412SUPERPAVE MIXTURE DESIGN, CONSTRUCTION OF PLANT-MIXED 6.3 MM THIN ASPHALT OVERLAY COURSES

MIXED 6.3 MM THIN ASPHALT OVERLAY COURSES

412.1DESCRIPTION—This work is the construction of a thin lift wearing course of plant-mixed, dense-graded

asphalt concrete with 6.3 mm Nominal Maximum Aggregate Size (NMAS), placed on a prepared surface.

412.2MATERIALS—Section 413.2 with additions and modifications as follows:

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 performance 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 material on the first day of paving and when the batch number changes.

1.a. WMA Technology Additives or Modifiers Blended at the Asphalt Material Supplier’s Refinery or Terminal. Provide refinery or terminal blended asphalt material blended with an approved WMA Technology additive or modifier from an approved manufacturer and source listed in Bulletin 15. Include in the asphalt material 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 lading information following the applicable requirements in Section 702. Include the WMA Technology additive or modifier and dos age rate on the bill of lading. Provide certification that the refinery or terminally blended asphalt binder, that when modified with the WMA Technology additive or modifier, meets the requirements for the specified performance grade.

1.b. WMA Technology Additives or Modifiers Blended at the Asphalt Mixture Producer’s Plant. 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 performance 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 in Section 413.2(e)1.a and the additional Producer QC Plan requirements within this specification.

Bulletin 14. Furnish aggregate that conforms to the quality requirements for Superpave Asphalt Mixture Design as specified in Bulletin 27 with modifications as specified in Section 412.2. 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 for SRL are 50% by mass (weight) of each aggregate. Blend the aggregates using an approved method.

• 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.

All manufactured sand fine aggregates use d in NMAS 6.3 mm mixtures must be from a source that has a coarse aggregate SRL rating listed in Bulletin 14 as specified . Manufactured sand fine aggregate must be manufactured from the same parent material(s) as the Bulletin 14 listed coarse aggregate and will have the same SRL rating as the listed coarse aggregate. All natural sand fine aggregates, and manufactured sand fine aggregates without a coarse aggregate from the same source with an SRL rating listed in the Bulletin 14 used in NMAS 6.3 mm mixture must be submitted to the LTS for SRL determination.

revise the following requirements of Table B:

• Abrasion, Maximum Percent Loss as specified in Bulletin 27, Chapter 2A, Table 6A

• Flat and Elongated Particles in Coarse Aggregate maximum percent as specified in ASTM D4791 using material retained on the No. 4 sieve , Maximum 10 percent for 1:5 ratio, and Maximum 20 percent for 1:3 ratio.

• Crushed Fragments, Minimum Percent, as specified in AASHTO M 323, Table 6, for Fractured Faces, Coarse Aggregate using the material retained on the No. 4 sieve.

The coarse aggregate must satisfy specified SRL requirements. Do not use coarse aggregate or anti-skid aggregate in the mixture until the quality, type, and SRL, are determined.

Asphalt Shingles (RAS) in the 6.3 mm Wearing Course.

to 3 million Equivalent Single Axle Loads (ESALs). Hydrated lime is allowed as a filler and may constitute up to 2% of the weight of total dry aggregate unless otherwise shown on the plans. Provide hydrated lime that conforms to the requirements of ASTM C977.

Size, uniformly grade, and combine aggregate fractions, asphalt binder, and an approved WMA Technology in proportions to develop a JMF that conforms to the material, gradation, and volumetric Superpave Asphalt Mixture Design requirements as specified in Bulletin 27, Chapter 2A , except as modified in Table A. The WMA Technology Manufacturer Technical Representative (Technical Representative) will address laboratory procedure modifications necessary to prepare, compact, and test WMA mixtures and to achieve a uniform blend. D evelop a JMF and incorporate the WMA Technology additive, modifier, or process into that JMF during production. Do not develop a volumetric JMF based on incorporating the WMA Technology additive, modifier, or process during the volumetric asphalt mixture design process. For all JMFs, perform mo isture susceptibility analysis according to Bulletin 27 and ensure the asphalt mixture used for the analysis includes the WMA Technology . Ensure the WMA Technology additive, modifier, or process is not detrimental to the moisture resistance of the mixture. Submit a complete copy of the JMF, including a Form TR-448A 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 on the TR -448A. Provide the calibration factors (C f for both asphalt content and 75 µm (No. 200) sieve) required by PTM No. 757 with the JMF on the TR -448A. Do not start mixture production until after the DME/DMM reviews the JMF. Submit a completely new JMF, including a new Form TR-448A, with a change in material sources or if a new JMF is necessary to produce a mixture conforming to this specification.

