413SUPERPAVE MIXTURE DESIGN, STANDARD AND RPS CONSTRUCTION OF PLANT-MIXED ASPHALT COURSES WITH PERCENT WITHIN LIMITS AND LTS TESTING (PWL-LTS)

CONSTRUCTION OF PLANT-MIXED ASPHALT COURSES WITH PERCENT WITHIN LIMITS AND LTS TESTING (PWL-LTS)

413.1DESCRIPTION—This work is the Standard and RPS construction of a plant -mixed, dense-graded,

asphalt pavement course on a prepared surface using a volumetric asphalt mixture design developed with the Superpave Gyratory Compactor (SGC), using prescribed manufactured additives or modifiers, or plant process modifications or both. Acceptance of the work is based on testing of field samples by the LTS and statistical evaluation of sample test results by Percent Within Limits (PWL) procedures.

413.2MATERIALS—Do not incorporate any materials into the asphalt mixture that are not specified

including additives, rejuvenators, or other materials.

(RAS). Furnish material conforming to the requirements of Standard Specifications for Performance-Graded Asphalt Binder using Multiple Stress Creep Recovery (MSCR) Test, AASHTO M 332, except as revised in Bulletin 25. Obtain material from a source listed in Bulletin 15 for the specified grade. Provide QC testing and certification as specified in Sections 106.03(b) and 702.1(b)1. Provide the Representative a copy of a signed Bill of Lading for asphalt binder on the first day of paving and when the batch number changes.

The LTS will evaluate the asphalt binder in the RAP and, if applicable, the RAS source material. The LTS will determine the class (grade) of asphalt binder that the Contractor is required to use in the mixture. Furnish material conforming to the requirements of Standard Specifications for Performance- Graded Asphalt Binder using Multiple Stress Creep Recovery (MSCR) Test, AASHTO M 332, except as revised in Bulletin 25. Obtain material from a source listed in Bulletin 15 for the specified grade. Provide QC testing and certification as specified in Sections 106.03(b) and 702.1(b)1. Provide the Representative a copy of a signed Bill of Lading for asphalt binder on the first day of paving and when the batch number changes.

or Terminal. Provide refinery or terminal blended asphalt binder blended with a WMA Technology additive or modifier from an approved manufacturer and source listed in Bulletin 15. Include in the asphalt binder Producer QC Plan, the WMA Technology additive or modifier manufacturer name, WMA Technology name, and source, dosage rates, blending method, QC testing, corrective action points, disposition of failed material, storage, handling shipping, and bill of ladi ng information as specified in Section 702. Include the WMA Technology additive or modifier and dosage r ate on the bill of lading. Provide refinery or terminally blended asphalt binder modified with the WMA Technology additive or modifier as specified in Section 413.2(a)1 or Section 413.2(a)2 for the specified grade.

Provide a blended asphalt binder consisting of an approved WMA Technology additive or modifier from an approved manufacturer and source listed in Bulletin 15 that is blended with a base asphalt binder of the specified grade conforming to the requirements of Standard Specifications for Performance-Graded Asphalt Binder using Multiple Stress Creep Recovery (MSCR) Test, AASHTO M 332, except as revised in Bulletin 25 and from an approved source listed in Bulletin 15, Section 702. Prepare a Producer QC Plan as specified in Section 106 and conforming to the Producer QC Plan requirements as specified in Section 413.2(e)1.a. Provide asphalt binder blended with the WMA Technology additive or modifier at the asphalt mixture production plant as specified Section 413.2(a)1 or Section 413.2(a)2 for the specified grade.

must conform to the quality requirements for Superpave Asphalt Mixture Design according to Bulletin 27. For wearing courses, provide aggregate with at least the SRL designation specified. To achieve the specified SRL, the Contractor may provide a blend of two aggregates if the blend has an SRL designation equal to or better than that specified. Blends are 50% by mass (weight) of each aggregate. Blend the aggregates using an approved method. Do not use 4.75 mm asphalt mixtures in applications that require an SRL designation higher than L.

Determine the uncompacted void content according to AASHTO T 304, Method A, or use the value listed in Bulletin 14, and ensure the uncompacted void content conforms to AASHTO M 323, Table 6. Determine the sand equivalent value according to AASHTO T 176 and ensure the sand equivalent value conforms to AASHTO M 323, Table 6.

the following quality requirements of Table B:

• Abrasion, Maximum Percent according to Bulletin 27, Chapter 2A, Table 6A

• Thin and Elongated Pieces, Maximum Percent according to AASHTO M 323, Table 6, for Flat and Elongated

• Crushed Fragments, Minimum Percent, according to AASHTO M 323, Table 6, for Fractured Faces, Coarse Aggregate

milled or crushed asphalt mixture. Include a plan to control RAP and the procedures to handle RAP of significantly different composition in the producer QC Plan. Maintain all processed material free of foreign materials and minimize segregation. Process the RAP so that the final m ixture meets requirements as specified in Section 413.2(e).

the mixture, use 5% RAS by mass ( weight) of the total mixture consisting of manufacturer waste shingles that are rejected asphalt shingles or shingle tabs that are discarded in the manufacturing process of new asphalt roofing shingles. Do not use post-consumer asphalt roofing shingles that are removed from the roofs of existing structures. Because of to significant composition differences, keep rejected asphalt shingles manufactured with fiberglass felt or paper or organic felt separate. Do not use both fiberglass felt, and paper or organic felt asphalt roofing shingles in the same mixture. Obtain certification, as specified in Section

106.03(b)3, from the manufacturer of the waste shingles certifying that the waste shi ngles were discarded

during the manufacturing process of new asphalt roofing shingles and certifying the type of felt used during manufacturing of the waste shingles. Maintain and provide the Representative access to all certification records for manufacturer waste shingles. Process RAS material by shredding, screening, or other methods so that 100 percent passes the 9.5 mm (3/8 inch) sieve. RAS may be uniformly blended with fine aggregate as a method of preventing the agglomeration of RAS material. If RAS and fine aggregate are blended, blend at 50% by mass (weight) of each material. Include a plan to stockpile and control RAS and the procedures to handle RAS of significantly different composition in the producer QC Plan. Maintain all processed material free of foreign materials and minimize segregation. Process the RAS so that the final mixture conforms to Section 413.2(e).

Equivalent Single Axle Loads (ESALs).

and either WMA Technology additive(s) or modifier(s) in proportions to produce a JMF that conforms to the material, gradation, and volumetric Superpave Asphalt Mixture Design requirements according to Bulletin 27, Chapter 2A. Produce an asphalt mixture for the specified nominal maximum aggregate size and design ESALs except as procedurally modified by the WMA Technology Manufacturer Technical Representative (Technical Representative) to address laboratory procedures when preparing, compacting and testing asphalt mixtures to achieve a uniform blend. Special additive(s) or modifier(s) need not be used if mixture temperature, workability, and compaction can be achieved solely through plant mechanical modification to produce foamed asphalt. Do not incorporate the WMA Technology additive, modifier or process during the volumetric asphalt mixture design process, so that the JMF volumetrics and material percentages are based on a mixture with no WMA Technology. Only use the WMA Technology additive, modifier or process to evaluate results from moisture susceptibility testing during the mix design process. Develop an asphalt mixture JMF, then incorporate the WMA Technology additive, modifier, or process into that JMF during production. Create an asphalt JMF cover sheet ( Form TR-448A) for approval containing the WMA Technology used, additive dosage rate or percent water added for foaming, material code, and the TSR data from the moisture susceptibility testing. Submit a copy of each completed JMF, signed by a certified Asphalt Level 2 plant technician, to the DME/DMM at least 3 weeks before the planned start of mixture production. Include a list of all material sources and the asphalt mixture producer in the JMF. Provide the calibration factors (C ¦ and 200 C¦) according to PTM No. 757 with the JMF. Do not start mixture production until after the DME /DMM reviews the JMF. Submit a new JMF with a change in material sources or if a new JMF is necessary to produce a mixture conforming to this specification.

1.a Producer QC Plan. Each producer must prepare a QC Plan as specified in Section 106 and conforming to the additional QC requirements of this specification. Submit the QC Plan to the DME /DMM annually at least 3 weeks before the planned start of mixture production and do not start production until the DME/DMM reviews the QC Plan.

1.a.1 QC Organization Chart.

• Names of personnel responsible for QC.

• Area of responsibility of each individual.

• List outside agencies, (e.g., testing laboratories) and a description of services provided.

1.a.2 Testing Plan with Action Points.

• List of all tests to be performed.

• Frequency of testing.

• List action points to initiate corrective procedures.

• Recording method to document corrective procedures.

• Procedures for conducting JMF verification testing.

1.a.3 Materials Storage and Handling.

• Aggregate/RAP/RAM/RAS stockpiles.

• Cold-feed systems for aggregates/RAP/RAM/RAS.

• Additives or Modifiers for mixture.

• Modified asphalt/liquid additive storage tanks.

• Surge/storage silos for mixture. Do not store more than one JMF in a surge/storage silo at any given time.

• All measuring and conveying devices, including calibration procedures.

• Haul vehicle loading procedures.

• WMA Technology additive or modifier manufacturer name, WMA Technology name, and source as listed in Bulletin 15.

• WMA Technology additive or modifier storage and handling before blending.

• All measuring, conveying, and blending devices for the WMA Technology and anti-strip additive (if required), including calibration procedures.

• WMA Technology additive or modifier and anti-strip additive (if required) method of introduction, dosage rates, blending with the asphalt binder and method of automation, recordation and print outs.

• Storage and handling of the blended asphalt binder with the WMA Technology additive or modifier.

• Asphalt production temperature range for normal paving and any specific temperature ranges for special conditions or situations.

• Asphalt laboratory compaction temperature for QC volumetric analysis. Determine the SGC compaction temperature for the production QC which yields the same target air voids as the designed JMF.

1.b Plant Technicians. During mixture production, provide a certified Asphalt Level 1 plant technician at the plant and an on-call certified Asphalt Level 2 plant technician, both meeting the requirements according to Publication 351. Instruct and train the certified technicians to perform all tests and to control plant operation. The Department may use its own certified Asphalt plant technicians to verify tests and to work in coordination with the producer’s technicians. All technicians must carry a valid certification card during mixture production.

1.c Annual JMF Verification. During initial production of each JMF, verify, according to the QC Plan, that the mixture conforms to this specification. If the mixture does not conform to the single and multiple sample tolerances in Tables A and B within 2 days of production, suspend shipping the mixture to the project. Do not ship the mixture to the project until after the Representative reviews and verifies that results conform to the single and multiple sample tolerances in Tables A and B. During JMF verification, mixture acceptance is according to the approved acceptance level of Table C.

1.d Production. After JMF verification, sample and test the mixture according to the QC Plan. For daily production of each JMF greater than 50 tons, determine asphalt content, gradation, and theoretical maximum specific gravity from the same sample at least once each day. For daily production of each JMF greater than 150 tons, determine asphalt content, gradation, theoretical maximum specific gravity and perform volumetric analysis of compacted specimens from the same sample at least once each day. Perform additional sampling and testing as directed. Produce a mixture within the following production limits:

1.d.1 Apparent Moisture Content. If the water absorption of a coarse aggregate, determined according to AASHTO T 85, exceeds 2.0%, sample the mixture according to PTM No. 1 and at the frequency in the producer QC Plan. Determine the apparent moisture content in the mixture according to PTM No. 749. Produce a mixture with the apparent moisture content not to exceed 0.5%.

