with surface

deviations in excess of specification limits shall be isolated and corrected in accordance with 502.12.4 . Control the transverse surface finish.

502.12.3 2 Cross Slope: When the plans require the section to be

constructed to a specified cross slope, take measurements at selected locations using a stringline, a slo pe board, an electronic or static level mounted on a 10 -foot metal static straightedge, or other comparable device. Control the cross slope for each lane to comply with the tolerances shown in Table 502 -5. Make corrections in accordance with 502.12.4 .

502.12.3 3 Grade: When the plans require the pavement to be

constructed to a speci fied profile grade, test for conformance at selected locations, using a stringline or other comparable device. Control grade variations so that the tolerances shown in Table 502 -5 are not exceeded. Grade tolerances shall apply to only one longitudinal li ne, such as the

502.12.2 Longitudinal Smoothness Quality Control: Within 7

calendar days of p lacement, for mainline wearing and binder courses, run the certified profiler. View the raw data with ProVAL to determine IRI and to view Profilograph Simulation for each wheelpath. Make corrections to operation and/or mixture to ensure that the overall ride and individual bump requirements are met. Correct all individual bumps which are more than 1/4 inch as identified on Profilograph Simulation or when tested with a 10-foot metal static straightedge. Ensure that the following quality requirements are m et: Produce IRI which meets the requirements for 100 percent pay in accordance with Table 502 -8. Continued surface tolerance penalties are not allowed. Correct all individual bumps which are more than 1/4 inch when tested with a 10 -foot metal static straig htedge. Utilize the Profilograph Simulation on ProVAL to help identify these bumps. Correct ripples to the satisfaction of the engineer. Report Profilograph Simulation for areas with 12 or more small, regular bumps in a 100 -foot section or for any areas in question. Minor mixes shall comply with Table 502 -5. For minor mixes, use the 10-foot metal static straightedge to check for conformance to specifications.

502.12.3 Transverse Smoothness, Cross Slope, and Grade:

The Department will test the surface of the bin der and wearing courses at selected locations for conformance to the surface tolerance requirements of this subsection and Table 502 -5. Make corrections as directed in accordance with 502.12.4 .

502.12.3 1 Transverse Smoothness: Areas with surface

deviations in excess of specification limits shall be isolated and corrected in accordance with 502.12.4 . Control the transverse surface finish.

502.12.3 2 Cross Slope: When the plans require the section to be

constructed to a specified cross slope, take measurements at selected locations using a stringline, a slo pe board, an electronic or static level mounted on a 10 -foot metal static straightedge, or other comparable device. Control the cross slope for each lane to comply with the tolerances shown in Table 502 -5. Make corrections in accordance with 502.12.4 .

502.12.3 3 Grade: When the plans require the pavement to be

constructed to a speci fied profile grade, test for conformance at selected locations, using a stringline or other comparable device. Control grade variations so that the tolerances shown in Table 502 -5 are not exceeded. Grade tolerances shall apply to only one longitudinal li ne, such as the

502.12.2 Longitudinal Smoothness Quality Control: Within 7

calendar days of p lacement, for mainline wearing and binder courses, run the certified profiler. View the raw data with ProVAL to determine IRI and to view Profilograph Simulation for each wheelpath. Make corrections to operation and/or mixture to ensure that the overall ride and individual bump requirements are met. Correct all individual bumps which are more than 1/4 inch as identified on Profilograph Simulation or when tested with a 10-foot metal static straightedge. Ensure that the following quality requirements are m et: Produce IRI which meets the requirements for 100 percent pay in accordance with Table 502 -8. Continued surface tolerance penalties are not allowed. Correct all individual bumps which are more than 1/4 inch when tested with a 10 -foot metal static straig htedge. Utilize the Profilograph Simulation on ProVAL to help identify these bumps. Correct ripples to the satisfaction of the engineer. Report Profilograph Simulation for areas with 12 or more small, regular bumps in a 100 -foot section or for any areas in question. Minor mixes shall comply with Table 502 -5. For minor mixes, use the 10-foot metal static straightedge to check for conformance to specifications.

502.12.3 Transverse Smoothness, Cross Slope, and Grade:

The Department will test the surface of the bin der and wearing courses at selected locations for conformance to the surface tolerance requirements of this subsection and Table 502 -5. Make corrections as directed in accordance with 502.12.4 .

502.12.3 1 Transverse Smoothness: Areas with surface

deviations in excess of specification limits shall be isolated and corrected in accordance with 502.12.4 . Control the transverse surface finish.

502.12.3 2 Cross Slope: When the plans require the section to be

constructed to a specified cross slope, take measurements at selected locations using a stringline, a slo pe board, an electronic or static level mounted on a 10 -foot metal static straightedge, or other comparable device. Control the cross slope for each lane to comply with the tolerances shown in Table 502 -5. Make corrections in accordance with 502.12.4 .

502.12.3 3 Grade: When the plans require the pavement to be

constructed to a speci fied profile grade, test for conformance at selected locations, using a stringline or other comparable device. Control grade variations so that the tolerances shown in Table 502 -5 are not exceeded. Grade tolerances shall apply to only one longitudinal li ne, such as the centerline or outside edge of pavement. Make corrections in accordance with 502.1 2.4.

502.12.4 Correction of Deficient Areas: Correct areas as required

in 502.12.2 and those not meeting Table 502 -5, and Table 502 -8. Correct wearing and binder courses by grinding. In lieu of grinding, the Project Engineer may penalize the contractor $800 per area of small individual bumps, and/or per “Ri pple” as defined in 502.12.2 .

502.12.4 1 Deficiencies in Mainline Wearing Course:

Correct deficiencies in the final wearing course by removing and replacing mixture, or by diamond grinding or other approved device across the lane and applying a light tack coat, or by furnishing and placing a supplemental layer of wearing course mixture at least 1 1/2 inches compacted thickness for the full width of the roadway meeting specification requirements at no direct pay. If the supplemental layer does not meet specification requirements to the satisfaction of the engineer, remove and replace or correct it by other methods approved by the engineer. For areas that will not be improved by grinding such as minor dips, extreme vertical curves, areas with < 1/4 inch bump as measured with a 10 feet metal static straight edge, the engineer may waive th e requirement to grind.

502.12.4 2 Deficiencies in Mainline Binder Courses: Correct

deficiencies in binder course: longitudinal, transverse, cross slope, and grade to meet specification requirements at no direct pay. Make corrections before subsequent courses are co nstructed.

502.12.4 3 Deficiencies in Minor Mixes: Correct deficiencies

in minor mixes by diamond grinding or approved method at the project engineer’s direction.

502.12.5 Surface Tolerance Acceptance: Measure the top two

lifts of the mainline travel lanes with an appro ved inertial profiler. Final acceptance will be based on the last measurement taken on the final wearing course of the travel lanes. Measurement of the center two lanes will be required for airports.