TABLE A Mix Design Requirements for Thin Lift 6.3 mm Asphalt Wearing Course AGGREGATE GRADATION REQUIREMENTS, PERCENT PASSING Sieve Size Min. – Max. 9.5 mm (3/8 inch) 100 Min. 6.3 mm (1/4 inch) 90-100 4.75 mm (No. 4) 0-85 2.36 mm (No. 8) 37-55 300 µm (No. 50) 8-25 75 µm (No. 200) 3-10 VOLUMETRIC DESIGN REQUIREMENTS Design Gyrations (Ndesign) for All Specified Ranges of Design ESALs 75 Voids in Mineral Aggregate (VMA), Min. %, for All Specified Ranges of Design ESALs 16.5 Design Air Voids (Va), %, for All Specified Ranges of Design ESALs 3.5-4.0 Binder Draindown (AASHTO T 305), % Maximum, for mixture with greater than 7.0% Asphalt Content 0.3% Binder Grade for All Specified Ranges of Design AASHTO M 332 PG 64E-22

1.a Producer QC Plan. Section 413.2(e)1.a.

1.b Plant Technicians. Section 413.2(e)1.b.

1.c Annual JMF Verification. Section 413.2(e)1.c except conform to the single and multiple sample tolerances in Section 412.2(e)1.d Tables B and C.

1.d Production. Section 413.2(e)1.d except as follows:

1.d.1 Apparent Moisture Content. Section 413.2(e)1.d.1.

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 B. 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 B. After obtaining five or more test results, determine compliance with the multiple sample tolerances in Table B 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.

1.d.3 Gradation. Sample the completed mixture, 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 is 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 B. 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 with the multiple-sample tolerances using the running average of the last five consecutive test results.

1.d.4 Theoretical Maximum Specific Gravity. Section 413.2(e)1.d.4.

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 C . Determine the bulk specific gravity of the specimens as specified in AASHTO T 312 and calculate air voids (Va) and Voids in Mineral Aggregate (VMA) at Ndesign according to AASHTO R 35 and as specified in Bulletin 27.

TABLE B Composition Tolerance Requirements of the Completed Plant Mix Single Sample (n = 1) Multiple Samples (n ≥ 3) Gradation Passing 6.3 mm (1/4 inch) to 300 µm (No. 50) Sieves (Inclusive) ±6% ±4% Passing 75 µm (No. 200) Sieve ±3.0% ±2.0% Asphalt Content

6.3 mm ±0.6% ±0.4% Temperature of Mixture (F) Class of Material Type of Material Minimum Maximum PG 64E-22 Asphalt Cement 285 330 Job-Mix Tolerance Requirements for Combined Hot Bin Gradations Gradation Single Sample (n = 1) Passing 6.3 mm (1/4 inch) to 300 µm (No. 50) Sieves (Inclusive) ±4% Passing 75 µm (No. 200) Sieve ±3.0%

TABLE C Volumetric Tolerance Requirements of the Plant Mixed, Laboratory Compacted Mixture Single Specimen (n = 1) Multiple Specimens (n ≥ 2) Air Voids at Ndesign (Va) from Target ±2.0% ±1.5% Minimum VMA % 16.0 -

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 6.3 mm ( 1/4 inch) sieve, 2.36 mm (No. 8) sieve, 300 µm (No. 50) sieve, 75 µm (No. 200) sieve, or asphalt content are not within the tolerances in Table B.

• The average of multiple samples (n≥ 3) for percent passing any sieve or asphalt content, as determined according to Section 412.2(e)1.d, are not within the tolerances in Table B.

• QC test results on a single specimen (n=1) or on multiple specimens (n≥2) are not within the tolerances in Table C.