1.d.2 Asphalt Content. Include in the producer QC Plan a frequency of obtaining mixture samples according to PTM No. 1 and performing asphalt content tests to verify that the mixture conforms to the tolerances of Table A. Test the samples according to either PTM No. 757, PTM No. 702, or PTM No. 742. After obtaining a minimum of three test results, determine compliance with the multiple sample tolerances in Table A. After obtaining five or more test results, determine compliance with the multiple sample tolerances in Table A using the running average of the last five consecutive test results. Printed ticket results may be used in place of laboratory test results for QC of asphalt content of the mixture if the producer is currently approved to use printed tickets according to Bulletin 27. During mixture production, maintain 90% of printed ticket results for each day of production within 0.2 percentage points of the JMF. If RAP or RAS is used in the mixture, determine asphalt content by testing samples of the completed mixture.

1.d.3 Gradation. Sample the completed mixture or sample the combined aggregate from the hot bins of a batch plant or the combined aggregate belt of a drum plant, according to PTM No. 1 and at the frequency in the producer QC Plan. If mineral filler , RAP, or RAS are used in the mixture, determine gradation by testing samples of the completed mixture.

• Test the completed mixture according to PTM No. 757 or according to PTM No. 702 and PTM No. 739.

• Test combined aggregate samples according to PTM No. 743.

Produce a mixture within the tolerances of Table A. Determine compliance with the multiple- sample tolerance after obtaining a minimum of three test results for the mixture. After obtaining five or more test results for the mixture, determine compliance wit h the multiple -sample tolerances using the running average of the last five consecutive test results.

1.d.4 Theoretical Maximum Specific Gravity. Sample the mixture according to PTM No. 1 at the frequency required in Bulletin 27. Condition and test the samples according to Bulletin 27. Calculate the percentage of unfilled voids and the theoretical maximum density of the mixture using the most recently determined theoretical maximum specific gravity value or average value according to Bulletin 27. Certify the theoretical maximum specific gravity value to the Inspector daily using Form CS - 4171B. If the theoretical maximum specific gravity value varies 0.030 or more from the previous test or from the JMF value, immediately notify the DME/DMM.

1.d.5 Volumetric Analysis of Compacted Specimens. Sample the completed mixture according to PTM No. 1 and at the frequency in the producer QC Plan. Prepare a minimum of two specimens from each sample according to AASHTO T 312. Produce a mixture with volumetric properties conforming to the tolerances of Table B. Determine the bulk specific gravity of the specimens according to AASHTO T 312 and calculate air voids (V

in Mineral Aggregate (VMA) at Ndesign according to AASHTO R 35 and according to Bulletin 27. Determine compliance with the multiple specimen tolerances using the average of the results for all specimens prepared from the sample.

TABLE A Job-Mix Formula Composition Tolerance Requirements of the Completed Mix

Single Sample (n = 1) Multiple Samples (n > 3) Gradation Passing 12.5 mm (1/2 inch) and Larger Sieves ±8% ±6% Passing 9.5 mm (3/8 inch) to 150 µm (No. 100) Sieves (Inclusive) ±6% ±4% Passing 75 µm (No. 200) Sieve ±3.0% ±2.0% Asphalt Content 19.0 mm Asphalt mixtures and smaller ±0.7% ±0.4% 25.0 mm Asphalt mixtures and larger ±0.8% ±0.5% Temperature of Mixture (F) Class of Material Type of Material Chemical, Organic, Foaming Additives Minimum* Mechanical Foaming Equipment/Process

Maximum* PG 58S-28 Asphalt Binder 215

230 310 PG 64S-22 Asphalt Binder 220

240 320 PG 64E-22 Asphalt Binder 240

260 330 All other Binders Asphalt Binder The higher of 215 or the minimum temp. specified in Bulletin 25 minus

The higher of 230 or the minimum temp. specified in Bulletin 25 minus 30F As specified in Bulletin 25 * Outline in the Producer QC Plan and follow more restrictive temperature requirements provided by the WMA technology manufacturer or Technical Representative(s) for production and placement of the mixture. Determine the SGC compaction temperature for the production QC which yields the same target air voids as the designed JMF. Include the SGC compaction temperature in the Producer QC Plan. Compact the completed mixture in the SGC for QC volumetric analysis at the SGC compaction temperature according to the guidelines provided by the Technical Representative.

TABLE B Job-Mix Formula Volumetric Tolerance Requirements of the Laboratory Compacted Mix Property Each Specimen Multiple Specimens Air Voids at Ndesign (Va) (±2%) (±1.5%) Minimum VMA % for 4.75 mm 16.0 - Minimum VMA % for 9.5 mm 15.5 - Minimum VMA % for 12.5 mm 14.5 - Minimum VMA % for 19.0 mm 13.5 - Minimum VMA % for 25.0 mm 12.5 - Minimum VMA % for 37.5 mm 11.5 -

1.e Corrective Actions. Immediately take corrective actions if one or more of the following occurs:

• QC test results on a single sample (n=1) for percent passing the 2.36 mm (No. 8) sieve, the 75 μm (No. 200) sieve, or asphalt content are not within the tolerances in Table A.

• The average of multiple samples (n≥3) for percent passing any sieve or asphalt content, as specified in Section 413.2(e)1.d, are not within the tolerances in Table A.

• QC test results on each specimen or on multiple specimens are not within the tolerances in Table B.

• Independent assurance (IA) or QA sample results tested at the producer’s plant are not within the tolerances of Tables A or B.

After taking corrective actions, sample the completed mixture within 150 tons of production. After sampling, test the mixture and provide test results to the Representative within 500 tons of production. If less than three samples are tested for mixture composition, determine conformance with Table A by comparing each result to the multiple sample tolerances. If the mixture does not conform to the single and multiple sample tolerances in Table A and the single and multiple specimen tolerances in Table B, suspend production and shipping to the project and determine the cause of the problem. Provide a written explanation of the problem and a proposed solution to the Department. After the Representative reviews the proposed solution and authorizes production to continue, resume production and perform JMF verification according to the QC Plan. During corrective actions and JMF verification, mixture acceptance is according to the approved acceptance level of Table C.

2.a RAM and RAP SRL. For asphalt wearing courses, limit the total combination of RAM and RAP to a maximum of 15% of the mixture by mass (weight) unless documentation of the SRL designation of the coarse aggregate in the RAM and RAP materials is provided to the DME/DMM and the RAM and RAP meet the specified SRL or can be blended for SRL as specified in Section 413.2(b)1.

2.b RAP and/or RAS Asphalt Content and Gradation. Determine the average asphalt content and gradation of the RAP and/or RAS stockpile(s) according to Bulletin 27. Determine the proportions of RAP, RAM, RAS, and virgin materials necessary to conform to the JMF requirements. Maintain and provide the Representative access to records of all sampling, testing, and calculations.

approved or provisionally approved WMA Technologies, including additives, modifiers or processes from manufacturers listed in Bulletin 15. If blending WMA additives or modifiers with asphalt material, provide asphalt material blended with the WMA additive or modifier as specified in Section 413.2(a)3 or Section 413.2(a)4. For WMA Technology additives or modifiers blended with the asphalt mixture at the asphalt mixture production plant, prepare a QC Plan as specified in Section 106 and also conforming to the additional Producer QC Plan requirements within this specification. Submit the QC Plan to the DME/DMM annually and at least 3 weeks before the planned start of the blending of WMA Technologies with asphalt material. Do not start blending until the DME/DMM reviews the QC Plan.

compatible alternate anti-strip additive. If the WMA Technology includes an anti-strip additive as part of its WMA Technology, perform moisture susceptibility analysis as specified in Section 413.2(e)1 and add additional anti-strip additive or make other adjustments to the JMF if needed to meet the specified moisture susceptibility requirements.

Asphalt Producer is using a provisionally or conditionally approved WMA Technology listed in Bulletin 15 or is using a fully approved WMA Technology for the very first time, identify one or more Technical Representative(s) that are knowledgeable in how the WMA Technology will affect the storage, handling, blending, mixture production, mixture QC testing, placement , and compaction requirements of the mix. Have one or more Technical Representative(s) on-call and capable of being in direct, verbal contact with the Producer, Contractor, and/or Department within 2 hours after initial contact. Have one or more Technical Representative(s) review the Producer’s QC Plan to ensure that all the data as specified in Sections 413.2(e) 1.a.2 and 41 3.2(e) 1.a.3 are supported according to current manufacturer’s recommendations. Include the Technical Representative’s office and mobile telephone numbers in the Producer’s QC Plan.

level in Table C. For RPS construction, the Department will accept the mixtures by lot acceptance as specified in Section 413.3(h)2.

TABLE C Mixture Acceptance Acceptance Level Acceptance Method Certification Acceptance Producer Certification of Mixture (Section 413.2(i)2) Lot Acceptance Mixture Acceptance Sample Testing (Section 413.3(h)2)

conditions, or applications:

• Scratch courses, leveling courses less than 2-inch depth and driveway adjustments.

• Mixtures used by Department maintenance forces.

• Mixtures purchased by local or municipal governments.

• Mixtures placed in quantities not exceeding 500 tons in a continuous placement operation unless otherwise directed by the Representative (See Section 101.01).

• Mixtures used for parking lots.

• All 4.75 mm NMAS asphalt mixtures.

• Other mixtures, conditions, or applications as approved by the Representative (See Section 101.01).

2.a General. Obtain certification from the mixture producer. Use all QC tests during mixture production as acceptance tests. Certify mixtures using Form CS -4171B. Include, or attach, the QC test results on the form. Provide the form to the Inspector -in-Charge within 1 working day after completing the QC tests. Certify mixtures as specified in Section 106.03(b)3 and the requirements below.

2.b Certification of Mixture. Certify each mixture daily if QC test results conform to the single sample and multiple sample JMF production tolerances of Table A. The acceptance values will be:

• Asphalt Content.

• Percent Passing the 2.36 mm (No. 8) sieve (not applicable for 4.75 mm NMAS asphalt mixtures).

• Percent Passing the 75 m (No. 200) sieve.

If using printed ticket results in place of laboratory test results for asphalt content, certify that at least 90% of each day’s printed ticket results for asphalt content are within 0.2 percentage points of the JMF. If the mixture does not conform to the above requirements, do not certify the mixture. Instead, provide all QC test results to the Inspector -in-Charge. If using printed ticket results for asphalt content, provide the percentage of daily printed ticket results within 0.2 percentage points of the JMF to the Inspector-in-Charge. Payment will be determined according to Table H based on the QC test results. If a day’s production is interrupted by corrective action, material produced after the corrective action may be certified if QC test results conform to production tolerances.