502.12.5 1 Longitudinal Surface Tolerance Acceptance:

Measure surf ace tolerance at the completion of the project and after all corrections have been made or at an approved portion of the project in accordance with 502.12.2 . Measure the mainline wearing course continuously from start to finish in the direction of travel. The measurement shall be performed by the contractor in the presence o f a centerline or outside edge of pavement. Make corrections in accordance with 502.1 2.4.

502.12.4 Correction of Deficient Areas: Correct areas as required

in 502.12.2 and those not meeting Table 502 -5, and Table 502 -8. Correct wearing and binder courses by grinding. In lieu of grinding, the Project Engineer may penalize the contractor $800 per area of small individual bumps, and/or per “Ri pple” as defined in 502.12.2 .

502.12.4 1 Deficiencies in Mainline Wearing Course:

Correct deficiencies in the final wearing course by removing and replacing mixture, or by diamond grinding or other approved device across the lane and applying a light tack coat, or by furnishing and placing a supplemental layer of wearing course mixture at least 1 1/2 inches compacted thickness for the full width of the roadway meeting specification requirements at no direct pay. If the supplemental layer does not meet specification requirements to the satisfaction of the engineer, remove and replace or correct it by other methods approved by the engineer. For areas that will not be improved by grinding such as minor dips, extreme vertical curves, areas with < 1/4 inch bump as measured with a 10 feet metal static straight edge, the engineer may waive th e requirement to grind.

502.12.4 2 Deficiencies in Mainline Binder Courses: Correct

deficiencies in binder course: longitudinal, transverse, cross slope, and grade to meet specification requirements at no direct pay. Make corrections before subsequent courses are co nstructed.

502.12.4 3 Deficiencies in Minor Mixes: Correct deficiencies

in minor mixes by diamond grinding or approved method at the project engineer’s direction.

502.12.5 Surface Tolerance Acceptance: Measure the top two

lifts of the mainline travel lanes with an appro ved inertial profiler. Final acceptance will be based on the last measurement taken on the final wearing course of the travel lanes. Measurement of the center two lanes will be required for airports.

502.12.5 1 Longitudinal Surface Tolerance Acceptance:

Measure surf ace tolerance at the completion of the project and after all corrections have been made or at an approved portion of the project in accordance with 502.12.2 . Measure the mainline wearing course continuously from start to finish in the direction of travel. The measurement shall be performed by the contractor in the presence o f a centerline or outside edge of pavement. Make corrections in accordance with 502.1 2.4.

502.12.4 Correction of Deficient Areas: Correct areas as required

in 502.12.2 and those not meeting Table 502 -5, and Table 502 -8. Correct wearing and binder courses by grinding. In lieu of grinding, the Project Engineer may penalize the contractor $800 per area of small individual bumps, and/or per “Ri pple” as defined in 502.12.2 .

502.12.4 1 Deficiencies in Mainline Wearing Course:

Correct deficiencies in the final wearing course by removing and replacing mixture, or by diamond grinding or other approved device across the lane and applying a light tack coat, or by furnishing and placing a supplemental layer of wearing course mixture at least 1 1/2 inches compacted thickness for the full width of the roadway meeting specification requirements at no direct pay. If the supplemental layer does not meet specification requirements to the satisfaction of the engineer, remove and replace or correct it by other methods approved by the engineer. For areas that will not be improved by grinding such as minor dips, extreme vertical curves, areas with < 1/4 inch bump as measured with a 10 feet metal static straight edge, the engineer may waive th e requirement to grind.

502.12.4 2 Deficiencies in Mainline Binder Courses: Correct

deficiencies in binder course: longitudinal, transverse, cross slope, and grade to meet specification requirements at no direct pay. Make corrections before subsequent courses are co nstructed.

502.12.4 3 Deficiencies in Minor Mixes: Correct deficiencies

in minor mixes by diamond grinding or approved method at the project engineer’s direction.

502.12.5 Surface Tolerance Acceptance: Measure the top two

lifts of the mainline travel lanes with an appro ved inertial profiler. Final acceptance will be based on the last measurement taken on the final wearing course of the travel lanes. Measurement of the center two lanes will be required for airports.

502.12.5 1 Longitudinal Surface Tolerance Acceptance:

Measure surf ace tolerance at the completion of the project and after all corrections have been made or at an approved portion of the project in accordance with 502.12.2 . Measure the mainline wearing course continuously from start to finish in the direction of travel. The measurement shall be performed by the contractor in the presence o f a centerline or outside edge of pavement. Make corrections in accordance with 502.1 2.4.

502.12.4 Correction of Deficient Areas: Correct areas as required

in 502.12.2 and those not meeting Table 502 -5, and Table 502 -8. Correct wearing and binder courses by grinding. In lieu of grinding, the Project Engineer may penalize the contractor $800 per area of small individual bumps, and/or per “Ri pple” as defined in 502.12.2 .

502.12.4 1 Deficiencies in Mainline Wearing Course:

Correct deficiencies in the final wearing course by removing and replacing mixture, or by diamond grinding or other approved device across the lane and applying a light tack coat, or by furnishing and placing a supplemental layer of wearing course mixture at least 1 1/2 inches compacted thickness for the full width of the roadway meeting specification requirements at no direct pay. If the supplemental layer does not meet specification requirements to the satisfaction of the engineer, remove and replace or correct it by other methods approved by the engineer. For areas that will not be improved by grinding such as minor dips, extreme vertical curves, areas with < 1/4 inch bump as measured with a 10 feet metal static straight edge, the engineer may waive th e requirement to grind.

502.12.4 2 Deficiencies in Mainline Binder Courses: Correct

deficiencies in binder course: longitudinal, transverse, cross slope, and grade to meet specification requirements at no direct pay. Make corrections before subsequent courses are co nstructed.

502.12.4 3 Deficiencies in Minor Mixes: Correct deficiencies

in minor mixes by diamond grinding or approved method at the project engineer’s direction.

502.12.5 Surface Tolerance Acceptance: Measure the top two

lifts of the mainline travel lanes with an appro ved inertial profiler. Final acceptance will be based on the last measurement taken on the final wearing course of the travel lanes. Measurement of the center two lanes will be required for airports.

502.12.5 1 Longitudinal Surface Tolerance Acceptance:

Measure surf ace tolerance at the completion of the project and after all corrections have been made or at an approved portion of the project in accordance with 502.12.2 . Measure the mainline wearing course continuously from start to finish in the direction of travel. The measurement shall be performed by the contractor in the presence o f a centerline or outside edge of pavement. Make corrections in accordance with 502.1 2.4.

502.12.4 Correction of Deficient Areas: Correct areas as required

in 502.12.2 and those not meeting Table 502 -5, and Table 502 -8. Correct wearing and binder courses by grinding. In lieu of grinding, the Project Engineer may penalize the contractor $800 per area of small individual bumps, and/or per “Ri pple” as defined in 502.12.2 .