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

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. If less than three samples are tested for mixture composition, determine conformance with Table B by comparing each result to the multiple sample tolerances. If the mixture does not conform to the single and multiple sample tolerances in Table B 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 Section 413.2(f) Table C.

the draindown sensitivity of the mixture using AASHTO T 305 at the maximum mixture temperature listed in Table B minus 5F . Use Fibers to reduce binder draindown if draindown exceeds the requirements of Table A. Use stabilizer types specified i n Section 419.2(d) as needed to address draindown.

acceptance in Section 412.2(f)2 or lot acceptance in Section 412.3(h)2.

applications:

• Scratch Courses, Leveling courses, and driveway adjustments.

• Mixtures used by Department maintenance forces.

• Mixtures purchased by local municipal governments.

• Mixture placed in quantities less than 350 tons in a continuous placement operation unless otherwise directed by the Representative.

• Other conditions, or applications as approved by the Representative.

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 B. The acceptance values will be:

• Asphalt Content

• Percent Passing the 75 µm (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 D 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.

Section 413.2(f)

Section 413.2(h)

not use 6.3 mm wearing course paving mixture for material placed directly on top of membrane systems.

412.3CONSTRUCTION—Section 413.3 with additions and modifications as follows:

413, for field control and evaluation of asphalt concrete paving operations. 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 412.3. The WMA Technical Representative will provide all recommendations and direction specific to the WMA technology in the paving operation QC Plan. Do not start paving until after the Representative reviews the QC Plan.

an 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.

March 31 in Districts 1-0, 2-0 (except Juniata and Mifflin Counties), 3-0, 4-0, 5-0 (Monroe and Carbon Counties only), 9-0 (Cambria and Somerset Counties only), and 10- 0; and from October 16 to March 31 in Districts 2-0 (Juniata and Mifflin Counties only), 5-0 (except Monroe and Carbon Counties), 6-0, 8-0, 9-0 (except Cambria and Somerset Counties), 11 -0 and 12-0. No exceptions to paving weather limitations will be a llowed unless approved in writing by the District Executive. Do not place asphalt paving mixtures when surfaces are wet, when the air or surface temperature is 50F 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.

If an exception to the Weather Limitation dates is approved by the District Executive f or 6.3 mm wearing course, the minimum surface temperature of 50F, and an air temperature of 40F will be strictly enforced and compaction of the asphalt mixture completed as quickly as possible.

and as specified in Section 108.05(c)3 to keep up with the paving operation. Operate rollers according to manufacturer’s recommendations. Use rollers equipped with a watering or soapy watering system that prevents material from sticking to the rollers. Do not use pneumatic wheeled rollers.

Do not use rollers in vibratory mode unless it can be demonstrated to the satisfaction of the Representative that no breaking of aggregate or flushing of asphalt binder results from the vibration. Monitor pavement cores for aggregate breakage on every lot. Discontinue vibration if aggregate breakage or flushing of asphalt binder occurs.

dispose of 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 power broom. Remove all thermoplastic pavement markings. If practical, do not allow traffic on the existing surface after cleaning, to prevent contamination. Before placing a wearing course, correct irregularities in the binder course. Repair potholes and gouges greater than 1 inch in depth. Fill and seal all pavement cracks or joints that exceed 1/8 inches in width. Use fillers and sealants conforming to PennDOT specifications. Paint all 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, applied in two or more applications or hot asphalt binder of the class and type designated for the asphalt course. Before overlaying existing surfaces, apply a tack coat to the clean surface according to Section 460. Allow adequate time for tack to break completely before placing any material.

1.a Placing. Unless otherwise allowed, deliver, place, and compact 6.3 mm paving mixtures during daylight hours. Ensure the mixture does not contain lumps of cold material. Deliver and place 6.3 mm paving mixtures at the laying temperatures specified in Table B. Utilize a Material Transfer Vehicle (MTV) as specified in Section 108.05(c)5 for 6.3 mm paving mixtures unless otherwise approved by the Representative.

1.b Spreading and Finishing. Section 413.3(h)1.b with the following addition:

Plan and schedule operations to minimize hand work of 6.3 mm paving mixtures.