2.c Maintaining Approval to Certify Mixtures. The Department may suspend a plant’s approval to certify mixtures if QC is not performed according to the producer QC Plan, mixtures are not produced according to Bulletin 27, a mixture cannot be certified on 2 consecutive production days, or as described below. The Department may take IA samples of the completed mixture at the plant. In the presence of the Department, test the IA samples for asphalt content and gradation according to the test methods indicated in the producer QC Plan. Take immediate corrective actions if the mixture does not conform to Table A. The Department may take QA samples of the completed mixture at the plant or on the roadway directly from the uncompacted mixture placed by the paving equipment specified in Section 413 .3(e). The Department will test QA samples according to PTM No. 757 or PTM No. 702, Modified Method D, if previously identified problematic aggregates are used in the mixture, for conformance to Table A. If the results of the QA samples do not comply with Table A, review the producer QC Plan and the QC test results that followed the QA samples for conformance to Table A. If QC results do not conform to Table A, perform the corrective actions necessary to provide a mixture conforming to Table A. After completing corrective actions or the sample review, the Department will perform an on- site evaluation of the producer’s plant operation and QC and then take a sample of the completed mixture at the plant. In the presence of the Representative, test the sample. If the sample does not comply with Table A, the Department will suspend certification. Immediately suspend shipping mixtures accepted by certification to the project. After testing verifies that the produced mixture conforms to Tables A and B and with the Representative present, conduct JMF verification according to the producer QC Plan. After successfully completing JMF verification, resume both certification and shipping mixtures accepted by certification to the project.

413.3CONSTRUCTION—

for field control and evaluation of asphalt concrete paving operations that addresses all recommendations and direction from the Technical Representative(s) associated with any WMA Technology being used. Submit the QC Plan to the Representative before or at the pre-construction conference. The QC Plan must describe the construction equipment and methods necessary to construct and test the asphalt concrete courses as specified in Section 41 3.3. Do not start paving until after the Representative reviews the QC Plan.

asphalt preplacement meeting with the Representative to review at a minimum the specification, paving operation QC Plan, sequence of paving operations, mixture acceptance, density acceptance and the care and custody of asphalt acceptance samples.

dates, unless an extension of the paving season, as specified in Section 413.3(b)1, is granted in writing by the District Executive.

• For all PG 64E-22 wearing courses, > 10 million ESALs wearing courses, 4.75 mm wearing courses, or other wearing courses placed at compacted depths less than 1.5 inches, paving may occur April 1 to October 15.

• For all other courses, paving may occur April 1 to October 31.

Do not place asphalt paving mixtures when surfaces are wet or when the air or surface temperature is 40F or lower. If work is halted because of weather conditions, the Representative may allow the Contractor to place limited quantities of mixture that are enroute to the project.

Section 413.3(b) at least 14 calendar days before performing any extended season paving operations. With the written request, submit an Extended- Season Paving Plan on Form CS -413ES that addresses quality control operations in detail. The plan must address steps at the plant and in the field to ensure that a quality product will be delivered and constructed. Do not commence paving during the extended- season until the Representative reviews the Extended-Season Paving Plan. An extension of the paving season will be granted in writing by the District Executive with the following additional requirements:

• For all PG 64E-22 wearing and binder courses, >10 million ESALs wearing courses, 4.75 mm wearing courses, or other wearing courses placed at compacted depths less than 1.5 inches, paving may occur April 1 to November 15.

• For all other courses, paving may occur March 1 to December 15.

• Density acceptance will be by pavement cores, regardless of quantity, for mixtures placed at the minimum compacted depths in Table G. For pavements not meeting the requirements for pavement cores, density acceptance will be by optimum- rolling pattern. For non-RPS pavements , the Representative may waive the pavement core requirement at their sole discretion provided the contractor’s quality control efforts give confidence that optimum density has been achieved throughout the course.

• Utilize a Material Transfer Vehicle (MTV) as specified in Section 108.05(c)5 on any day when the paving length will exceed 1,500 linear feet, unless the Representative determines the MTV to be infeasible for the location.

• Use an approved asphalt JMF, according to the temperature restrictions specified in Section 4 13, Table A.

• Do not ship material to the project until the Representative on the project releases the shipment.

• At least five days before extended- season paving, schedule an extended- season preplacement meeting with the Representative to review, at a minimum, the details of the Extended-Season Paving Plan.

• If the Representative determines that the Extended-Season Paving Plan is not being followed, stop paving operations, modify processes to comply with the Extended- Season Paving Plan, and communicate process modifications to the Representative. Do not resume paving operations until the Representative authorizes paving operations to continue.

• Within 24 hours of paving completion, provide Form CS -413EQC to the Representative with all documentation and measurements associated with the extended-season paving operations outlined in the Extended-Season Paving Plan. Payment will not be made until the documentation is received.

• Paving work completed during the fall portion of the Extended- Season will be subject to a spring evaluation and manual survey by the Department to be conducted by May 1. Manual surveys will be conducted according to Publication 336. The Department will evaluate the material and workmanship looking at characteristics of fatigue cracking, transverse and miscellaneous cracking, raveling/weathering, rutting, flushing, potholing, joint and edge deterioration, and loss of bond/delamination to determine acceptance or remedial action as outlined below:

Extended Season Paving Performance Requirements and Remedial Actions Performance Criterion Threshold Level Remedial Action Fatigue Cracking** All low, medium, or high severity* Remove and replace as specified in Section 496, Table A Transverse and Miscellaneous Cracking All low to medium severity* Crack seal as specified in Section 469 All high severity* Remove and replace as specified in Section 496, Table A Raveling/Weathering All medium or greater severity* Remove and replace as specified in Section 496, Table A Rutting > ¼ inch Remove and replace as specified in Section 496, Table A Flushing All Remove and replace as specified in Section 496, Table A Potholes, Loss of Bond, Delamination All Remove and replace as specified in Section 496, Table A for Potholes Longitudinal Joint or Edge Joint Deterioration All low severity* Crack seal as specified in Section 469 All medium or greater severity* Remove and replace distressed layer full lane width on both sides transversely of the distressed area and a minimum of 24 inches beyond the distressed area in all longitudinal directions. * The Threshold Level according to Publication 336. ** Fatigue cracking will only be considered in those portions of the pavement under which the contractor has performed base course placement operations.

The Department will solely make the determination and notify the Contractor whether the work is accepted, or remedial action is required. The contractor may witness the manual performance survey. As specified in 41 3.3(o), the BOCM, CQAD will review representative determinations of defective material or workmanship. Remove and replace or repair defective work as directed at no additional cost to the Department. Should the distance between repair areas be less than 100 feet, make one continuous repair. All repairs must meet the surface tolerance requirements as specified in Section 413.3(l).

• A Final Acceptance Certificate will not be issued for paving completed during the extended season until the spring evaluation and any repair work is completed.

• Any necessary changes to means, methods, or materials are at no additional cost to the Department. Complete all work by the Required Completion Date or Construction Engineering Liquidated Damages, as specified in Section 108.07(a), will apply. If repairs are required following the spring evaluation, liquidated damages will not be applied during the winter shutdown period on the project and will be applied during the repair and associated work period.

currently listed in Bulletin 41. Make any plant modifications , if needed, to introduce the WMA Technology additives, modifiers, or processes according to specific recommendations and direction from the WMA Technology Technical Representative(s) or process manufacturer to achieve a uniform blend of the WMA Technology additive, modifier, or foaming process . The necessary facilities for inspection include a plant office as specified in Section 714.5(a), except the minimum floor space is 120 square feet. For recycled mixtures, add the following requirements:

adding it into the pug mill. Design the cold- feed bin(s), conveyor system(s), charging chute(s), and all special bins to prevent RAP and/or RAS from segregating and sticking. Dry the virgin aggregate and RAM and then heat the virgin aggregate and RAM to a temperature that, after adding RAP and/or RAS, produces

a completed mixture within the temperatures specified in Table A for the class and type of material used. Dry the aggregate according to the specific recommendations and direction from the WMA Technology Technical Representative(s) and heat to a temperature so the resulting completed mixture temperature is within the mixture temperature recommended by the WMA Technology Technical Representative(s) or manufacturer and Table A. Ensure that the aggregate is free of unburned fuel oil and excess moisture as specified in Section 413.2(e) 1.d.1 when delivered to the pug mill.

the burner flame and prevent RAP and/or RAS from overheating. Design the cold -feed bin(s), conveyor system(s), charging chute(s), and all special bins to prevent RAP and/or RAS from segregating and sticking. Produce a completed mixture that is within the mixture temperature range recommended by the WMA Technology Technical Representative(s) or manufacturer and Table A. Ensure that the aggregate and completed mixture is free of unburned fuel oil and excess moisture as specified in Section 413.2(e) 1.d.1.

solvents, or other materials that adversely affect asphalt mixture. Provide covers of sufficient size and quality to protect the entire load under all conditions. Maintain the proper and uniform placement temperature as specified in Section 413.3(h)1. Provide insulation on all sides of the truck body, a double- walled truck body, or a heated truck body when the air temperature is below 50F from October 1 to April 30. Provide a 3/8-inch diameter hole near the center and approximately two-thirds the distance down from the top of the vehicular box, on both sides, to allow for asphalt mixture temperature checks.

strike-off assemblies and with automatic screed controls, capable of producing a finished surface of specified evenness and texture. Provide heated units capable of spreading and finishing the mixture to the widths and depths indicated. Provide units capable of being operated at forward speeds consistent with satisfactory placement of the mixture, equipped with receiving hoppers having sufficient capacity for uniform spreading, and equipped with distribution systems that place the mixture uniformly in front of the screeds. Use hydraulic or other extension types against abutting lanes or longitudinal joints only if the unit feeds and activates the extension by the same method as the main screed. For fixed width pavin g operations on pavers where the screed is fed by augers , provide auger extensions to within 18 inches or less of the end gate. At the outside edge of pavement widths that cannot be uniformly placed, the Contractor may use a non-activated extension when approved by the Inspector-in-Charge. Do not use equipment that tears, shoves, or gouges the mixture, or that causes tracks, indented areas, flushing, segregation, or other permanent blemishes. Do not use blade graders or drags.

producing a finished surface of specified evenness and texture. Provide units capable of spreading and finishing the mixture to the widths and depths indicated. Provide units capable of being operated at forward speeds consistent with satisfactory placement of the mixture, equipped with receiving hoppers having sufficient capacity for uniform spreading, and equipped with distribution systems that place the mixture uniformly in front of the strike-off assemblies. Do not use equipment that tears, shoves, or gouges the mixture, or that causes tracks, indented areas, flushing, segregation, or other permanent blemishes.

108.05(c)3a, 3b, 3c, 3e, 3f, 3h, or 4. Operate rollers according to manufacturer's recommendations. Use

vibratory and oscillating rollers with separate controls for frequency and amplitude.

loose and foreign material and excess joint sealer and crack filler from the surface of existing pavement or previously placed pavement courses. If necessary, use a broom. Before placing a wearing course, correct irregularities in the binder course. If practical, do not allow

traffic on the binder course to prevent contamination. Remove and replace binder course that cannot be cleaned to the Representative’s satisfaction. Paint existing vertical surfaces of curbs, structures, gutters, and pavements that will be in contact with asphalt mixtures with a uniform coating of either emulsified asphalt, consisting of PennDOT Material Class TACK or NTT/CNTT and applied in two or more applications, or hot asphalt binder of the class and type designated for the asphalt course. Before overlaying existing surfaces and previously placed courses , apply a tack coat as specified in Section 460 unless otherwise indicated.

ahead of resurfacing operations. Use a scratch course to fill wheel ruts and other local small depressions even with the surrounding pavement. Use a leveling course to provide a relatively uniform working platform for placing binder or wearing courses.