502.12.4 1 Deficiencies in Mainline Wearing Course:

Correct deficiencies in the final wearing course by removing and replacing mixture, or by diamond grinding or other approved device across the lane and applying a light tack coat, or by furnishing and placing a supplemental layer of wearing course mixture at least 1 1/2 inches compacted thickness for the full width of the roadway meeting specification requirements at no direct pay. If the supplemental layer does not meet specification requirements to the satisfaction of the engineer, remove and replace or correct it by other methods approved by the engineer. For areas that will not be improved by grinding such as minor dips, extreme vertical curves, areas with < 1/4 inch bump as measured with a 10 feet metal static straight edge, the engineer may waive th e requirement to grind.

502.12.4 2 Deficiencies in Mainline Binder Courses: Correct

deficiencies in binder course: longitudinal, transverse, cross slope, and grade to meet specification requirements at no direct pay. Make corrections before subsequent courses are co nstructed.

502.12.4 3 Deficiencies in Minor Mixes: Correct deficiencies

in minor mixes by diamond grinding or approved method at the project engineer’s direction.

502.12.5 Surface Tolerance Acceptance: Measure the top two

lifts of the mainline travel lanes with an appro ved inertial profiler. Final acceptance will be based on the last measurement taken on the final wearing course of the travel lanes. Measurement of the center two lanes will be required for airports.

502.12.5 1 Longitudinal Surface Tolerance Acceptance:

Measure surf ace tolerance at the completion of the project and after all corrections have been made or at an approved portion of the project in accordance with 502.12.2 . Measure the mainline wearing course continuously from start to finish in the direction of travel. The measurement shall be performed by the contractor in the presence o f a centerline or outside edge of pavement. Make corrections in accordance with 502.1 2.4.

502.12.4 Correction of Deficient Areas: Correct areas as required

in 502.12.2 and those not meeting Table 502 -5, and Table 502 -8. Correct wearing and binder courses by grinding. In lieu of grinding, the Project Engineer may penalize the contractor $800 per area of small individual bumps, and/or per “Ri pple” as defined in 502.12.2 .

502.12.4 1 Deficiencies in Mainline Wearing Course:

Correct deficiencies in the final wearing course by removing and replacing mixture, or by diamond grinding or other approved device across the lane and applying a light tack coat, or by furnishing and placing a supplemental layer of wearing course mixture at least 1 1/2 inches compacted thickness for the full width of the roadway meeting specification requirements at no direct pay. If the supplemental layer does not meet specification requirements to the satisfaction of the engineer, remove and replace or correct it by other methods approved by the engineer. For areas that will not be improved by grinding such as minor dips, extreme vertical curves, areas with < 1/4 inch bump as measured with a 10 feet metal static straight edge, the engineer may waive th e requirement to grind.

502.12.4 2 Deficiencies in Mainline Binder Courses: Correct

deficiencies in binder course: longitudinal, transverse, cross slope, and grade to meet specification requirements at no direct pay. Make corrections before subsequent courses are co nstructed.

502.12.4 3 Deficiencies in Minor Mixes: Correct deficiencies

in minor mixes by diamond grinding or approved method at the project engineer’s direction.

502.12.5 Surface Tolerance Acceptance: Measure the top two

lifts of the mainline travel lanes with an appro ved inertial profiler. Final acceptance will be based on the last measurement taken on the final wearing course of the travel lanes. Measurement of the center two lanes will be required for airports.

502.12.5 1 Longitudinal Surface Tolerance Acceptance:

Measure surf ace tolerance at the completion of the project and after all corrections have been made or at an approved portion of the project in accordance with 502.12.2 . Measure the mainline wearing course continuously from start to finish in the direction of travel. The measurement shall be performed by the contractor in the presence o f a centerline or outside edge of pavement. Make corrections in accordance with 502.1 2.4.

502.12.4 Correction of Deficient Areas: Correct areas as required

in 502.12.2 and those not meeting Table 502 -5, and Table 502 -8. Correct wearing and binder courses by grinding. In lieu of grinding, the Project Engineer may penalize the contractor $800 per area of small individual bumps, and/or per “Ri pple” as defined in 502.12.2 .

502.12.4 1 Deficiencies in Mainline Wearing Course:

Correct deficiencies in the final wearing course by removing and replacing mixture, or by diamond grinding or other approved device across the lane and applying a light tack coat, or by furnishing and placing a supplemental layer of wearing course mixture at least 1 1/2 inches compacted thickness for the full width of the roadway meeting specification requirements at no direct pay. If the supplemental layer does not meet specification requirements to the satisfaction of the engineer, remove and replace or correct it by other methods approved by the engineer. For areas that will not be improved by grinding such as minor dips, extreme vertical curves, areas with < 1/4 inch bump as measured with a 10 feet metal static straight edge, the engineer may waive th e requirement to grind.

502.12.4 2 Deficiencies in Mainline Binder Courses: Correct

deficiencies in binder course: longitudinal, transverse, cross slope, and grade to meet specification requirements at no direct pay. Make corrections before subsequent courses are co nstructed.

502.12.4 3 Deficiencies in Minor Mixes: Correct deficiencies

in minor mixes by diamond grinding or approved method at the project engineer’s direction.

502.12.5 Surface Tolerance Acceptance: Measure the top two

lifts of the mainline travel lanes with an appro ved inertial profiler. Final acceptance will be based on the last measurement taken on the final wearing course of the travel lanes. Measurement of the center two lanes will be required for airports.

502.12.5 1 Longitudinal Surface Tolerance Acceptance:

Measure surf ace tolerance at the completion of the project and after all corrections have been made or at an approved portion of the project in accordance with 502.12.2 . Measure the mainline wearing course continuously from start to finish in the direction of travel. The measurement shall be performed by the contractor in the presence o f a Department representative. The measurement may also be made by the Materials and Testing Section, or by a private company approved by the Department. Report one IRI measurement in inches per mile for the entire project. A stand -alone pay adjustment fa ctor will be determined in accordance with 502.15 . Place a start and stop mark at the beginning and end of each travel lane so that measurements can be rerun by t he Department if needed. Interim measurements of a portion may be allowed, with approval of the engineer, as follows:

502.12.5 2 Exclusions: The final IRI measurement shall be taken

in entirety, without exclusions. The Department will then review the profile report obtained for each lane of the mainline wearing course. In special cases or e xtenuating circumstances, the engineer may isolate or exclude sections of the profile. These include the following:

502.12.5 2 Exclusions: The final IRI measurement shall be taken

in entirety, without exclusions. The Department will then review the profile report obtained for each lane of the mainline wearing course. In special cases or e xtenuating circumstances, the engineer may isolate or exclude sections of the profile. These include the following:

502.12.6 Surface Tolerance Measurement: Measure and report

the average IRI of each wheel path of each mainline lane in inches per mile and reach mainline lane prorated for the entire project. The theoretical quantity is co mputed by using the total length of lanes, the plan thickness, and the plan width, excluding shoulders and minor mixes. Adjust the tons as necessary affected represented for each mainline travel lane.