1.c Field Technician. Section 413.3(h)1.c.

2.a Lots and Sublots. 413.3(h)2.a.

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 µm (No. 200) sieve, mixture acceptance samples will be evaluated individually as specified in Table B (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 µ m (No. 200) sieve meet the n=1 criteria of Table B, and samples tested for density meet the criteria in Section 413.3(h), Table E, payment will be 100% of the contract unit price. If samples tested for asphalt content and percent passing the 75 µm (No. 200) sieve do not meet the n=1 criteria of Table B, the material will be considered defective work. Unless otherwise directed in writing by the District Executive, remove and replace defective work.

2.b Mixture Acceptance Samples. Section 413.3(h)2.b and add the following to the end of the first paragraph:

If a representative mixture acceptance sample cannot be obtained directly behind the paver, the loose mixture acceptance sample for each sublot may be taken from the paver hopper or from the paver screed representing the sample sublot location. Determine the approved mixture acceptance sample collection method for loose mixture acceptance samples at the preconstruction or prepaving meeting.

2.c Mixture Acceptance Sample Testing. LTS Testing will be utilized unless otherwise indicated in the proposal.

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, if previously identified problematic aggregates are used in the mixture, to determine asphalt content and the percent passing the 75 µm (No. 200) sieve. The LTS will use the calibration factors (C f and 200 Cf) provided with the JMF for PTM No. 757. The minimum sample size for PTM No. 757 is 1000 grams when 6.3 mm mix is used. For individual increment test results outside of the single sample (n=1) tolerances in Table B, 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 412.3(h)2.a.1. The Department will accept lots with three or more test results as specified in Section 412.4(a)2. If the asphalt content or the percent passing the 75 µm (No. 200) sieve is not within the single sample (n=1) or multiple sample (n≥3) tolerances in Table B 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.

paving mixture to achieve the optimum rolling pattern requirements and to eliminate all roller marks. Compact the mixture while it is in proper condition and adjust roller speed, pattern, and roller size (and/or amplitude and frequency if vibratory rolling is approved by the Representative) to eliminate displacement, shoving, cracking, and aggregate breakage as specified in Section 412.3(f). Satisfactorily correct displacement resulting from reversing roller directions and other causes. Do not use pneumatic- tire rollers. Without using excess water, maintain wheels of steel wheel rollers moist and clean to prevent the mixture from adhering to the wheels. 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 6.3 mm paving mixture and compact the mixture even with the surrounding pavement surface.

and optimum rolling pattern.

under the compaction equipment.

field technician present, determine density with an approved nuclear gauge according to PTM 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, follow the control strip technique specified in PTM No. 402 to construct at least one control strip to establish the optimum rolling pattern for each course. Document readings using the forms provided in PTM No. 402 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 construct a new control strip to verify the optimum rolling pattern. 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.

412.4MEASUREMENT AND PAYMENT—

1.a Thin Lift 6.3 mm Asphalt Wearing Course. Square Yard or Ton

1.b Thin Lift 6.3 mm Asphalt Wearing Course (Scratch). Ton

Rolling Pattern. The Representative will pay at the contract unit price, adjusted according to Table D. The total payment factor percentage 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 and percent passing the 75 μm (No. 200) sieve are both 85%.

TABLE D Contract Unit Price Adjustments - Mixture Acceptance by Certification

Mixture NMAS Test Criteria Test Value Payment Factor Percentage Asphalt Content 6.3 mm Printed Tickets At least 90% of Daily Printed Tickets Within 0.2% of JMF 100 Less than 90% of Daily Printed Tickets Within 0.2% of JMF 85 6.3 mm 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% * Gradation Single Sample (n=1) Multiple Samples (n≥2)

6.3 mm 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% * Mat Density 6.3 mm Non-Movement Section 412.3(j)1. 100 Optimum-Rolling Pattern Section 412.3(j)2. 100 * 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 Payment Factor Percentage 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, Payment Factor Percentages will be separately determined for material placed before and after the corrective action.

Department will pay on a lot-by-lot basis at the contract price, adjusted for Payment Factor Percentages as specified in Table E. For the payment factor percentages based on percent within tolerance, the Department will determine the percent within tolerance according to Section 106.03(a)3, using the upper and lower specification limits in Table F.

