419STONE MATRIX ASPHALT MIXTURE DESIGN, RPS CONSTRUCTION OF PLANT-MIXED WEARING COURSES

CONSTRUCTION OF PLANT-MIXED WEARING COURSES

419.1DESCRIPTION—This work is the RPS construction of plant -mixed Stone Matrix Asphalt (SMA), on

a prepared surface using a volumetric mixture design developed with the Superpave Gyratory Compactor. The SMA is to be produced as WMA using an approved WMA technology and accepted by either the Hands On Local Acceptance (HOLA) process or the LTS acceptance process.

419.2MATERIALS—Do not incorporate material into the asphalt mixture that are not specified in Section

419.2 including additives, rejuvenators, or other materials.

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 Bill of Lading for asphalt material on the first day of paving and when the batch number changes. When producing a mixture with a WMA technology, adhere to the following requirements:

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 as specified in Section 702. Include the WMA Technology additive or modifier and dosage rate on the bill of lading. Provide refinery or terminally blended asphalt material, that when blended with the WMA Technology additive or modifier , the final blend meets the requirements for the specified performance grade of the asphalt binder.

1.b WMA Technology Additives or Modifiers Blended at the Asphalt Mixture Producer’s Plant. Provide a blended asphalt material 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 material 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.

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 weight of each aggregate. Blend the aggregates using an approved method.

to AASHTO T 176 and meet requirements of 45% minimum sand equivalent. Do not exceed 15% sodium sulfate soundness loss in five cycles. Determine the uncompacted void content according to AASHTO T 304, Method A, or use the value listed in Bulletin 14. Provide a fine aggregate that meets 45% minimum uncompacted void content.

of Table A.

TABLE A Coarse Aggregate Quality Requirements Characteristic Test Method Required Values Abrasion Loss, % AASHTO T 96 ≤ 35 Flat and Elongated Particles, % 3:1 Ratio 5:1 Ratio ASTM D4791, Method B (measured by mass, on material retained on and above the 4.75 mm (No.4) sieve)

≤ 20 ≤ 5 Absorption, % AASHTO T 85 ≤ 2.0 Crushed Fragments, % One Fractured Face Two or More Fractured Faces ASTM D5821

≥ 90

limestone dust free of organic impurities. Furnish material with a maximum plasticity index of 4 and conforming to the grading requirements of AASHTO M 17. Submit a hydrometer analysis performed according to AASHTO T 88 for mineral filler.

additive stabilizer conforming to the requirements below and added at a rate specified in Table B. Use the dosage rate prescribed in the JMF.

tolerances in Table B. Use a fiber of the type and properties appropriate to the plant’s metering and delivery system.

at mixing temperature to blend uniformly into the asphalt mixture. Use pellets that do not exceed 0.25-inch average diameter. Pellets may contain binder ingredients such as asphalt binder, wax, or polymer. Do not use pellets if the binder ingredient exceeds 20.0% of the total weight of the pellets. Use binder that produces no measurable effect on the properties of the asphalt binder. Do not use fiber pellets which soften or clump together when stored at temperatures up to 122F.

Note: If the binder material constitutes more than 3% of the pellet weight, base the dosage rate on the net fiber content.

an approved mineral fiber meeting the following requirements for shot content, as tested according to ASTM C612.

Sieve Percent Passing 250 µm (No. 60) 85 - 95 63µm (No. 230) 60 - 80

produced by the retreading process qualify as a source of CR. Furnish processed, free flowing CR from a manufacturer listed in Bulletin 15, certified as specified in Section 106.03(b)3.

5.a Gradation. Meet the following gradation as determined according to ASTM D5461 using 200 mm diameter sized sieves and maintaining a maximum allowable loss after sieve analysis of 7.65%. As an alternative dry sieve analysis test method, perform the sieve analysis of the CR according to Florida Test Method, FM 5-559.