502.12.7 Payment Adjustment for Surface Tolerance: Apply a

percent payment adjustment for the quantity of tons represented in each land of the mainline wearing course. This pay adjustment is in addition to pay adjustments for density as described in 502.15.2 . For mainline wearing course, a separate pay adjustment for surface tolerance measured on the mainline wearing cours e based on Table 502 -8 shall apply. Apply the adjustment to the theoretical lane quantity and contract unit price.

502.13 DIMENSIONAL REQUIREM ENTS. Ensure that mixtures

conform to the following dimensional requirements only. No other acceptance tests will be required for these mixtures. Over -thickness and over-width will be accepted at no direct pay.

502.13.1 Thickness: For mixture specified for payment on cubic

yard or square yard basis, thickness of mixtures will be determined by the Department in accordance wit h DOTD TR 602. Under -thickness shall not exceed 1/4 inch.

502.12.6 Surface Tolerance Measurement: Measure and report

the average IRI of each wheel path of each mainline lane in inches per mile and reach mainline lane prorated for the entire project. The theoretical quantity is co mputed by using the total length of lanes, the plan thickness, and the plan width, excluding shoulders and minor mixes. Adjust the tons as necessary affected represented for each mainline travel lane.

502.12.7 Payment Adjustment for Surface Tolerance: Apply a

percent payment adjustment for the quantity of tons represented in each land of the mainline wearing course. This pay adjustment is in addition to pay adjustments for density as described in 502.15.2 . For mainline wearing course, a separate pay adjustment for surface tolerance measured on the mainline wearing cours e based on Table 502 -8 shall apply. Apply the adjustment to the theoretical lane quantity and contract unit price.

502.13 DIMENSIONAL REQUIREM ENTS. Ensure that mixtures

conform to the following dimensional requirements only. No other acceptance tests will be required for these mixtures. Over -thickness and over-width will be accepted at no direct pay.

502.13.1 Thickness: For mixture specified for payment on cubic

yard or square yard basis, thickness of mixtures will be determined by the Department in accordance wit h DOTD TR 602. Under -thickness shall not exceed 1/4 inch.

502.12.6 Surface Tolerance Measurement: Measure and report

the average IRI of each wheel path of each mainline lane in inches per mile and reach mainline lane prorated for the entire project. The theoretical quantity is co mputed by using the total length of lanes, the plan thickness, and the plan width, excluding shoulders and minor mixes. Adjust the tons as necessary affected represented for each mainline travel lane.

502.12.7 Payment Adjustment for Surface Tolerance: Apply a

percent payment adjustment for the quantity of tons represented in each land of the mainline wearing course. This pay adjustment is in addition to pay adjustments for density as described in 502.15.2 . For mainline wearing course, a separate pay adjustment for surface tolerance measured on the mainline wearing cours e based on Table 502 -8 shall apply. Apply the adjustment to the theoretical lane quantity and contract unit price.

502.13 DIMENSIONAL REQUIREM ENTS. Ensure that mixtures

conform to the following dimensional requirements only. No other acceptance tests will be required for these mixtures. Over -thickness and over-width will be accepted at no direct pay.

502.13.1 Thickness: For mixture specified for payment on cubic

yard or square yard basis, thickness of mixtures will be determined by the Department in accordance wit h DOTD TR 602. Under -thickness shall not exceed 1/4 inch.

502.12.6 Surface Tolerance Measurement: Measure and report

the average IRI of each wheel path of each mainline lane in inches per mile and reach mainline lane prorated for the entire project. The theoretical quantity is co mputed by using the total length of lanes, the plan thickness, and the plan width, excluding shoulders and minor mixes. Adjust the tons as necessary affected represented for each mainline travel lane.

502.12.7 Payment Adjustment for Surface Tolerance: Apply a

percent payment adjustment for the quantity of tons represented in each land of the mainline wearing course. This pay adjustment is in addition to pay adjustments for density as described in 502.15.2 . For mainline wearing course, a separate pay adjustment for surface tolerance measured on the mainline wearing cours e based on Table 502 -8 shall apply. Apply the adjustment to the theoretical lane quantity and contract unit price.

502.13 DIMENSIONAL REQUIREM ENTS. Ensure that mixtures

conform to the following dimensional requirements only. No other acceptance tests will be required for these mixtures. Over -thickness and over-width will be accepted at no direct pay.

502.13.1 Thickness: For mixture specified for payment on cubic

yard or square yard basis, thickness of mixtures will be determined by the Department in accordance wit h DOTD TR 602. Under -thickness shall not exceed 1/4 inch.

502.12.6 Surface Tolerance Measurement: Measure and report

the average IRI of each wheel path of each mainline lane in inches per mile and reach mainline lane prorated for the entire project. The theoretical quantity is co mputed by using the total length of lanes, the plan thickness, and the plan width, excluding shoulders and minor mixes. Adjust the tons as necessary affected represented for each mainline travel lane.

502.12.7 Payment Adjustment for Surface Tolerance: Apply a

percent payment adjustment for the quantity of tons represented in each land of the mainline wearing course. This pay adjustment is in addition to pay adjustments for density as described in 502.15.2 . For mainline wearing course, a separate pay adjustment for surface tolerance measured on the mainline wearing cours e based on Table 502 -8 shall apply. Apply the adjustment to the theoretical lane quantity and contract unit price.

502.13 DIMENSIONAL REQUIREM ENTS. Ensure that mixtures

conform to the following dimensional requirements only. No other acceptance tests will be required for these mixtures. Over -thickness and over-width will be accepted at no direct pay.

502.13.1 Thickness: For mixture specified for payment on cubic

yard or square yard basis, thickness of mixtures will be determined by the Department in accordance wit h DOTD TR 602. Under -thickness shall not exceed 1/4 inch. Correct area under -thickness in excess of 1/4 inch to plan thickness at no direct pay. Furnishing and placing additional mixture in accordance with

502.12.4 1 . Correct excess es of 1/2 inch for category D, Table 502 -8. When

grade adjustments do not permit placing additional mixture, remove the deficient under -thickness area and replace at no additional pay. For mixtures specified for payment on a per ton basis, thickness of mixtures will be determined by the plans, Table 502 -6, and that agreed to with the Project Engineer. Under thickness shall not exceed 1/2 inch. Removal and replacement of deficient under -thickness area(s) or other approved remediation agreed to by the Pr oject Engineer will be at no direct pay.

502.13.2 Width: The width of completed courses will be determined

in accordance with DOTD TR 602. Correct under -widths by furnishing and placing additional mixture to a minimum width of 1 foot and plan thickness at no direct pay.