Drawings, or as otherwise indicated. Perform milling with equipment as specified in Section 491.3(a).

1.a Placing. Unless otherwise allowed or indicated, deliver, place, and compact asphalt paving mixtures during daylight hours. Ensure the mixture does not contain lumps of cold material. Deliver and place mixtures at the laying temperatures specified in Table A for the type and class of material used. Do not incorporate any material delivered outside the temperature limits as specified in Table A. Utilize a Material Tr ansfer Vehicle (MTV) as specified in Section 108.05(c)5 for RPS pavements unless otherwise approved by the Representative (See Section 101.01).

1.b Spreading and Finishing. Spread and strike off the mixture for the entire lane width or as much lane width as practical. Adjust screed assemblies to provide the required cross section and depth. After spreading, do not add mixture to the pavement mat that is segregated, below the minimum temperature, contains either a deficiency or an excess of asphalt content, or is otherwise unsuitable to add to the pavement mat. If the course is more than 6 inches in compacted depth, construct it in two or more layers of approximately equal depth, with no layer less than 3 inches or more than 6 inches in compacted depth. For binder or leveling courses that have isolated areas exceeding 6- inch compacted depth, use a scratch or leveling course to eliminate the isolated areas before full-depth paving. Immediately after placing the asphalt mixture, work the exposed outer edges to eliminate sharp, ragged, and open edges, to eliminate an unfinished appearance, and to reduce edge breakdown. Immediately repair edge breakdowns. In areas where mechanical spreaders cannot be used, place and screed the mixture with suitable hand tools. Do not use rakes. Adjacent to flush curbs, gutters, and other abutting structures, place the wearing course mixture uniformly higher so that after compaction the finished surface is slightly above the edge of the abutting structure. Remove harmful material, clean, and seal the surface of wearing courses adjacent to curbs to form an asphalt gutter. Seal the mixture surface with a hot asphalt material of the class and type listed in Table A. Evenly apply the asphalt material a minimum width of 12 inches from the curb. The Contractor may use emulsified asphalt , consisting of PennDOT Material Class TACK or NTT/CNTT, instead of hot asphalt binder material if allowed by the Inspector -in-Charge. Control the application rate so residual asphalt completely fills surface voids and provides a watertight joint along the curb. If necessary, apply emulsified asphalt in two or more applications. After sealing, remove excess sealant material.

1.c Mixture Production, Delivery and Placing Temperatures When Placing Over Membrane Systems as Specified in Section 467 or Section 680. If a project includes an item or items of work for membrane systems, as specified in Section 467 or Section 680, produce and place asphalt mixture on top of the membrane at elevated mixture temperatures as per the membrane manufacturer’s recommendation

and within the Table A temperature requirements. Ensure proper adhesion between the asphalt pavement overlay and the underlying membrane.

1.d Field Technician. Provide a certified asphalt field technician, with the qualifications according to Publication 351, to control the placement of asphalt mixtures. Instruct and train the certified asphalt field technician to control the paving operation so that the completed paving work complies with the specified requirements. A certified asphalt field technician must be onsite and carry a valid certification card during placement of all asphalt mixtures.

1e. Safety Edge. Construct the Safety Edge as the standard edge treatment on the outside edge of asphalt pavements and shoulders. Use the Safety Edge for both wearing and binder courses with a depth of 1.5 inches or greater. Do not place the Safety Edge at total depths greater than 5 inches. The Safety Edge is not required where curb or sidewalk are encountered or where the face of guiderail is directly over the edge of pavements. Do not place the Safety Edge for base, leveling, or scratch courses. Construct the Safety Edge with the same material used to construct the roadway course being placed or, if specified, the paved shoulders. Attach a device to the paver to confine material at the end gate and extrude the asphalt material in a wedge shape. Use an adjustable device that allows the operator to vary the slope extruded at the paver to account for the angle becoming steeper during compaction (roll up). Before construction, the Safety Edge device must be approved by the Representative(s) (See Section 101.01). Compact the roadway or paved shoulder as required by the specifications . Do not delay rolling of the mat adjacent to the Safety Edge. After compaction of the mat is complete, provide a Safety Edge meeting the final shape requirements as shown on the Standard Drawings . The completed angle of the Safety Edge must be 26 to 40 degrees measured from the pavement cross slope extended. At the beginning of each day’s paving, measure the angle of the Safety Edge from the pavement cross slope extended. Perform measurements after final compaction is complete. If the angle of the Safety Edge does not meet the slope requirements, stop paving, and provide corrective action. Do not resume production paving until final shape requirements of Safety Edge are achieved. Allow automatic transition to intersections, driveways, guiderail sections, and obstructions. Use the device to constrain the asphalt head, reducing the area and increasing the density of the extruded profile. A single plate strike-off method is not allowed. Do not place the Safety Edge on organic material.

standard construction placed in quantities that allow consistent operation of the plant and is appropriate for RPS construction.

2.a Lots and Sublots. Material will be accepted in the field on a lot -by-lot basis. Lots will be established cumulatively and will be specific for each JMF. Once the sublot size for each specific JMF has been established based on the project’s plan quantity, the sublot size will remain unchanged throughout project completion. A completed sublot has a mixture acceptance box sample as specified in Section 413.3(h)2.b and either a core collected according to PTM No. 1 and PTM No. 729, or other density acceptance as specified in Section 413.3(j). For JMFs placed in quantities of 2,500 tons or greater, a normal lot size is 2,500 tons with five, 500- ton sublots (n=5), unless operational conditions or project size dictate otherwise. If operational conditions or project size dictate, readjustment of the lot will be made as specified in Table D. Breakdowns or stoppages of short periods because of such causes as weather or equipment failure will not be considered as reasons to adjust the lot size. The original lot will be continued when work resumes after short stoppages of less than 5 calendar days. If a lot is ended due to a stoppage of 5 calendar days or more, adjust the lot size and number of sublots as specified in Table D. If the work stoppage is 5 calendar days or more, a new lot will be established. To terminate a lot without a work stoppage of 5 calendar days or more, stop paving operations and notify the Inspector-in-Charge in writing of the lot termination and include the reason for termination. Do not begin paving again until the Inspector-in-Charge authorizes paving activities to resume. If a lot is terminated when quantities exceed a normal size lot of 2,500 tons, the work will be considered two separate lots, a normal size lot and a terminated lot. The terminated lot will be only that portion of the work which exceeds the 2,500-ton normal sized lot up to the point the paving operations were stopped. A terminated lot will be evaluated based on the samples obtained before the lot was terminated. For terminated lots with three or more sublots, acceptance will be determined using PWL pay factor adjustments. Terminated lots with two or fewer sublots will b e evaluated as specified in Section 413.3(h) 2.a.1. For

terminated lots where density acceptance is by pavement cores, if the first randomly selected coring location was not yet reached at the time the lot was terminated, the Inspector will recalculate one new sample location according to PTM No. 1, PTM No. 729, and PTM No. 746 from the pavement placed. The payment for any terminated lot the Contractor elects to terminate will be 95% of the contract unit price or the payment value determined by evaluating the samples tested, whichever is less. Remove and replace terminated lot pavements when test results indicate defective work. The District Executive will not consider requests for reduced payment on terminated lots when test results indicate defective work.

TABLE D Re-adjustment of Lot Size and Associated Number of Sublots Remaining Quantity* Following Last Full Lot Action Less than 500 tons without a combination of one mixture acceptance sample and one core** Quantity combined with the previous lot, (n=5) Less than 500 tons with a combination of one mixture acceptance sample and one core** One new sublot defined and quantity combined with the previous lot, (n=6) 500 tons to less than 1,000 tons without a combination of two mixture acceptance samples and two cores** One new sublot defined and quantity combined with the previous lot, (n=6) 500 tons to less than 1,000 tons with a combination of two mixture acceptance samples and two cores** Two new sublots defined and quantity combined with the previous lot, (n=7) 1,000 tons to less than 1, 500 tons without a combination of three mixture acceptance samples and three cores** Two new sublots defined and quantity combined with the previous lot, (n=7) 1,000 tons to less than 1,500 tons with a combination of three mixture acceptance samples and three cores** New lot defined, (n=3) 1,500 tons to less than 2,000 tons without a combination of four mixture acceptance samples and four cores** New lot defined, (n=3) 1,500 tons to less than 2,000 tons with a combination of four mixture acceptance samples and four cores** New lot defined, (n=4) 2,000 tons to less than 2,500 tons without a combination of five mixture acceptance samples and five cores** New lot defined, (n=4) 2,000 tons to less than 2,500 tons with a combination of five mixture acceptance samples and five cores** New lot defined, (n=5) *For contract items bid on an area basis, compute equivalent tons based on design depth of paving course and design density as specified in Section 110.04(b)4.b. ** If mat density is accepted using pavement cores and mixture acceptance is by lots.

2.a.1 Partially Completed Lots (n=2 or less). When process conditions change to an extent that a partially completed lot cannot be combined with the most recently completed lot, samples will be independently evaluated on the partially completed lot. For asphalt content and percent passing the 75 mm (No. 200) sieve, mixture acceptance samples will be evaluated individually as specified in Section 413.2(e), Table A (n=1) criteria. For density, mat density acceptance samples will be evaluated individually using the criteria in Table E. If samples tested for asphalt content and percent passing the 75 mm (No. 200) sieve meet the n=1 criteria of Table A, and samples tested for density meet the criteria in Table E, payment will be 100% of the contract unit price. If samples tested for asphalt content and percent passing the 75 mm (No. 200) sieve do not meet the n=1 criteria of Table A, the material will be considered defective work. If samples tested for density are no more than 2 .0% below the minimum or no more than 2.0% above the maximum limits of Table E, payment will be 90% of the contract unit price. If samples for density are more than 2.0% below the minimum or more than 2.0% above the maximum limits of Table E, the pavement will be considered defective work. Unless otherwise directed in writing by the District Executive, remove and replace defective work.

TABLE E Density Limits for Partially Completed Lots MIXTURE NMAS DENSITY LIMITS All RPS 9.5 mm, 12.5 mm, 19 mm, and 25 mm Wearing or Binder Courses ≥ 92.0% and ≤ 98.0% All Standard 9.5 mm, 12.5 mm, 19 mm, and 25 mm Wearing or Binder Courses ≥ 91.0% and ≤ 98.0% All 25 mm and 37.5 mm Base Courses ≥ 90.0% and < 100.0%

2.a.2 For JMF’s placed in quantities less than 2,5 00 tons. For JMFs placed in quantities of greater than 500 tons and less than 2,500 tons, the tonnage will be considered a lot. The lot will be divided into five equal sublots. For JMFs placed in quantities of 500 tons or less, mixture acceptance will not be applicable for PWL pay factor adjustments and will be accepted by certification. If density acceptance is by pavement cores, the tonnage will be considered a lot, and the lot will be divided into three equal sublots. Density acceptance will be determined using PWL pay factor adjustments.