CR Gradation Sieve Size Percent Passing 4.75 mm (No. 4) 100 2.36 mm (No. 8) 98-100 75 µm (No. 200) 0-3

5.b Contaminants. Provide CR relatively free from fabric, wire, cord, and other contaminating materials to a maximum total contaminant content of 2.5% (maximum of 1.0% iron, 1.0% fiber, and 0.5% other contaminants by weight of total CR sample components). Remove rubber particles from the fiber balls before weighing. Determine the metal content by thoroughly passing a magnet through a 50.0 ± 0.1 g (1.76 ± 0.004 ounces) sample. Determine fiber content by weighing fiber balls, which are formed during the gradation test procedure.

additive as specified in Section 419.2(a), and according to manufacturer’s recommendations for controlling draindown.

asphalt in the mixture. Include a plan to control RAP and the procedures to handle RAP of different composition in the asphalt producer QC Plan. Follow POM B.7.22 for all SMA mixtures incorporating any RAP. Maintain all processed material free of foreign materials and minimize segregation. Process the RAP so that the final mixture meets requirements as specified in Section 419.2(f).

grade, and combine aggregate fractions , asphalt material, and an approved WMA Technology in such proportions that the total aggregate and asphalt in the JMF conform to the material, gradation, and volumetric requirements for the SMA mixture according to Tables B and C. For asphalt mixtures, the WMA Technology Manufacturer Technical Representative (Technical Representative) will address laboratory procedure modifications necessary to prepare, compact, and test asphalt mixtures and to achieve a uniform blend. Incorporate the WMA Technology additive, modifier, or process into that JMF during production. Do not develop a volumetric asphalt JMF based on incorporating the WMA Technology additive, modifier, or process during the volumetric asphalt mixture design process. For all asphalt JMFs, perform moisture susceptibility analysis according to Bulletin 27. Ensure the WMA Technology additive, modifier, or process is not detrimental to the moisture resistance of the mixture.

TABLE B Mix Design Requirements for SMA Mixtures AGGREGATE GRADATION REQUIREMENTS, PERCENT PASSING Sieve Size 9.5-mm Mixture 12.5-mm Mixture 19.0 mm (3/4 inch) - 100 12.5 mm (1/2 inch) 100 90 – 99 9.5 mm (3/8 inch) 75 – 95 70 – 85 4.75 mm (No. 4) 30 – 50 28 – 40 2.36 mm (No. 8) 20 – 30 18 – 30 1.18 mm (No. 16) - - 600 μm (No. 30) - - 300 μm (No. 50) - - 150 μm (No. 100) - - 75 μm (No. 200) 8 – 13 8 – 11 VOLUMETRIC DESIGN REQUIREMENTS Design Gyrations (Ndesign) 100 Voids in Mineral Aggregate 18.0 % minimum(1) Voids in Coarse Aggregate (VCA) VCAmix < VCAdry rodded

Design air voids 3.5 - 4.0 % Minimum asphalt binder content Table C Binder grade PG 64E-22 Stabilizer content Cellulose: 0.2 to 0.4 % by total mix weight Mineral: 0.3 to 0.4 % by total mix weight CR: 0.3 to 1 % by total mix weight Draindown 0.3 % maximum(2)

may allow the minimum VMA to be lowered to a minimum of 17.5%.

at 5F above the desired high production temperature limit in the QC plan, but no higher than 305F.

TABLE C Minimum Asphalt Binder Requirements for SMA Mixtures Combined Aggregate Bulk Specific Gravity Minimum Asphalt Content, % by Total Mix Weight(1) 2.400 - 2.449 7.4 2.450 - 2.499 7.2 2.500 - 2.549 7.1 2.550 - 2.599 7.0 2.600 - 2.649 6.8 2.650 - 2.699 6.7 2.700 - 2.749 6.6 2.750 - 2.799 6.5 2.800 - 2.849 6.4 2.850 - 2.899 6.3 2.900 - 2.949 6.2 2.950 - 2.999 6.1 3.000 - 3.049 6.0

stabilizing agent, the DME/DMM may allow the Minimum Asphalt Content to be 0.30 lower than the values in Table. C

Perform draindown testing according to AASHTO T 305 using a 1-hour reading. Design a mix meeting the tolerances specified in Table B. Design each SMA mix within the job- mix tolerances according to Tables B and C. Test the materials, proportions, and the mixture at the asphalt plant laboratory. 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 producer in the JMF. Provide the calibration factors (Cƒ and 200 Cƒ) 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 an SMA mixture conforming to this specification.

1.a Producer QC Plan. Section 413.2(e)1.a, except RAS/RAM is not allowed in the mixture.

1.b Plant Technicians. Section 413.2(e)1.b with the following additions: All HOLA mixture and density acceptance testing will be performed by Department Representatives certified as Asphalt Level 1 or Level 2 Plant Technicians.

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 according to Tables D and E 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 D and E. Perform annual verification of the asphalt mixture JMF.