502.14 MEASUREMENT. Measure asphalt concrete by the ton of 2,000

pounds from printed weights as provided in Section 503 . Provide stamped printer tickets with each truckload of material delivered denoting JM F number and plant tonnage. Material lost, wasted, rejected or applied contrary to specifications will not be measured for payment. Estimated quantities of asphalt concrete shown on the plans are based on 110 lb/sq yd/inch thickness. The measured quantit y of asphalt mixtures will be multiplied by the following adjustment factors to obtain the pay quantity. Theoretical Maximum Specific Gravity, (G mm) (DOTD TR 327) Adjustment Factor 2.340 - 2.360 1.02 2.361 - 2.399 1.01 2.400 - 2.540 1.00 2.541 - 2.570 0.99 2.571 - 2.590 0.98 The adjustment factor for mixtures with theoretical maximum specific gravities less than 2.340 or more than 2.590 will be determined by the following formulas: Theoretical maximum specific gravity less than 2.340: Correct area under -thickness in excess of 1/4 inch to plan thickness at no direct pay. Furnishing and placing additional mixture in accordance with

502.12.4 1 . Correct excess es of 1/2 inch for category D, Table 502 -8. When

grade adjustments do not permit placing additional mixture, remove the deficient under -thickness area and replace at no additional pay. For mixtures specified for payment on a per ton basis, thickness of mixtures will be determined by the plans, Table 502 -6, and that agreed to with the Project Engineer. Under thickness shall not exceed 1/2 inch. Removal and replacement of deficient under -thickness area(s) or other approved remediation agreed to by the Pr oject Engineer will be at no direct pay.

502.13.2 Width: The width of completed courses will be determined

in accordance with DOTD TR 602. Correct under -widths by furnishing and placing additional mixture to a minimum width of 1 foot and plan thickness at no direct pay.

502.14 MEASUREMENT. Measure asphalt concrete by the ton of 2,000

pounds from printed weights as provided in Section 503 . Provide stamped printer tickets with each truckload of material delivered denoting JM F number and plant tonnage. Material lost, wasted, rejected or applied contrary to specifications will not be measured for payment. Estimated quantities of asphalt concrete shown on the plans are based on 110 lb/sq yd/inch thickness. The measured quantit y of asphalt mixtures will be multiplied by the following adjustment factors to obtain the pay quantity. Theoretical Maximum Specific Gravity, (G mm) (DOTD TR 327) Adjustment Factor 2.340 - 2.360 1.02 2.361 - 2.399 1.01 2.400 - 2.540 1.00 2.541 - 2.570 0.99 2.571 - 2.590 0.98 The adjustment factor for mixtures with theoretical maximum specific gravities less than 2.340 or more than 2.590 will be determined by the following formulas: Theoretical maximum specific gravity less than 2.340: Correct area under -thickness in excess of 1/4 inch to plan thickness at no direct pay. Furnishing and placing additional mixture in accordance with

502.12.4 1 . Correct excess es of 1/2 inch for category D, Table 502 -8. When

grade adjustments do not permit placing additional mixture, remove the deficient under -thickness area and replace at no additional pay. For mixtures specified for payment on a per ton basis, thickness of mixtures will be determined by the plans, Table 502 -6, and that agreed to with the Project Engineer. Under thickness shall not exceed 1/2 inch. Removal and replacement of deficient under -thickness area(s) or other approved remediation agreed to by the Pr oject Engineer will be at no direct pay.

502.13.2 Width: The width of completed courses will be determined

in accordance with DOTD TR 602. Correct under -widths by furnishing and placing additional mixture to a minimum width of 1 foot and plan thickness at no direct pay.

502.14 MEASUREMENT. Measure asphalt concrete by the ton of 2,000

pounds from printed weights as provided in Section 503 . Provide stamped printer tickets with each truckload of material delivered denoting JM F number and plant tonnage. Material lost, wasted, rejected or applied contrary to specifications will not be measured for payment. Estimated quantities of asphalt concrete shown on the plans are based on 110 lb/sq yd/inch thickness. The measured quantit y of asphalt mixtures will be multiplied by the following adjustment factors to obtain the pay quantity. Theoretical Maximum Specific Gravity, (G mm) (DOTD TR 327) Adjustment Factor 2.340 - 2.360 1.02 2.361 - 2.399 1.01 2.400 - 2.540 1.00 2.541 - 2.570 0.99 2.571 - 2.590 0.98 The adjustment factor for mixtures with theoretical maximum specific gravities less than 2.340 or more than 2.590 will be determined by the following formulas: Theoretical maximum specific gravity less than 2.340: SF400.2 Theoretical maximum specific gravity more than 2.590: SF540.2 where, F = quantity adjustment factor S = theoretical maximum specific gravity of mixture from approved job mix formula

502.14.1 Volume or Area Measurement: The quantities for

payment will be the design qua ntities specified in the plans and adjustments thereto. Design quantities will be adjusted when the engineer makes changes to adjust the field conditions or when design changes are necessary. Design quantities are based on the horizontal dimensions and compacted thickness of the completed course shown on the plans.

502.15 Payment.

502.15.1 Payment General. Payment for all mixes will be at the

contract unit price of asphalt mixture accepted on the roadway. Payment for asphalt concrete will include furnishing all required materials, producing the mixtures, preparing the surfaces on which the mixtures are place d, hauling the mixtures to the work site, and placing and compacting the mixtures. When the mix does not meet requirements, payment adjustments shall be assessed. Production of mix that is not eligible for 100 percent payment will not be allowed on a cont inuous basis. When test results demonstrate that payment adjustments are necessary, satisfactory mixture and compaction adjustments shall be made, or production shall be discontinued. All calculations for percent payment adjustments will be rounded to the nearest one (1) percent. Payment for removal of pavement markings will be in accordance with the applicable item. Payment adjustments will be determined in accordance with 502.14 and the QA Manual. SF400.2 Theoretical maximum specific gravity more than 2.590: SF540.2 where, F = quantity adjustment factor S = theoretical maximum specific gravity of mixture from approved job mix formula

502.14.1 Volume or Area Measurement: The quantities for

payment will be the design qua ntities specified in the plans and adjustments thereto. Design quantities will be adjusted when the engineer makes changes to adjust the field conditions or when design changes are necessary. Design quantities are based on the horizontal dimensions and compacted thickness of the completed course shown on the plans.

502.15 Payment.

502.15.1 Payment General. Payment for all mixes will be at the

contract unit price of asphalt mixture accepted on the roadway. Payment for asphalt concrete will include furnishing all required materials, producing the mixtures, preparing the surfaces on which the mixtures are place d, hauling the mixtures to the work site, and placing and compacting the mixtures. When the mix does not meet requirements, payment adjustments shall be assessed. Production of mix that is not eligible for 100 percent payment will not be allowed on a cont inuous basis. When test results demonstrate that payment adjustments are necessary, satisfactory mixture and compaction adjustments shall be made, or production shall be discontinued. All calculations for percent payment adjustments will be rounded to the nearest one (1) percent. Payment for removal of pavement markings will be in accordance with the applicable item. Payment adjustments will be determined in accordance with 502.14 and the QA Manual. SF400.2 Theoretical maximum specific gravity more than 2.590: SF540.2 where, F = quantity adjustment factor S = theoretical maximum specific gravity of mixture from approved job mix formula

502.14.1 Volume or Area Measurement: The quantities for

payment will be the design qua ntities specified in the plans and adjustments thereto. Design quantities will be adjusted when the engineer makes changes to adjust the field conditions or when design changes are necessary. Design quantities are based on the horizontal dimensions and compacted thickness of the completed course shown on the plans.