2.b Mixture Acceptance Samples. The Representative will select different sample locations in each sublot according to PTM No. 1 and PTM No. 746. In the presence of the Inspector, obtain one loose mixture sample for each sublot directly from the uncompacted mixture placed by the paving equipment specified in Section 413.3(e) and immediately package. For 19 mm and smaller NMAS mixtures, package individual samples in cardboard boxes dimensioned approximately 3 3/4 inches x 4 3/4 inches x 9 1/2 inches. For 25 mm and larger NMAS mixtures, package individual samples in cardboard boxes dimensioned approximately 5 inches x 5 1/2 inches x 9 inches. Do not package samples in cardboard boxes with any one dimension greater than 10 1/4 inches or any one dimension smaller than 3 1/2 inches. Immediately after packaging and in the presence of the Representative , identify the samples by ECMS project number, lot and sublot number, location (station and offset), date of placement, mixture type, and as acceptance samples (Sample Class AS). Leave at least one side of the cardboard sample box free of any writing or marking for LTS use in testing the samples. Immediately after identifying, submit the samples to the Representative. For quality control purposes, a maximum of one loose sample per sublot may be obtained. No loose mixture or core samples may be taken by the Contractor for mixture composition testing after the mixture acceptance samples are obtained. Do not obtain any other pavement samples, except those which are directed by and surrendered to the Department, unless allowed in writing from the District Executive. The Contractor may elect to expedite delivery of the acceptance samples to the LTS at no additional cost to the Department. If the delivery is expedited, the Inspector will secure all containers with Department issued, uniquely numbered security tape. The Inspector will record the information from the security tape onto Form TR-447 which will be packaged inside the secured container and return the secured containers to the Contractor for transport to the LTS. The Contractor may transport the secured samples to the LTS or utilize a third- party shipping service. If the Contractor elects to utilize a third-party shipping service, the service must provide the ability to track package delivery. Provide all expedited delivery details in the QC Plan and discuss expedited delivery details at the preconstruction and pre-paving meetings. For expedited delivery, provide all containers, cushioning material, and packaging supplies to the Inspector. The Inspector will package all samples in the provided containers and secure the samples before surrendering the secured containers to the Contractor. Upon arrival at the LTS, the secured containers will be visually examined for evidence that the tape has not been compromised and the unique numbers will be compared between the security tape and the value recorded on Form TR-447 inside the container. If sample security has not been compromised, samples received under expedited delivery will be tested on a priority basis. If the containers show any signs of compromised security, the following conditions apply:

• Obtain replacement samples as directed within 12 inches longitudinally of the original samples.

• Immediately stop expedited delivery and all samples will be delivered to the Inspector for transport.

• Conduct an investigation to determine the cause of the compromised security and provide a written explanation to the Representative.

• Do not resume expedited delivery until the Representative has reviewed the written explanation and is satisfied that proper steps have been taken to address the issue. The Department reserves the right to terminate expedited delivery after the first occurrence of compromised sample security.

2.b.1 Theoretical Maximum Specific Gravity (Gmm) Verification Samples. For federally funded projects or projects on the National Highway System, when density acceptance is by pavement cores, obtain a second loose mixture sample as specified in Section 413.3(h)2.b in each sublot at the same location as the mixture acceptance sample and immediately package in cardboard boxes sized as specified in Section 413.3(h)2.b. The second loose mixture sample at each location will be used to determine the theoretical maximum specific gravity (Gmm) and corresponding theoretical maximum density (lbs/ft 3) values for each sublot. Immediately after packaging and in the presence of the Inspector, identify the sample by ECMS project number, lot and sublot number, location (station and offset), date of placement, mixture type, and as Gmm verification samples (Sample Class FV). Leave at least one side of the cardboard sample box free of any writing or marking for LTS use in testing the samples.

2.c Mixture Acceptance and Gmm Verification Sample Testing. Utilize LTS Testing unless otherwise indicated in the proposal. These procedures apply to standard and RPS construction.

2.c.1 LTS Testing. The LTS will test the mixture acceptance samples according to PTM No. 757 or PTM No. 702, Modified Method D and PTM No. 739, if previously identified problematic aggregates are used in the mixture, to determine asphalt content and the percent passing the 75 mm (No. 200) sieve. The LTS will use the calibration factors (C f and 200 Cf) provided with the JMF for PTM No. 757. For individual increment test results outside of the single sample (n=1) tolerances in Table A, the LTS will analyze the test results for extreme values according to PTM No. 4 at the 5% significance level. If discarding an extreme value reduces a lot to less than three remaining test results, the Department will accept the lot as specified in Section 41 3.3(h)2.a.1. The Department will accept lots with three or more test results as specified in Section 413.4(a)4 or Section 413.4(b). If the asphalt content or the percent passing the 75 mm (No. 200) sieve is not within the single sample (n=1) or multiple sample (n≥3) tolerances in Table A for two consecutive lots or a total of three lots, stop all production of the JMF. Determine the cause of the problem and provide a proposed solution to the Department. Do not resume production of the JMF until the Representative reviews the proposed solution and authorizes production to continue. The LTS will test Gmm verification samples as specified in Section 413.3(j)4.d.

of coarse and fine aggregate particles in the finished mat. The Department will address pattern segregation as follows:

3.a Evaluating Pattern Segregation. If the Representative observes pattern segregation that may result in defective pavement, then:

• The Inspector will notify the Contractor of the observed pattern segregation.

• The Contractor may continue to work at their own risk while immediately and continually adjusting the operation to eliminate the pattern segregation from future work.

• As a minimum and in the presence of the Representative, determine the average depth of pavement surface macrotexture according to PTM No. 751 in areas with the pattern segregation and in areas with non- segregated pavement. The pattern segregation is unacceptable if the difference in average pavement texture depth between the non-segregated and segregated areas exceeds 0.024 inch. The Representative will determine if the pavement is defective as specified in Section 413.3(h)3.c.

3.b Test Section. If the macrotexture tests identify unacceptable pattern segregation, then:

• Immediately suspend placing the asphalt course. Evaluate the cause of pattern segregation according to the Paving Operation QC Plan and as directed. Provide proposed corrective actions to the Representative and do not resume placing the asphalt course until after the Representative reviews the proposed corrective actions and authorizes paving to continue.

• Determine if the pattern segregation resulted in defective pavement as specified in Section 413.3(h)3.c.

• After the Representative allows paving to resume, place a test section not to exceed 200 tons. If the corrective actions do not eliminate observed pattern segregation, the Department will suspend paving, even if it is before the Contractor places the entire test section. Propose additional corrective actions and construct another test section. Resume normal paving operations after constructing an entire test section without pattern segregation as determined by the Representative.

3.c Defective Pavement. At locations selected by the Inspector and with the Inspector present, drill a minimum of three 6-inch diameter cores from the area of pattern segregation and a minimum of three cores from the pavement representing a non- segregated area. Do not compress, bend, or distort samples during cutting and handling and immediately provide the cores to the Inspector. The Inspector will transport cores to the producer’s laboratory. With the Inspector present, test the cores at the plant for density, asphalt content, and gradation. The Department may request additional tests as part of its evaluation of pattern segregation. Determine the maximum theoretical density according to Bulletin 27, the core density according to PTM No. 715, and asphalt content according to PTM No. 757 if previously identified problematic aggregates are used in the mixture, PTM No. 702 modified Method D, and PTM No. 739 or other test method identified in the producer QC Plan. An area of pattern segregation contains defective pavement if the summation of absolute deviations from any two sieves is 20% or more from the JMF, the core density is defective, the mixture is defective in asphalt content, or the mixture is defective for percent passing the 75 μm (No. 200) sieve. Remove and replace the full width of the affected lane and a minimum of 5 feet beyond each end of the area with unacceptable pattern segregation. Construct replacement pavement conforming to the appropriate surface tolerances as specified in Section 313.3(l) or Section 413.3(l).

asphalt on the pavement surface. The Department may recognize flushing until the Department approves the project through final inspection. The Department will address flushing as follows:

4.a Evaluating Flushing. When the Representative observes flushing, then:

• The Representative will immediately notify the Contractor of the observed flushing.

• The Contractor may continue work at their own risk while immediately and continually adjusting the operation to eliminate flushing from future work.

• In the presence of the Representative, determine the average depth of pavement surface macrotexture according to PTM No. 751 in areas of suspected flushing. If the average texture depth is less than or equal to 0.006 inches, then the pavement will be consi dered to be flushed and is defective.

4.b Test Section. If the macrotexture tests identify flushing, then:

• Immediately suspend placing the paving course. Evaluate the cause of flushing according to the Paving Operation QC Plan and as directed. Provide proposed corrective actions to the Representative and do not resume placing the paving course until after the Representative reviews the proposed corrective actions and authorizes paving to continue.

• Remove and replace the defective wearing course at no additional cost to the Department for the full width of the affected lane and a minimum of 5 feet beyond each end of the area of defective wearing course. Construct replacement wearing course conforming to the appropriate surface tolerances as specified in Section 413.3(l).

• After the Representative allows paving to resume, place a test section not to exceed 200 tons. If the corrective actions do not eliminate observed flushing, the Department will suspend paving even if it is before the Contractor places the entire test secti on. Propose additional corrective actions and construct another test section. Resume normal paving operations after constructing an entire test section without flushing as determined by the Representative.

all roller marks. Compact the mixture while it is in proper condition and adjust roller speed, amplitude, frequency, pattern, and roller size to eliminate displacement, shoving, cracking, and aggregate breakage. Satisfactorily correct displacement resulting from reversing roller directions and other causes. Without using excess water, maintain wheels of steel-wheel rollers moist and clean to prevent the mixture from adhering to the wheels. Use suitable methods to clean wheels of pneumatic-tire rollers. Use pneumatic-tire rollers for compacting scratch courses. For areas inaccessible to rollers, compact with mechanical vibrating hand tampers. Remove areas that are loose, broken, mixed with dirt, or show an excess or deficiency of asphalt material. Replace removed mixture with fresh hot mixture and compact the mixture even with the surrounding pavement surface.

the levels in Table F. Areas may be accepted by non- movement or optimum- rolling pattern based on the criteria in Sections 413 .3(j)2 and 4 13.3(j)3. Do not place mixtures for non- movement or optimum- rolling pattern acceptance until the Department has approved the density-acceptance level. The Department will accept the mat density of RPS construction by lots and pavement cores as specified in Section 413.3(j)4. The Department will accept mat density of all 4.75 mm NMAS asphalt mixtures by non- movement or optimum-rolling pattern.

TABLE F Density Acceptance Density Acceptance Level Acceptance Criteria Non-Movement Table H Optimum-Rolling Pattern Table H Pavement Cores Table I

the following materials, conditions, or applications:

• Scratch courses or leveling courses less than 1- inch in depth or equal to or less than 110 pounds per square yard.

• Areas of paving or patching less than 4 feet in width or narrow enough to cause bridging of the area by approved compaction equipment.

The Inspector-in-Charge will accept density by non- movement for the following materials, conditions, or applications if they are determined by the Representative to be non-critical for density:

• Materials placed in small quantities not exceeding 500 tons in a continuous placement.

• Mixtures placed on unstable or non-uniform bases.

• Mixtures used for patching, road widening, shoulders, driveway adjustments, parking lots, and other miscellaneous applications determined by the Representative. Shoulders where density is critical will be accepted by pavement cores as specified in Section 413.3(j)4.a.

The Department will accept the density when the mixture does not move under the compaction equipment.

pattern for the following materials, conditions, or applications:

• Materials placed in small quantities not exceeding 500 tons in a continuous placement.