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

Produce and test mixtures, including Superpave Gyratory Compactor (SGC) specimens for quality control , except as modified by the Producer QC Plan. Maintain records of the testing of the asphalt mixture and make available for review by the Representative when requested.

1.d.3 Gradation. Section 413.2(e)1.d.3, except RAS is not allowed. Produce the mix within the tolerances of Table D.

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 according to Table E. Determine the bulk specific gravity of the specimens as specified in AASHTO T 312 and calculate air voids (V

Bulletin 27. Determine compliance with the multiple specimen tolerances using the average of the results for all specimens prepared from the sample.

1.d.6 Mixture Draindown. Sample the completed mixture according to PTM No. 1 a minimum of once daily. Perform draindown testing according to AASHTO T 305 along with the first mixture samples for each day’s production. Produce a mixture that meets the tolerances of Table D.

1.d.7 Degree of Particle Coating. For all asphalt mixtures, sample the mixture according to PTM No. 1 and at the frequency in the Producer QC Plan. Determine the degree of particle coating of the completed asphalt mixture according to AASHTO T 195. Produce an asphalt mixture with percent coated particles ≥ 95.0%. Increase the plant mixing time or make other plant adjustments if the required percent of coated particles is not met. Produce an asphalt mixture capable of being handled, placed, and compacted without stripping the asphalt material from the aggregate.

TABLE D Composition Tolerance Requirements of the Completed Mix Single Sample (n=1) Multiple Samples (n ≥ 3) Gradation Passing 9.5 mm (3/8 inch) and Larger Sieves ±5% ±4% Passing 4.75 mm (No. 4) to 150 µm (No. 100) Sieves (Inclusive) ±4% ±3% Passing 75 µm (No. 200) Sieve ±3.0% ±2.0% Asphalt Content % Asphalt by Weight ±0.7% ±0.4% Draindown % by Weight 0.3 % maximum(2) Temperature of Mixture (F) Class of Material Type of Material Minimum Maximum PG 64E-22 Asphalt Binder 260 330

the desired high production temperature limit in the QC plan, but no higher than 305F.

TABLE E Volumetric Tolerance Requirements of the Laboratory Compacted Mix Single Specimen (n=1) Multiple Specimens (n ≥ 2) Air Voids at Ndesign (Va) ±2.0% from JMF ±1.5% from JMF Minimum VMA 17.0(1) _

DME/DMM may allow the minimum VMA to be lowered to a minimum of 16.5%.

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 4.75 mm (No. 4) sieve, the 2.36 mm (No. 8) sieve, the 75 μm (No. 200) sieve, or asphalt content are not within the tolerances in Table D.

• The average of multiple samples (n ≥ 3) for percent passing any sieve or asphalt content, as determined according to Section 419.2(f)1.d, are not within the tolerances according to Table D.

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

• Draindown test result(s) are not within the tolerances according to Table D.

• Independent Assurance (IA) or QA sample results from testing at the producer’s plant are not within the tolerances of Tables D or E.

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 D by comparing each result to the multiple sample tolerances. If the mixture does not conform to the single and multiple sample tolerances in Table D and the single and multiple specimen tolerances in Table E, 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.

419.3(i)2 by either LTS or HOLA acceptance methods as indicated. The Department or the Contractor may for any reason stop HOLA acceptance and switch to LTS acceptance for lots with samples not yet tested. To change the acceptance method from LTS acceptance to HOLA acceptance, the Contractor and the District Executive must agree to the change in writing. The acceptance method for a lot cannot be changed after acceptance testing for that lot starts.

accepted by certification is small quantities of SMA mixture used for patches and miscellaneous placements equal to or less than 150 tons as specified in Section 419.3(i)2.a.

mixtures, Section 413.2(f).

mixtures, Section 413.2(h).

419.3CONSTRUCTION—

field control and evaluation of asphalt concrete paving operations. Submit the QC Plan to the Representative before or at the pre-construction conference. Include in the QC Plan a description of the construction equipment and methods necessary to construct and test the asphalt concrete courses as specified in Section 419.3. For asphalt mixtures, have the Technical Representative 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.

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.

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. Exceptions require the written permission of the District Executive, as specified in Section 413.3(b)1. Do not place asphalt paving mixtures when surfaces are wet or 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.