502.15 Payment.

502.15.1 Payment General. Payment for all mixes will be at the

contract unit price of asphalt mixture accepted on the roadway. Payment for asphalt concrete will include furnishing all required materials, producing the mixtures, preparing the surfaces on which the mixtures are place d, hauling the mixtures to the work site, and placing and compacting the mixtures. When the mix does not meet requirements, payment adjustments shall be assessed. Production of mix that is not eligible for 100 percent payment will not be allowed on a cont inuous basis. When test results demonstrate that payment adjustments are necessary, satisfactory mixture and compaction adjustments shall be made, or production shall be discontinued. All calculations for percent payment adjustments will be rounded to the nearest one (1) percent. Payment for removal of pavement markings will be in accordance with the applicable item. Payment adjustments will be determined in accordance with 502.14 and the QA Manual. SF400.2 Theoretical maximum specific gravity more than 2.590: SF540.2 where, F = quantity adjustment factor S = theoretical maximum specific gravity of mixture from approved job mix formula

502.14.1 Volume or Area Measurement: The quantities for

payment will be the design qua ntities specified in the plans and adjustments thereto. Design quantities will be adjusted when the engineer makes changes to adjust the field conditions or when design changes are necessary. Design quantities are based on the horizontal dimensions and compacted thickness of the completed course shown on the plans.

502.15 Payment.

502.15.1 Payment General. Payment for all mixes will be at the

contract unit price of asphalt mixture accepted on the roadway. Payment for asphalt concrete will include furnishing all required materials, producing the mixtures, preparing the surfaces on which the mixtures are place d, hauling the mixtures to the work site, and placing and compacting the mixtures. When the mix does not meet requirements, payment adjustments shall be assessed. Production of mix that is not eligible for 100 percent payment will not be allowed on a cont inuous basis. When test results demonstrate that payment adjustments are necessary, satisfactory mixture and compaction adjustments shall be made, or production shall be discontinued. All calculations for percent payment adjustments will be rounded to the nearest one (1) percent. Payment for removal of pavement markings will be in accordance with the applicable item. Payment adjustments will be determined in accordance with 502.14 and the QA Manual.

502.15.2 Mainline Mixtures. For all mainline mixtures, adjustments

in contract unit price for roadway density as required by Table 502 -5 and will be based on PWL using Tables 502 -9 and 502 -10 for all acceptance cores in the lot. This payment adjustment will be applied to the theoret ical mainline lane quantity and contract unit price. In addition, for mainline wearing course, a separate pay adjustment for surface tolerance based on Table 502 -8 shall apply for all travel lanes based on the theoretical mainline lane quantity and contrac t unit price. The theoretical quantity is computed by using the plan width, the plan thickness, and the total length of travel lanes, without exclusion areas.

502.15.3 Minor Mixtures.

502.15.3 1 Minor Shoulder Lots, > 4 Feet Wide. Adjustments

in contract price for should er density will be based on the average density for all cores in the lot and Table 502 -5.

502.15.3 2 Minor Lots with Density. Adjustments in contract

price will be based on the core density for each lot in accordance with Table 502 -7.

502.15.4 Payment for Tack. Tack coa t as required in 502.07.2.2

“Applying Tack Coat” will be considered incidental to the 502 item. If the engineer adjusts the application rate of tack coat from that specified by the contract document, payment for the asphalt mixture will be increased or decreased based on the difference in the applied quantity of asphalt emulsion shown on paid invoices (total of charges). The contractor shall provide copies of paid invoices for this determination. Apply 95 percent payment to the 502 item when the tack coat rates do not meet the application rate as allow by the engineer.

502.15.5 Payment Adjustment for Asphalt Cement. A

minimum payment adjustments of 10 percent of the 502 item will apply to mixtures that do not meet specification but are wi thin one grade of the specification. Asphalt that exceeds one lower grade difference in specification will be subject to 50 percent payment reduction or removal at the discretion of the Chief Engineer.

502.15.6 Payment Adjustment for Surface Tolerance. Payment

adjustment will be in accordance with 502.12.7

502.15.2 Mainline Mixtures. For all mainline mixtures, adjustments

in contract unit price for roadway density as required by Table 502 -5 and will be based on PWL using Tables 502 -9 and 502 -10 for all acceptance cores in the lot. This payment adjustment will be applied to the theoret ical mainline lane quantity and contract unit price. In addition, for mainline wearing course, a separate pay adjustment for surface tolerance based on Table 502 -8 shall apply for all travel lanes based on the theoretical mainline lane quantity and contrac t unit price. The theoretical quantity is computed by using the plan width, the plan thickness, and the total length of travel lanes, without exclusion areas.

502.15.3 Minor Mixtures.

502.15.3 1 Minor Shoulder Lots, > 4 Feet Wide. Adjustments

in contract price for should er density will be based on the average density for all cores in the lot and Table 502 -5.

502.15.3 2 Minor Lots with Density. Adjustments in contract

price will be based on the core density for each lot in accordance with Table 502 -7.

502.15.4 Payment for Tack. Tack coa t as required in 502.07.2.2

“Applying Tack Coat” will be considered incidental to the 502 item. If the engineer adjusts the application rate of tack coat from that specified by the contract document, payment for the asphalt mixture will be increased or decreased based on the difference in the applied quantity of asphalt emulsion shown on paid invoices (total of charges). The contractor shall provide copies of paid invoices for this determination. Apply 95 percent payment to the 502 item when the tack coat rates do not meet the application rate as allow by the engineer.

502.15.5 Payment Adjustment for Asphalt Cement. A

minimum payment adjustments of 10 percent of the 502 item will apply to mixtures that do not meet specification but are wi thin one grade of the specification. Asphalt that exceeds one lower grade difference in specification will be subject to 50 percent payment reduction or removal at the discretion of the Chief Engineer.

502.15.6 Payment Adjustment for Surface Tolerance. Payment

adjustment will be in accordance with 502.12.7

502.15.2 Mainline Mixtures. For all mainline mixtures, adjustments

in contract unit price for roadway density as required by Table 502 -5 and will be based on PWL using Tables 502 -9 and 502 -10 for all acceptance cores in the lot. This payment adjustment will be applied to the theoret ical mainline lane quantity and contract unit price. In addition, for mainline wearing course, a separate pay adjustment for surface tolerance based on Table 502 -8 shall apply for all travel lanes based on the theoretical mainline lane quantity and contrac t unit price. The theoretical quantity is computed by using the plan width, the plan thickness, and the total length of travel lanes, without exclusion areas.

502.15.3 Minor Mixtures.

502.15.3 1 Minor Shoulder Lots, > 4 Feet Wide. Adjustments

in contract price for should er density will be based on the average density for all cores in the lot and Table 502 -5.

502.15.3 2 Minor Lots with Density. Adjustments in contract

price will be based on the core density for each lot in accordance with Table 502 -7.