• Mixtures placed on unstable or non-uniform bases.

• Leveling courses or other courses that are greater than or equal to 1- inch in depth or greater than or equal to 110 pounds per square yard.

• Mixtures used for patching, road widening, driveway adjustments, parking lots, shoulders where density is not critical, and other miscellaneous applications determined by the Representative. Shoulders where density is critical will be accepted by pavement cores as specified in Section 413.3(j)4.a.

• Mixtures placed at less than the minimum compacted depths in Table G.

With the Representative and the Contractor’s certified asphalt field technician present, determine density with an approved nuclear gauge according to PTM No. 402, or determine density with an approved electrical impedance gauge according to PTM No. 403. Nuclear gauges must be operated by a licensed nuclear gauge operator. In the presence of the Representative, establish the optimum-rolling pattern for each course according to PTM No. 402 or PTM No. 403. Document optimum-rolling patterns using the appropriate Form TR-4276B or Form TR-4276C and provide the completed forms to the Representative. Compact the course according to the optimum-rolling pattern. During paving, the Representative may require the Contractor to verify the target density established by the optimum-rolling pattern. If the target density is not achieved, establish a new optimum-rolling pattern as directed. The Representative will suspend paving when the optimum-rolling pattern is not being followed. Use one of the following gauges or approved equal:

• Troxler Electronics, Model 3411B or Model 4640B

• Campbell Pacific Nuclear, Model MC-2

• Seaman Nuclear, Model MC-2

• TransTech Systems, Inc., PQITM, Model 300 or Model 301

• Troxler Electronic Laboratories, PaveTrackerTM

Submit a copy of the certificate of nuclear gauge annual calibration according to ASTM D2950 and documentation of training of the nuclear gauge operator. Recalibrate any nuclear gauge that is damaged or repaired.

4.a General. Pavement cores are required for accepting the density of RPS construction. Pavement cores are required for standard construction of extended-season paving, unless waived by the Representative as specified in Section 41 3.3(b)1. Pavement cores are appropriate for accepting the density of standard construction if all of the following materials, conditions, or applications exist:

• Materials placed at compacted depths greater than or equal to the minimum depths specified in Table G.

• Materials placed on stable and uniform bases.

TABLE G Mixture Minimum Compacted Depths Mixture Minimum Depth 9.5 mm Wearing Course 1 1/2 in. 12.5 mm Wearing Course 2 in. 19 mm Binder Course 2 1/2 in. 25 mm Binder Course 3 in.

4.b Lots and Sublots. Section 413.3(h)2.a.

4.c Density Acceptance Samples. The Inspector will select different sample locations in each sublot according to PTM No. 1, PTM No. 729, and PTM No. 746. With the Inspector present, drill 6-inch diameter cores as soon as possible but no later than the day following placement. The core at each location will be used to determine the bulk specific gravity (Gmb) and density (lbs/ft3) of the compacted mix. Do not compress, bend, or distort samples during cutting, handling, transporting, and storing. If samples are damaged, immediately obtain replacement samples, as directed by the Inspector, from within 12 inches of the original sample location. Within 24 hours after coring, backfill the hole with mixture of the same JMF or with mixture used for subsequent courses and compact and seal the mixture. In the presence of the Inspector, i dentify the samples by ECMS project number, lot and sublot number, location (station and offset), date of placement, mixture type, and as acceptance samples (Sample Class AS). Provide the daily theoretical maximum specific gravity value as specified in Section 413.2(e)1.d.4 for the density calculation of each sublot in the lot. If density samples from the lot are taken from more than one day’s placement, the daily theoretical maximum specific gravity values from each production day will be used to calculate the percent of theoretical density for each individual density acceptance core placed on that production day upon Gmm verification as specified in Section 413.3(j)4.d.1. Immediately deliver the samples to the Inspector and provide sample containers of sufficient strength to prevent samples from being damaged during transport. The Representative will submit samples for one lot in one container. For quality control purposes, a maximum of one pavement core per sublot may be obtained unless the Representative allows additional cores. No cores may be taken by the Contractor after the acceptance cores are obtained. Do not obtain any other pavement cores, except those which are directed by and surrendered to the Department, unless allowed in writing by the District Executive. The Contractor may expedite delivery of the acceptance samples to the LTS at no additional cost to the Department . If the delivery is expedited, the Inspector will secure all containers with Department issued, uniquely numbered security tape. The Inspector will record the information from the security tape onto Form TR-447 which will be packaged inside the secured container and return the secured containers to the Contractor for transport to the LTS. The Contractor may transport the secured samples to the LTS or utilize a third-party shipping service. If the Contractor elects to utilize a third- party shipping service, the service must provide the ability to track package delivery. Provide all expedited delivery details in the Paving Operation QC Plan and discuss expedited delivery details at the preconstruction and pre-paving meetings. For expedited delivery, provide all containers, cushioning material, and packaging supplies to the Inspector. The Inspector will package all samples in the provided containers and secure the samples before surrendering the secured containers to the Contractor. Upon arrival at the LTS, the secured containers will be visually examined for evidence that the security tape has not been compromised and the unique numbers will be compared between the security tape and the value recorded on Form TR -447 inside the container. If sample security has not been compromised, samples received under expedited delivery will be tested on a priority basis. If the containers show any signs of compromised security, the following conditions apply:

• Obtain replacement samples as directed within 12 inches longitudinally of the original samples.

• Immediately stop expedited delivery and all samples will be delivered to the Inspector for transport.

• Conduct an investigation to determine the cause of the compromised security and provide a written explanation to the Representative.

• Do not resume expedited delivery until the Representative has reviewed the written explanation and is satisfied that proper steps have been taken to address the issue. The Department reserves the right to terminate expedited delivery after the first occurrence of compromised sample security.

4.d Acceptance and Gmm Verification Sample Testing. These procedures apply to standard and RPS construction.

4.d.1 LTS Acceptance and Gmm Verification Testing. The LTS will test each density acceptance sample according to PTM No. 715, and if necessary PTM No. 716, to determine the bulk specific gravity

3) of the compacted mixture. For individual increment test results outside of the lower and upper specification limits in Table I, the LTS will analyze the bulk density test results for extreme values according to PTM No. 4 at the 5% significance level. If discarding an extreme value reduces a lot to less than three remaining test results, the Department will accept the lot as specified in Section 413.3(h)2.a.1. The Department will accept lots with three or more test results as specified in Section 413.4(a)4 or Section 413.4(b). For lots with no required Gmm verification loose mixture samples, the Contractor’s daily theoretical maximum specific gravity values from each production day will be used for acceptance. For lots with required Gmm verification loose mixture samples, the LTS will randomly select one of the Gmm verification loose mixture samples obtained as specified in Section 4 13.3(h)2.b.1 from the lot according to PTM No. 1. The LTS will test the randomly selected Gmm verification loose mixture sample to determine the theoretical maximum specific gravity (Gmm) of the compacted mixture according to AASHTO T 209 as modified in Bulletin 27, except the following:

• The samples will be obtained as specified in Section 413.3(h) 2.b.1.

The LTS will compare the randomly selected Gmm verification sample test result with the Contractor’s daily Gmm value for that same production or placement date. If the LTS and Contractor Gmm values do not differ by more than ± 0.030, the Contractor’s daily Gmm values in the whole lot will be considered verified and the Contractor’s daily Gmm values will be used to determine the percent of theoretical maximum density for each density acceptance sample placed on that date. If the initial randomly selected LTS Gmm verification sample test result differs from the Contractor’s daily Gmm value for that same production or placement date by more than ± 0.030, the LTS Gmm test result value will be used as the acceptance Gmm value to determine the perc ent of theoretical maximum density for the individual density acceptance cores produced or placed on that same date. The Department reserves the right to select more than one Gmm verification sample from the lot representing the same production or placement date and to select other Gmm verification samples from the lot representing different production or placement dates to verify the Contractor’s daily Gmm values. When more than one Gmm verification sample is selected from the lot representing the same pro duction or placement date, the LTS Gmm test results will be averaged and the average will be used to verify the Contractor’s daily Gmm value for that same production or placement date. Individual sublot density values will be calculated and then rounded to the nearest tenth of a percent of theoretical maximum density according to ASTM E29. Lot average density will subsequently be calculated from the individual sublot values and then rounded to the nearest tenth of a percent theoretical maximum density according to ASTM E29. The Department will determine acceptance, with respect to density, as specified in Section 413.4(a)4 or Section 413.4(b). If cores are not taken within 1 day after placing the mixture, or if the density for two consecutive lots or for a total of three lots does not meet the density payment factor percentage of ≥ 100, stop paving operations for the project as directed. Review and evaluate the operation and determine the cause of the problem. Do not resume paving until after the Representative reviews the proposed solution and authorizes paving to continue.

1.a General. Offset joints in a layer from the joint in the layer immediately below by approximately 6 inches. Plan joint locations to ensure that the joint in the top layer is at the approximate pavement centerline for two- lane roadways and within 12 inches of the lane lines for roadways with more than two lanes. Avoid joint locations directly beneath planned pavement marking applications where possible. Before placing abutting lanes, paint the entire area of the joint with a uniform coating of asphalt material, the PG-Binder used in the pavement course or PG 64S-22. Painting of the joint face is not required for scratch courses. Place and compact the mixture at the joint according to the Paving Operation QC Plan. Ensure the surface across the joint and along the joint is within the surface tolerances specified in Section 41 3.3(l). Adhere to the following additional requirements for the construction of longitudinal joints that will not be evaluated as specified in Section 405:

• Ensure a true line when paving. Place and closely follow lines or markings for this purpose. When compacting loose mixture at an unsupported edge, make the first roller pass with the edge of the roller drum extending beyond and overhanging the unsupported edge by 3 to 6 inches. Do not allow pneumatic-tire rollers to cause lateral movement at any unsupported edge.

• When placing uncompacted mixture adjacent to a previousl y compacted lane, operate the paver so that the material overlaps the edge of the previously placed lane by 1 to 1 1/2 inches. Ensure that mixture behind the screed is tightly pushed against the free face of the existing lane. Maintain the uncompacted mixture uniformly higher than the existing lane by at least 1/4 inch per inch of material being placed to ensure full compaction. When possible, use automated joint matchers when constructing joints between traveled lanes. Do not bump back or lute the overlapped material unless overlap inadvertently exceeds the specified tolerances. When compacting the loose mix at the longitudinal joint, keep the roller drum approximately 18 inches from the joint for the first pass forward, avoiding the roller edge of the drum operating directly above the bottom edge of any underlying notched wedge joint. On the backward and subsequent passes, overlap the joint 2 to 6 inches. Ensure that the joint receives at least as many roller passes as the rest of the mat.

• If traffic or other cause distorts the lane edge, restore the lane edge to its original shape, using acceptable procedures.