Obtain asphalt mixtures from a plant fully automated and recordated and currently listed in Bulletin 41. 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. Ensure that both the aggregates and the completed mixture are free of unburned fuel oil and excess moisture as specified in Section 413.2(e)1.d.1. For asphalt mixtures, make any plant modifications needed to introduce the WMA Technology additives, modifiers, or processes according to specific recommendations and direction from the Technical Representative or process manufacturer to achieve a uniform blend of the WMA Technology additive, modifier or foaming process and produce an asphalt mixture meeting these specifications. For batch plants, dry the aggregate according to the specific recommendations and direction from the Technical Representative.

accurately proportion and meter, by weight, the proper amount per batch for batch plants, or continuously and in a steady uniform manner for drum plants. Do not feed fiber, pelletized or loose, through the cold feed bins or through the RAP bins. Provide proportioning devices that are interlocked with the plant system and controlled to ±10% of the weight of the fibers required. During the trial demonstration specified in Section 419.3(g), perform an equipment calibration to the satisfaction of the Representative to show that the fiber is being accurately metered and uniformly distributed into the mix. Include the following on the stabilizer supply system:

• low level indicators.

• no-flow indicators.

• a printout of feed rate status in pounds/minute.

• a section of transparent pipe in the stabilizer supply line for observing consistency of flow or feed.

Have the Representative approve all stabilizer addition systems. When a batch plant is used, add the stabilizer to the aggregate in the weigh hopper and increase both dry and wet mixing times. Ensure that the stabilizer is uniformly distributed before the injection of asphalt binder into the mixture. When a drum plant is used, do not allow the fibers to become removed by the exhaust system. If there is any evidence of fiber in the bag-house or wet washer fines, relocate the liquid asphalt binder line and/or the fiber line so that the fiber is captured by liquid asphalt spray and incorporated into the mix. If there is any evidence of clumps of fibers or pellets at the discharge chute, increase the mixing time and/or intensity. Store stabilizer in a dry environment.

not consistently meet the same quality as material discharged directly into hauling vehicles will be rejected.

laboratory testing facility where the local acceptance testing is to be performed. Identify either the laboratory located at the asphalt mixture production plant , the laboratory where the plant production mixture is being tested for QC, or another agreed upon laboratory location meeting the requirements of Bulletin 27. Identify a laboratory testing facility that has demonstrated testing proficiency through an AASHTO re:source On-Site Laboratory Assessment performed within the last 2 years before the HOLA sample testing. The AASHTO re:source On- Site Laboratory Assessment must have been completed on the equipment proposed for utilization by the Department. At the project preconstruction meeting, submit the identified laboratory testing facility location, AASHTO re:source On-Site Laboratory Assessment report, and any necessary corrective action documentation to correct any deficiencies on the Laboratory Assessment report for review by the Representative. The Representative will review the laboratory testing facility location and AASHTO re:source assessment documentation and, if acceptable, designate the laboratory testing facility for the project. Use the designated laboratory for testing all HOLA samples. If a change in the designated laboratory testing facility is necessary, submit the new laboratory testing facility location. Include the AASHTO re:source On-Site Laboratory Assessment report for the new laboratory testing facility and corrective action documentation for deficiencies noted by the AASHTO re:source On-Site Laboratory Assessment report. The Representative will review the new laboratory testing facility and AASHTO re:source assessment documentation and, if acceptable, designate the new laboratory testing facility for the project. If an acceptable laboratory facility cannot be identified and agreed to, acceptance testing will be performed by LTS. The Representative will specifically review the testing facility equipment to ensure it meets the required test method requirements, manufacturer installation requirements, standardization or calibration requirements and frequency, manufacturer maintenance requirements and frequency, maintenance log record requirements, and the facility QC plan includes an action plan for removing equipment from service if it fails to meet any requirements, requires standardization or calibration, becomes inoperable or requires repair/maintenance. Provide dedicated laboratory testing equipment for Department use at the designated laboratory testing facility as required in the specified test methods and as modified in Bulletin 27 for testing mixture and density HOLA samples. The Representative may reject the proposed laboratory facility if it is determined that sufficient equipment is not available to ensure priority of the local acceptance testing. Additional equipment other than the minimum required equipment listed in Bulletin 27 may be required to properly run some of the referenced procedures.

specified in Section 108.05(c)3. 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 during the trial demonstration specified in Section 419.3(g) and 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.

the proposed SMA mix can be produced, placed, and compacted to meet the requirements of this specification. Place a minimum of 100 tons at a location identified on the approved paving operation QC Plan for each trial demonstration. Simulate the hauli ng time for the demonstration. Obtain and test three loose mixture samples at the plant for asphalt content, gradation, and draindown and three pavement cores from the demonstration pavement for density. Test one set of volumetric specimens for Air Voids at N design

limits for both single and multiple sample tolerances for any parameter, perform another demonstration. If vibratory rolling is proposed, demonstrate to the satisfaction of the Representative that no breaking of aggregate or flushing of asphalt binder results from the vibration. If the contractor requests to waive the requirement for a demonstration strip, and is approved by the Representative, obtain three cores from the first 100 tons of the first day’s production placement as soon as temperature allows extraction. Cores will be used to demonstrate to the satisfaction of the Representative that no breaking of aggregate or flushing of asphalt binder results from the vibration. No payment will be made for the demonstration placement, when waived by the Representative.