502.15.4 Payment for Tack. Tack coa t as required in 502.07.2.2

“Applying Tack Coat” will be considered incidental to the 502 item. If the engineer adjusts the application rate of tack coat from that specified by the contract document, payment for the asphalt mixture will be increased or decreased based on the difference in the applied quantity of asphalt emulsion shown on paid invoices (total of charges). The contractor shall provide copies of paid invoices for this determination. Apply 95 percent payment to the 502 item when the tack coat rates do not meet the application rate as allow by the engineer.

502.15.5 Payment Adjustment for Asphalt Cement. A

minimum payment adjustments of 10 percent of the 502 item will apply to mixtures that do not meet specification but are wi thin one grade of the specification. Asphalt that exceeds one lower grade difference in specification will be subject to 50 percent payment reduction or removal at the discretion of the Chief Engineer.

502.15.6 Payment Adjustment for Surface Tolerance. Payment

adjustment will be in accordance with 502.12.7

502.15.2 Mainline Mixtures. For all mainline mixtures, adjustments

in contract unit price for roadway density as required by Table 502 -5 and will be based on PWL using Tables 502 -9 and 502 -10 for all acceptance cores in the lot. This payment adjustment will be applied to the theoret ical mainline lane quantity and contract unit price. In addition, for mainline wearing course, a separate pay adjustment for surface tolerance based on Table 502 -8 shall apply for all travel lanes based on the theoretical mainline lane quantity and contrac t unit price. The theoretical quantity is computed by using the plan width, the plan thickness, and the total length of travel lanes, without exclusion areas.

502.15.3 Minor Mixtures.

502.15.3 1 Minor Shoulder Lots, > 4 Feet Wide. Adjustments

in contract price for should er density will be based on the average density for all cores in the lot and Table 502 -5.

502.15.3 2 Minor Lots with Density. Adjustments in contract

price will be based on the core density for each lot in accordance with Table 502 -7.

502.15.4 Payment for Tack. Tack coa t as required in 502.07.2.2

“Applying Tack Coat” will be considered incidental to the 502 item. If the engineer adjusts the application rate of tack coat from that specified by the contract document, payment for the asphalt mixture will be increased or decreased based on the difference in the applied quantity of asphalt emulsion shown on paid invoices (total of charges). The contractor shall provide copies of paid invoices for this determination. Apply 95 percent payment to the 502 item when the tack coat rates do not meet the application rate as allow by the engineer.

502.15.5 Payment Adjustment for Asphalt Cement. A

minimum payment adjustments of 10 percent of the 502 item will apply to mixtures that do not meet specification but are wi thin one grade of the specification. Asphalt that exceeds one lower grade difference in specification will be subject to 50 percent payment reduction or removal at the discretion of the Chief Engineer.

502.15.6 Payment Adjustment for Surface Tolerance. Payment

adjustment will be in accordance with 502.12.7

502.15.2 Mainline Mixtures. For all mainline mixtures, adjustments

in contract unit price for roadway density as required by Table 502 -5 and will be based on PWL using Tables 502 -9 and 502 -10 for all acceptance cores in the lot. This payment adjustment will be applied to the theoret ical mainline lane quantity and contract unit price. In addition, for mainline wearing course, a separate pay adjustment for surface tolerance based on Table 502 -8 shall apply for all travel lanes based on the theoretical mainline lane quantity and contrac t unit price. The theoretical quantity is computed by using the plan width, the plan thickness, and the total length of travel lanes, without exclusion areas.

502.15.3 Minor Mixtures.

502.15.3 1 Minor Shoulder Lots, > 4 Feet Wide. Adjustments

in contract price for should er density will be based on the average density for all cores in the lot and Table 502 -5.

502.15.3 2 Minor Lots with Density. Adjustments in contract

price will be based on the core density for each lot in accordance with Table 502 -7.

502.15.4 Payment for Tack. Tack coa t as required in 502.07.2.2

“Applying Tack Coat” will be considered incidental to the 502 item. If the engineer adjusts the application rate of tack coat from that specified by the contract document, payment for the asphalt mixture will be increased or decreased based on the difference in the applied quantity of asphalt emulsion shown on paid invoices (total of charges). The contractor shall provide copies of paid invoices for this determination. Apply 95 percent payment to the 502 item when the tack coat rates do not meet the application rate as allow by the engineer.

502.15.5 Payment Adjustment for Asphalt Cement. A

minimum payment adjustments of 10 percent of the 502 item will apply to mixtures that do not meet specification but are wi thin one grade of the specification. Asphalt that exceeds one lower grade difference in specification will be subject to 50 percent payment reduction or removal at the discretion of the Chief Engineer.

502.15.6 Payment Adjustment for Surface Tolerance. Payment

adjustment will be in accordance with 502.12.7

502.15.2 Mainline Mixtures. For all mainline mixtures, adjustments

in contract unit price for roadway density as required by Table 502 -5 and will be based on PWL using Tables 502 -9 and 502 -10 for all acceptance cores in the lot. This payment adjustment will be applied to the theoret ical mainline lane quantity and contract unit price. In addition, for mainline wearing course, a separate pay adjustment for surface tolerance based on Table 502 -8 shall apply for all travel lanes based on the theoretical mainline lane quantity and contrac t unit price. The theoretical quantity is computed by using the plan width, the plan thickness, and the total length of travel lanes, without exclusion areas.

502.15.3 Minor Mixtures.

502.15.3 1 Minor Shoulder Lots, > 4 Feet Wide. Adjustments

in contract price for should er density will be based on the average density for all cores in the lot and Table 502 -5.

502.15.3 2 Minor Lots with Density. Adjustments in contract

price will be based on the core density for each lot in accordance with Table 502 -7.

502.15.4 Payment for Tack. Tack coa t as required in 502.07.2.2

“Applying Tack Coat” will be considered incidental to the 502 item. If the engineer adjusts the application rate of tack coat from that specified by the contract document, payment for the asphalt mixture will be increased or decreased based on the difference in the applied quantity of asphalt emulsion shown on paid invoices (total of charges). The contractor shall provide copies of paid invoices for this determination. Apply 95 percent payment to the 502 item when the tack coat rates do not meet the application rate as allow by the engineer.

502.15.5 Payment Adjustment for Asphalt Cement. A

minimum payment adjustments of 10 percent of the 502 item will apply to mixtures that do not meet specification but are wi thin one grade of the specification. Asphalt that exceeds one lower grade difference in specification will be subject to 50 percent payment reduction or removal at the discretion of the Chief Engineer.

502.15.6 Payment Adjustment for Surface Tolerance. Payment

adjustment will be in accordance with 502.12.7

502.15.2 Mainline Mixtures. For all mainline mixtures, adjustments

in contract unit price for roadway density as required by Table 502 -5 and will be based on PWL using Tables 502 -9 and 502 -10 for all acceptance cores in the lot. This payment adjustment will be applied to the theoret ical mainline lane quantity and contract unit price. In addition, for mainline wearing course, a separate pay adjustment for surface tolerance based on Table 502 -8 shall apply for all travel lanes based on the theoretical mainline lane quantity and contrac t unit price. The theoretical quantity is computed by using the plan width, the plan thickness, and the total length of travel lanes, without exclusion areas.