TABLE E Contract Unit Price Adjustments - Mixture Acceptance by Lots Mixture NMAS Test Criteria Test Value Payment Factor Percentage Asphalt Content 6.3 mm Acceptance Sample Testing All individual sublot acceptance sample test results for the lot (n=1) are within ± 0.6% and the lot average (n≥3) is within ± 0.4%*

Percent Within Tolerance if any individual sublot acceptance sample test result for the lot is not within the n=1 tolerances or the lot average is not within the n≥3 tolerances listed above. Table G Gradation 6.3 mm Acceptance Sample Testing for % Passing 75µm (No. 200) Sieve All individual sublot acceptance sample test results for the lot (n=1) are within ± 3.0% and the lot average (n≥3) is within ± 2.0%*

Percent Within Tolerance if any individual sublot acceptance sample test result for the lot is not within the n=1 tolerances or the lot average is not within the n≥3 tolerances listed above. Table G Mat Density 6.3 mm Optimum-Rolling Pattern Section 412.3(j)2 100 * The Department may elect to randomly select and test only one sublot acceptance sample from each lot to determine conformance to the specifications. If only one sublot acceptance sample is tested, tighter tolerances will be used to determine conformance to the specifications for the entire lot. If the one sublot is within ±0.2% of the JMF for asphalt content and within ±1.0% of the JMF for percent passing the 75 µm (No. 200) sieve, the lot will be considered to conform with the specifications and the lot ’s payment factor percentage will be determined according to this table. If the one sublot fails to meet the tighter tolerances, all acceptance samples from the lot will be tested to determine the payment factor percentage according to this table.

TABLE F Upper and Lower Specification Limits for Calculating Percent Within Tolerance Testing Criteria Mixture NMAS Lower Specification Limit (L) Upper Specification Limit (U) Asphalt Content from JMF Value, % 6.3 mm -0.4 +0.4 Percent Passing the 75 µm (No. 200) sieve from JMF Value, % 6.3 mm -2.0 +2.0

TABLE G Payment Factor Based on Percent Within Tolerance

Percent Within Tolerance Payment Factor Percentage 99 97 98 97 97 97 96 96 95 96 94 96 93 95 92 95 91 95 90 95 89 93 88 91 87 90 86 88 85 86 84 84 83 83 82 81 81 79 80 78 79 76 78 74 77 72 76 71 75 69 74 67 73 66 72 64 71 62 70 60 69 59 68 57 67 55 66 54 65 52 64 50 Less than 64 Defective Lot** **Remove and replace the lot. If only one lot characteristic has a percent within tolerance less than 64, the District Executive may allow the Contractor to leave the defective lot in place. The Department will pay for the defective lot at 70% of the contract unit price.

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

Lot Payment = CP(2PD + PB + PA)/400

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

PD = Payment Factor Percentage for density

PB = Payment Factor Percentage for asphalt content

PA = Payment Factor Percentage for percent passing the 75 µm (No. 200) sieve

4.b Dispute Resolution. For mixture 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). Provide written retest requests to the District Executive within 3 weeks of the date the LTS test results are released. 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 oth erwise agreed to in writing with the Contractor. For retesting of materials failing for asphalt content or percent passing the 75 μm (No. 200) sieve, 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 two 6-inch diameter cores at each retest sample location for retesting purposes. Rinse all retest cores thoroughly with water immediately after drilling to remove all loose material on the core from the drilling operation. Within 24 hours after coring, backfill the holes with asphalt mixture of the same JMF or with asphalt mixture used for subsequent courses and compact and seal the asphalt mixture. Provide traffic control , core, and backfill the core holes at no cost to the Department. The test method used for asphalt determination during the original acceptance testing (PTM No. 757 or PTM No. 702) will be used for the retest, unless the (DME/DMM) grants written approval for a change in test method. The results of the retest cores will be used to calculate payment for both asphalt content and percent passing the 75 μm (No. 200) sieve for the lot. The Department will deduct from the payment the cost per lot associated with conducting a retest as follows in Table H:

TABLE H 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