Seal all longitudinal joint(s) for surface courses with hot PG 64S-22 asphalt binder at no additional cost to the Department . Heat and maintain asphalt binder sealant between 265F and 320F. Do not place sealant when the air temperature is below 40F, unless allowed by the Representative. Apply the sealant only to joints in pavement surfaces that are clean, dry, and free of any loose material and debris. Clean with a power broom as required. Utilize a pressure applicator with a wand or nozzle capable of applying hot asphalt sealant in a straight and consistent width band of 4 inches +/ - 1 inch and thickness of 1/16 inch +/- 1/32 inch. Center the sealant band withi n 1 inch of the joint. Remove and dispose of excess sealant at no additional cost to the Department . Reseal areas of the joint that are inconsistently or not completely covered at no additional cost to the Department. Replace pavement markings that are marred by sealing operations at no additional cost to the Department.

1.b Vertical Joints.

• The Contractor may use vertical joints for base, binder, and wearing courses.

• If traffic or other cause distorts the lane edge, carefully saw a vertical lane edge before painting.

• Place the abutting lane on the same day, and if necessary, leave only short lane sections, normally less than 25 feet in length, where the abutting lane is not placed the same day.

1.c Notched Wedge Joints.

• The Contractor may use notched wedge joints for wearing and binder courses with NMAS mixtures of 19.0 mm or smaller.

• Remove and dispose of all loose and foreign material before opening the lane to traffic.

• Construct the joint as shown on the Standard Drawing.

• If the joint is next to opposing traffic, place the abutting asphalt mixture within 1 working day after placing the mixture. If the joint is next to traffic in the same direction, place the abutting asphalt mixture within 2 working days after placing the mixture.

• If both lanes that make the joint are not placed on the same day, amend the Maintenance and Protection of Traffic Plan and install additional signing for uneven lane at no additional cost to the Department. Install "Uneven Lane" signs according to Publication 212, Publication 213, and MUTCD and 1/2-mile before the notched wedge joint area and every 1/2-mile within the uneven pavement area.

may saw transverse joints. If used, install bulkheads straight and perpendicular to the surface. If a bulkhead is not used and the roller moves over the rounded edge of new mixture, locate the joint a sufficient distance from the rounded edge to provide a true surface and cross section. Paint the joint face with a thin coating of asphalt material, the PG-Binder used in the pavement course or PG 64S-22, before placing fresh mixture against the joint face. Painting of the joint face is not required for scratch courses.

paving notches, lane additions, or utility openings, seal the joint with hot asphalt material of the class and type designated for the wearing course. Evenly apply the sealant a minimum of 6 inches on both sides of the joint. The Contractor may use emulsified asphalt, consisting of PennDOT Material Class TACK or NTT/CNTT, instead of hot asphalt material. Before sealing, clean and remove harmful material from the area to be sealed. Control the application rate so residual asphalt completely fills surface voids and provides a watertight joint. If necessary, use two or more applications of emulsified asphalt. Remove excess asphalt material and immediately cover the sealed area with a light application of dry sand that is acceptable to the Representative.

determines may be deficient or irregular, and at transverse joints (including bridge decks and pavement transition) and paving notches. Hold the straightedge in contact with the surface and in successive positions parallel to the road centerline to check the entire width of the pavement. Advance along the pavement in stages of not more than one-half the length of the straightedge until the entire area is tested. The pavement is defective if irregularities are more than 3/16 inch.

and within the specified tolerances. For courses with density acceptance by lots, the Inspector will measure the depth of each sublot according to PTM No. 737 using the density acceptance samples. For courses with a designed course depth and density acceptance by non-movement or optimum rolling pattern, the Inspector will calculate the mass per square meter (weight per square yard) for verification of yield. If yield results indicate insufficient course depth, drill one 6- inch diameter core for each 500 tons of material placed to determine the extent of the deficient depth. Core locations will be determined according to PTM No. 1. For courses with density acceptance by lots, the inspector will measure the depth of each sublot according to PTM No. 737 using density acceptance samples. Pavement deficient in depth by more than 1/4 inch is defective work. Pavement deficient in depth by more than 1/8 inch in three or more adjacent core locations is defective work. The extent of the defective work is the entirety of all sublots represented by the adjacent deficient core samples. After the Inspector completes depth measurements, backfill, compact, and seal core holes with the mixture used to construct the course. Immediately start correcting courses or pavement that are deficient in depth at the core location and proceed longitudinally and transversely until the depth is within 1/4 inch of the design depth.

24 hours or until the course uniformly cools to a temperature of 140F or less. Provide alternate routes as indicated or as directed. If both lanes that form a longitudinal joint are placed on the same day and public safety is not restricted, do not allow vehicular traffic, or loads on the lanes until adequate stability and adhesion is

obtained and the material has uniformly cooled to 140F or less. Maintain the course, as specified in Sections

Department acceptance and QA testing will not relieve the Contractor of responsibility for material or workmanship that the Representative determines is defective before the Department issues the acceptance certificate. Remove and replace or repair defective work as directed. The BOCM, CQAD will review Representative determinations of defective material or workmanship. Remove and replace pavement defective for pattern segregation as specified in Section 413 .3(h)3, for flushing as specified in Section 4 13.3(h)4, surface tolerance as specified in Section 413 .3(l) or Section 313.3(l) and depth as specified in Section 413 .3(m), or Section 313.3(m). Remove and replace pavement defective for percent within limits or Payment Factor Percentages as specified in Tables H and I.

project, to report individual and cumulative loads of material delivered during the construction process.

plant and capable of transmitting ticket information to the PennDOT eTicketing system. The system software and hardware must prevent alteration of the data inputs from the asphalt mixing plant’s recording truck scale or recording weigh hopper, or the asphalt mixing plant’s recording aggregate, asphalt, and other material scales.

3.a. Submit details of the proposed eTicketing system to the Department for approval at least 30 days before material is delivered to the project. Submission can be discussed during the preconstruction meeting and must be submitted through the PennDOT Project Collaboration Center (PPCC), using the “Material -eTicketing Producer and Software Vendor Contact Information” submittal, for coordination with producer and their software vendor. Form CS -9000 (eTicketing Producer and Software Vendor Contact Information) must be included with the submittal in PPCC.

3.b. For eTicket system acceptance on a project, the asphalt eTicket must contain the following information:

• Engineering and Construction Management System (ECMS) Number

• Asphalt Plant Bulletin 41 Supplier Code

• PennDOT Material Type (ex. Asphalt)

• eCAMMS JMF Year

• eCAMMS JMF/Mix Design Number

• Plant Ticket Identification (ID)

• Date and Time Ticketed

• Unique Truck ID

• Gross Weight

• Gross Weight Unit of Measure (UoM)

• Tare Weight

• Tare Weight UoM

• Net Weight

• Net Weight UoM

• Running Daily Total in Tons of the JMF material being transported

• Running Daily Total UoM

• Name of Licensed Public Weighmaster

• License Number of Licensed Public Weighmaster

• Load Count

3.c. The Unique Truck ID must be a minimum of 3 inches in height, on three sides of the truck and must match the Unique Truck ID entered on the eTicket. For example: when multiple trucks with the same number are delivering material to a project on the same day, but the trucks are different colors or display different company names, the color or company name can be used to create the unique Truck ID (e.g., Red 123, Blue 123, Company A 123, Company B 123).

3.d. Maintain an internet connection at the Bulletin 41 supplier location with a minimal bandwidth of 10Mbps or the minimum bandwidth recommended by their eTicketing software vendor, whichever is greater. If internet connection is unavailable at the project or temporarily unavailable at the Bulletin 41 supplier location, provide paper tickets for inspection staff to work offline. Ensure the Inspector can retrieve the eTicketing data when internet connection is restored.

413.4MEASUREMENT AND PAYMENT—

1.a Superpave Asphalt Mixture Design, Asphalt Wearing Course. Square Yard or Ton

1.b Superpave Asphalt Mixture Design, Asphalt Wearing Course (Scratch). Ton

1.c Superpave Asphalt Mixture Design, Asphalt Wearing Course (Leveling). Ton

1.d Superpave Asphalt Mixture Design, Asphalt Binder Course. Square Yard or Ton

1.e Superpave Asphalt Mixture Design, Asphalt Binder Course (Leveling). Ton

Rolling Pattern, or Pavement Cores. The Representative will pay at the contract unit price, adjusted according to Table H. The total payment factor percentage for pavements with density acceptance other than by pavement cores is the sum of adjustments for each test criterion subtracted from 100%. The adjustment for an individual test criterion is the payment factor percentage subtracted from 100%. The pavement will be considered defective if the payment factor for asphalt content, percent passing the 75 μm (No. 200) sieve, and percent passing the 2.36 mm (No. 8) sieve are all 85%.

For pavements with density acceptance by cores, the payment will be as specified in Section 413.4(a)4 with pay factors from Table H being applied. The pavement will be considered defective if the pavement density cores result in a percent within limits less than 50.

TABLE H Contract Unit Price Adjustments - Mixture Acceptance by Certification Mixture NMAS Test Criteria Test Value Payment Factor Percentage Asphalt Content All sizes Printed Tickets

At least 90% of Daily Printed Tickets Within 0.2% of JMF

Less than 90% of Daily Printed Tickets Within 0.2% of JMF

19.0 mm and smaller QC Sample Testing** Single Sample (n=1) Multiple Samples (n≥2)

±0.7% ±0.5% 100 ±0.8% to 1.0% ±0.6% 85 > ±1.0% ≥ ±0.7% * 25.0 mm and larger QC Sample Testing** ±0.8% ±0.6% 100 ±0.9% to ±1.2% ±0.7% 85 > ±1.2% ≥ ±0.8% * Gradation Single Sample (n=1) Multiple Samples (n≥2)

All sizes QC Sample Testing for % Passing 75 μm (No. 200) Sieve** ±3.0% ±2.1% 100 ±3.1% to ±4.0% ±2.2% to ±2.7% 85 > ±4.0% ≥ ±2.8% * All sizes QC Sample Testing for % Passing 2.36 mm (No. 8) Sieve** ±6% ±4% 100 ±7% to ±8% ±5% 85 > ±8% ≥ ±6% * Mat Density All sizes Non-Movement Section 413.3(j)2. 100 Optimum-Rolling Pattern Section 413.3(j)3. 100 Sizes from Table I Acceptance Sample Testing of Pavement Cores Table I Section 413.4(a)4.a * Defective pavement. Remove and replace or, when allowed by the District Executive in writing, leave in place and the Department will pay 70% of the contract unit price. ** For these test criteria, the daily Pay Factor will be determined by the single sample test result from the daily QC sample. If more than one QC sample test result is available for a day, the Payment Factor Percentage will be determined based on the average of the results using multiple sample tolerances. If corrective action is taken, Pay Factors will be independently determined for material placed before and after the corrective action.

Pattern, or Pavement Cores. The Department will pay on a lot -by-lot basis at the contract unit price, adjusted for Pay Factors (PF) as specified. For the PF based on Percent Within Limits (PWL), the Department will determine the individual PWL values for in- place pavement density (PWLD), asphalt content (PWL AC), percent passing the 75 µm (No. 200) sieve (PWL 200), and for percent passing the primary control sieve

Department will determine each PF for in- place pavement density, asphalt content, percent passing the 75 µm (No. 200) sieve, and for percent passing the primary control sieve as specified in Section 413.4(a)4.a. The Department will determine the Overall Lot Pay Factor (OLPF) as specified in Section 413.4(a)4.a.2.

4.a Pay Factors.