502.15.3 Minor Mixtures.

502.15.3 1 Minor Shoulder Lots, > 4 Feet Wide. Adjustments

in contract price for should er density will be based on the average density for all cores in the lot and Table 502 -5.

502.15.3 2 Minor Lots with Density. Adjustments in contract

price will be based on the core density for each lot in accordance with Table 502 -7.

502.15.4 Payment for Tack. Tack coa t as required in 502.07.2.2

“Applying Tack Coat” will be considered incidental to the 502 item. If the engineer adjusts the application rate of tack coat from that specified by the contract document, payment for the asphalt mixture will be increased or decreased based on the difference in the applied quantity of asphalt emulsion shown on paid invoices (total of charges). The contractor shall provide copies of paid invoices for this determination. Apply 95 percent payment to the 502 item when the tack coat rates do not meet the application rate as allow by the engineer.

502.15.5 Payment Adjustment for Asphalt Cement. A

minimum payment adjustments of 10 percent of the 502 item will apply to mixtures that do not meet specification but are wi thin one grade of the specification. Asphalt that exceeds one lower grade difference in specification will be subject to 50 percent payment reduction or removal at the discretion of the Chief Engineer.

502.15.6 Payment Adjustment for Surface Tolerance. Payment

adjustment will be in accordance with 502.12.7

502.15.2 Mainline Mixtures. For all mainline mixtures, adjustments

in contract unit price for roadway density as required by Table 502 -5 and will be based on PWL using Tables 502 -9 and 502 -10 for all acceptance cores in the lot. This payment adjustment will be applied to the theoret ical mainline lane quantity and contract unit price. In addition, for mainline wearing course, a separate pay adjustment for surface tolerance based on Table 502 -8 shall apply for all travel lanes based on the theoretical mainline lane quantity and contrac t unit price. The theoretical quantity is computed by using the plan width, the plan thickness, and the total length of travel lanes, without exclusion areas.

502.15.3 Minor Mixtures.

502.15.3 1 Minor Shoulder Lots, > 4 Feet Wide. Adjustments

in contract price for should er density will be based on the average density for all cores in the lot and Table 502 -5.

502.15.3 2 Minor Lots with Density. Adjustments in contract

price will be based on the core density for each lot in accordance with Table 502 -7.

502.15.4 Payment for Tack. Tack coa t as required in 502.07.2.2

“Applying Tack Coat” will be considered incidental to the 502 item. If the engineer adjusts the application rate of tack coat from that specified by the contract document, payment for the asphalt mixture will be increased or decreased based on the difference in the applied quantity of asphalt emulsion shown on paid invoices (total of charges). The contractor shall provide copies of paid invoices for this determination. Apply 95 percent payment to the 502 item when the tack coat rates do not meet the application rate as allow by the engineer.

502.15.5 Payment Adjustment for Asphalt Cement. A

minimum payment adjustments of 10 percent of the 502 item will apply to mixtures that do not meet specification but are wi thin one grade of the specification. Asphalt that exceeds one lower grade difference in specification will be subject to 50 percent payment reduction or removal at the discretion of the Chief Engineer.

502.15.6 Payment Adjustment for Surface Tolerance. Payment

adjustment will be in accordance with 502.12.7 Apply a percent payment adjustment for quantity of tons represented in each lane of the mainline wearing course. This pay adjustment is in addition to the pay adjustments for density as described in 502.15.2 . For mainline wearing course, a separate pay adjustment for surface tolerance measured on the mainline wearing course based on Table 502-8 shall apply. Apply the adjustment to the theoretical lane quantity and contract unit price.

502.15.7 Payment for Erected Stringline. When the use of an

erected stringline is not specified, but directed by the engineer, an additional payment of $3500 per co ntract plus $0.25 per linear foot will be made for mixtures placed by the erected stringline method. When the use of an erected stringline is specified, no additional payment will be made. Payment will be made under: Item No. Pay Item Pay Unit 502-01 Asphalt Concrete Ton 502-02 Asphalt Concrete Cubic Yard 502-03 Asphalt Concrete, (Inches Thick) Square Yard 502-04 Asphalt Concrete (SMA) Wearing Course Ton Apply a percent payment adjustment for quantity of tons represented in each lane of the mainline wearing course. This pay adjustment is in addition to the pay adjustments for density as described in 502.15.2 . For mainline wearing course, a separate pay adjustment for surface tolerance measured on the mainline wearing course based on Table 502-8 shall apply. Apply the adjustment to the theoretical lane quantity and contract unit price.

502.15.7 Payment for Erected Stringline. When the use of an

erected stringline is not specified, but directed by the engineer, an additional payment of $3500 per co ntract plus $0.25 per linear foot will be made for mixtures placed by the erected stringline method. When the use of an erected stringline is specified, no additional payment will be made. Payment will be made under: Item No. Pay Item Pay Unit 502-01 Asphalt Concrete Ton 502-02 Asphalt Concrete Cubic Yard 502-03 Asphalt Concrete, (Inches Thick) Square Yard 502-04 Asphalt Concrete (SMA) Wearing Course Ton Table 502 -4 Plant Produced Asphalt Mixture Requirements and Tolerances REQUIREMENTS FOR EXTRACTED ASPHALT CEMENT AND AGGREGATE GRADATION

503.01 DESCRIPTION. This section specifies requirements for the

certification of asphalt concrete plants and paving equipment. It includes methods and equipment for handling and storing materials, producing asphalt concrete, and transporting and placing asphalt concrete at the job site. The Department's publication e ntitled “Application of Quality Assurance Specifications for Asphalt Concrete Mixtures” is hereby made a part of this specification by reference.

503.02 Plant Equipment.

503.02.1 General: Provide equipment and processes to proportion

aggregates, additives and asphalt cement in accordance with the approved Job Mix Formula (JMF). When the automatic adjustments or other critical control and shutoff devices are not functioning, do not operate t he plant. Operate the plant with clean, easily accessible, and accurate thermometers, scales and meters. Immediately repair, replace, or recalibrate equipment when faulty operation is detected. Provide a system with positive weight control of cold aggreg ates fed by a belt scale or other device interlocked with the asphalt measuring system to maintain required proportions of combined aggregates and asphalt cement. Heat, dry and mix aggregates with asphalt cement to produce a homogeneous mixture in which al l aggregate particles are uniformly coated. Use approved methods to discard the first and last output of the plant after each interruption. Place discarded material in a separate dedicated area. Digitally display the total quantities and the rates of prod uction of every material used on a DOTD project.

503.02.2 Certification and Calibrations: The Department will

certify plants furnishing asphalt mixtures every two years with current Departmental procedures or when any major component is repaired, replaced or up graded. The plant owner is required to report any major component upgrades to the District Laboratory Engineer. Forward all documentation available upon request by the Department. All plant components and processes are subject at any time to inspection a nd approval by the District Laboratory Engineer. The plant owner is required