4.a.1 Pay Factors for In -Place Pavement Density (PF D), Asphalt Content (PF AC), Percent Passing 75 μm (No. 200) Sieve (PF200), and Percent Passing the Primary Control Sieve (PF PCS). For lots with density acceptance by non-movement or optimum-rolling pattern, PFD = 100.00. The Department will determine PF D, for lots with density acceptance by pavement cores and PFAC, PF200, and PFPCS for all lots, according to the following:

4.a.1.a All PWL Parameters Greater Than or Equal to 50. When PWL D, PWLAC, PWL200, and PWLPCS are each greater than or equal to 50, the Department will determine the pay factor for each PWL as specified in one of the following equations as appropriate. When PWL is ≥ 90, determine the pay factor for the specific pay parameter as specified in the following Equation:

PFX = 100 + 0.4(PWLX - 90)*

where:

PF X = Pay Factor of the individual pay parameter (PFD, PFAC, PF200 or PFPCS)

PWLX = Percent within Limits of the individual pay parameter (PWLD, PWLAC, PWL200 or PWLPCS)

* For 9.5 mm and 12.5 mm courses with average density < 93.0, the maximum PF D = 100

When PWL is < 90 and ≥ 50, or when PWL200 is less than 50 and the average percent passing the 75 µm (No. 200) sieve is within ± 2 .0% from the JMF, determine the pay factor for the specific pay parameter as specified in the following Equation:

PFX = 70 + 0.75(PWLX - 50)

where:

PFX = Pay Factor of the individual pay parameter (PFD, PFAC, PF200 or PFPCS)

PWLX = Percent within Limits of the individual pay parameter (PWLD, PWLAC, PWL200 or PWLPCS)

4.a.1.b One PWL Parameter Less Than 50. When either one of PWL D or PWLAC is less than 50, the lot is defective. When PWL 200 is less than 50, the lot is defective when the average percent passing the 75 μm (No. 200) sieve is greater than ± 2.0% from the JMF. When PWLPCS is less than 50, the PFPCS = 60.00. For defective lots, the DE will direct one of the following:

• Leave the lot in place. The DE will apply an OLPF of 70.

• Remove and replace the entire lot. The District Executive will direct removal and replacement of the entire lot at no additional cost to the Department with new lot acceptance sampling and testing.

4.a.1.c Two PWL Parameters Less Than 50. When two or more of PWLD, PWLAC, or PWL200, with the average percent passing the 75 μm (No. 200) sieve greater than ± 2.0% from the JMF , are less than 50, the lot will be considered defective, and the DE will direct removal and replacement of the entire lot with new acceptance sampling and testing.

4.a.2 Overall Lot Pay Factor (OLPF). The Department will determine the OLPF as specified in the following equation and then will round the resulting OLPF to the nearest whole number according to ASTM E29:

OLPF = (0.50 x PFD) + (0.30 x PFAC) + (0.10 x PF200) + (0.10 x PFPCS)

where:

PFD = Pay Factor for In-Place Density

PF AC = Pay Factor for Asphalt Content

PF200 = Pay Factor for Percent Passing the 75 μm (No. 200) Sieve

PFPCS = Pay Factor for Percent Passing the Primary Control Sieve (PCS)

TABLE I Upper and Lower Specification Limits for Calculating Percent Within Limits Testing Criteria Mixture NMAS Lower Specification Limit (L) Upper Specification Limit (U) Asphalt Content from JMF Value, % 9.5 mm, 12.5 mm -0.4 +0.4 19 mm -0.5 +0.5 25 mm and 37.5 mm -0.6 +0.6 Percent Passing the 75 µm (No. 200) sieve from JMF Value, % All sizes -1.5 +1.5 Percent Passing the Primary Control Sieve from JMF Value, % 9.5 mm (PCS = 2.36 mm (No. 8) sieve) -5 +5 12.5 mm (PCS = 2.36 mm (No. 8) sieve) -5 +5 19 mm (PCS = 4.75 mm (No. 4) sieve) -8 +8 25 mm (PCS = 4.75 mm (No. 4) sieve) -9 +9 37.5 mm (PCS = 4.75 mm (No. 4) sieve) -9 +9 Mat Density * All 9.5 mm, 12.5 mm 92.0 98.5 All 19 mm Courses, 25 mm Binder Courses 91.0 98.0 25 mm and 37.5 mm Base Courses 90.0 No Upper Limit * Where Limits = Percent of Theoretical Maximum Density

4.a.3 Lot Payment. The Representative will compute the percent of the contract unit price paid as follows:

Lot Payment = C P (OLPF)/100

where:

CP = Contract unit price per lot (unit price times lot quantity)

OLPF = Overall Lot Pay Factor

4.a.4 Evaluation of Overall Lot Pay Factor and Payment of Incentive / Disincentive. Dollar. The proposal will include a contract item and a predetermined amount of money for Evaluation of Overall Lot Pay Factor and Payment of Incentive. The contract item will have a unit of measure of DOLLAR, a unit price of $1.00, and a quantity equal to the predetermined amount. Because of the incentive status of the payment being made, the provisions of Section 110.02(d) are not applicable to this item.

The Evaluation of Overall Lot Pay Factor and Payment of Incentive contract item will be measured and paid as follows:

• Incentive. When asphalt pavement evaluation indicates that an incentive adjustment is applicable, the appropriate amount will be paid under this contract item.

• Disincentive. When asphalt pavement evaluation indicates that a disincentive adjustment is applicable, the appropriate amount will be deducted from money due or to become prior to the Contractor through the processing of a Contract Adjustment.

4.b Dispute Resolution. For mixture acceptance testing or density acceptance testing performed by the LTS, the Contractor may request, in writing, that the Department retest a lot if the initial test results indicated a defective lot (remove and replace) , a lot with an OLPF < 90.00, the asphalt content pay factor for the lot is < 80.00, or the density pay factor for the lot is < 80.00, except for density when one or more density acceptance cores in the lot were coated with paraffin wax as a result of PTM No. 716 during the original density acceptance testing. Provide written retest requests to the District Executive within 3 weeks of the date the LTS test results are released. Provide in the written request the preferred test method for asphalt content determination (PTM No. 757 or PTM No. 702, Modified Method D). Retests will not be allowed if a written retest request is not received within 3 weeks of the date the LTS test results are released. Provide quality control test results and control charts, companion sample test results (if available), test data trend evaluation, and any other pertinent information to justify the retest request. The Department will evaluate the information and may allow retesting if the information submitted provides a reasonable basis to conclude that the failing test results may not represent the in- place material. The LTS will perform the retest with the Contractor present, unless otherwise agreed to in writing with the Contractor. For retesting of materials failing for asphalt content , percent passing 75 µm (No. 200) sieve, or percent passing the PCS, the Inspector will identify the locations where the original box samples were collected. The Inspector will select retest sample locations 24 inches from the original sample locations longitudinally in the direction of traffic. If the 24-inch offset causes the retest sample location to fall outside of the sublot, the Inspector will select the retest sample location 24 inches from the original sample locations longitudinally in the opposite direction from traffic. With the Inspector present, provide appropriate traffic control and drill 6- inch diameter cores for retesting purposes according to the procedure for drilling in PTM No. 729. Ensure drilling procedures include washing off and towel drying the core samples immediately after drilling. Within 24 hours after coring, backfill the hole with mixture of the same JMF or with mixture used for subsequent courses and compact and seal the mixture. Provide traffic control, core, and backfill the core holes at no additional cost to the Department. The test method used for asphalt determination during the original acceptance testing (PTM No. 757 or PTM No. 702, Modified Method D, and PTM No. 739) will be used for the retest, unless the DME/DMM grants written approval for a change in test method. If required to separate the applicable pavement course lift from other pavement courses, the cores will be saw cut at the course lift line(s) as determined by the LTS. The results of the retest cores will be used to calculate payment for asphalt content, percent passing the 75 µm (No. 200) sieve, and percent passing the PCS for the lot. For retesting of density acceptance, the original density acceptance cores will be utilized. The LTS will not retest a lot for density acceptance when one or more density acceptance cores in the lot were coated with paraffin wax as a result of PTM No. 716 during the original density acceptance testing. The LTS will retest each original density acceptance core according to PTM No. 715 and PTM No. 716, as necessary, to determine the Gmb and bulk density values. The LTS will not perform Gmm testing for lots where the Contractor’s Gmm value was previously considered verified as specified in Section 413.3(j) 4.d.1. After Gmb testing is completed, for lots where the Contractor’s Gmm was not verified, the LTS will select one original density acceptance pavement core from each production or placement date represented by the density acceptance cores in the lot. Each core selected will be the core with the highest bulk density for that production or placement date from the retest results (e.g., if a lot was placed over 3 production days, and the lot density acceptance cores include at least one core from each production or placement day, the original density cores selected during a density retest to perform Gmm testing will be 3; one from each production or placement date). The LTS will perform Gmm testing on the selected cores according to AASHTO T 209 as modified in Bulletin 27, except the following:

• The samples will be obtained as specified in Section 413.3(j)4.c

• No conditioning, only drying, will be performed on the sample.

• The minimum sample size will be waived, as necessary, to use the 6- inch diameter pavement core sample, and

• The supplemental procedure for mixtures containing porous aggregate will only be performed when either the coarse aggregate or fine aggregate in the mixture has a water absorption of ≥ 1.5% as indicated on the JMF and then only when the calculated percent of theoretical maximum density indicates any one individual failing sublot which results in a density pay factor less than 100.00.

The LTS Gmm value(s) determined will be the Gmm values used to determine the percent of theoretical maximum density for the cores represented by the applicable production or placement dates in the lot. Either the previously verified Contractor’s Gmm values(s) or the newly tested LTS Gmm value(s) will be used for acceptance to determine the percent theoretical maximum density for each sublot core in the lot. Upon completing the retesting of the original density acceptance cores, the LTS will evaluate testing repeatability for the bulk density results determined according to PTM No. 715 and PTM No. 716, if necessary, using both the bulk original density test values and the bulk density retest values according to PTM No. 5. After evaluating the testing repeatability, the density test values used to determine the final payment factor percentage for density will be as follows:

• If repeatable, the original test values will be used.

• If lack of repeatability (i.e., non-repeatable), the retest values will be used.

The Department will deduct from the payment the cost per lot associated with conducting a retest as follows in Table J:

TABLE J Dispute Resolution Retest Cost Table Test Method Mixture Acceptance Retest Cost if Retest Results Indicate ≥ 100% Pay Factor(s)* Mixture Acceptance Retest Cost if Retest Results Indicate <100% Pay Factor(s) PTM No. 702/739 $900 $3,500 PTM No. 757 $500 $2,000 Density Acceptance Retest Cost if Retest Results Indicate a Lack of Repeatability Density Acceptance Retest Cost if Retest Results are Repeatable PTM No. 715, or PTM No. 716 only $200 $750 PTM No. 715, or PTM No. 716, and AASHTO T 209 as specified in Section 413.3(j)4.d.1 $1,100 $4,000 * For lots where the original test results indicated a defective lot, only the pay factor(s) where original test results indicated a PWL < 50 for asphalt content, percent passing the 75 μm (No. 200) sieve, or density will be utilized to determine the retest cost. If no original test results indicated PWL < 50 for lots where OLPF < 90, then all pay factors will be utilized to determine the retest cost.

except for RPS, the Department will determine mat density by pavement cores only.