1.a Placing. Unless otherwise allowed or indicated, deliver, place, and compact SMA paving mixtures during daylight hours. Ensure the mixture does not contain lumps of cold material. Deliver and place SMA mixtures at the temperatures specified in Table D. Use a material transfer vehicle (MTV) as specified in Section 108.05(c)5 to apply the final surface course. Have the MTV perform additional mixing of the SMA material and then deposit the mixture into the paver at a uniform temperature and consistency.

1.b Spreading and Finishing. Section 413.3(h)1.b and as follows: Plan and schedule operations to minimize hand work of SMA. Do not allow the finished pavement surface to flush. Flushing is continuous or repeated areas of excessive asphalt on the pavement surface. Areas that are deter mined to be flushed will be considered defective work.

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

1.d 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 SMA courses with a depth of 1.5 inches or greater. 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. 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. 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.

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. Each lot consists of five equal sublots (n=5). A completed sublot has a mixture acceptance box sample as specified in Section 413.3(h)2.b and a pavement core sample collected according to PTM No. 1 and PTM No. 729 as specified in Section 413.3(j)4.c. 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 Section 413.3(h)2 Table D. Breakdowns or stoppages of short periods due to 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 Section 413.3(h)2 Table D. If the work stoppage is 5 calendar days or more, a new lot will be established. For small quantities of SMA placements equal to or less than 150 tons, mixture acceptance will be based on certification as specified in Sections 413.2(i)2.b and 419.2(g)2 and density acceptance will be accepted on optimum rolling pattern or non-movement as specified in Section 413.3(j).

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 Section 419.4(a), Table I (n=1) criteria. For density, mat density acceptance samples will be evaluated individually using the criteria in Table F. If samples tested for asphalt content and percent passing the 75 µm (No. 200) sieve meet the n=1 criteria of Table I, and samples tested for density meet the criteria in Table F, 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 according to Table I, 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 according to Table F, 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 F, the pavement will be considered defective work. Unless otherwise directed in writing by the District Executive, remove and replace defective work.

TABLE F Density Limits for Partially Completed Lots MIXTURE NMAS DENSITY LIMITS All RPS 9.5 mm, 12.5 mm Wearing Courses ≥ 93.0 and ≤ 98.0

2.a.2 For JMF’s placed in quantities less than 2,500 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 JMF’s placed in quantities of 500 tons or less, the tonnage will be divided into three equal sublots and sampled as specified in Section 419.3(i)2.a.

2.b Mixture Acceptance and Theoretical Maximum Specific Gravity (Gmm) Verification 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 Representative, obtain two loose mixture samples (One for acceptance and one for Gmm verification) for each sublot at each sample location and immediately package. Obtain the sample from uncompacted placed mixture or from the paver screed. One loose mixture sample at each location will be used to determine the mixture acceptance and the second loose mixture sample at each location will be used to determine the theoretical maximum specific gravity (Gmm) value. Both sets of mixture samples will be submitted to the testing laboratory on separate Form TR-447 sample identification forms.

Package individual loose mixture samples using interior lined cardboard boxes dimensioned approximately 3 3/4 inches x 4 3/4 inches x 9 1/2 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. The lining is homogenously constructed within the interior portion of the cardboard box to prevent asphalt binder absorption/adhesion of the loose mixture sample. 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 either mixture acceptance samples (Sample Class AS) or 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. For LTS samples, immediately after identifying, submit the samples to the Representative. For HOLA samples, provide locking containers of adequate size to accommodate at least seven loose mixture samples. Identify each sample by sublot and as either an acceptance or Independent Assurance (IA) sample. The Representative will not package samples from more than one lot in the same container. The Department will inspect the containers provided. Repair, modify or replace a ll containers determined to be inadequate or not secure. Provide new and sealed locks with two keys, or other acceptable device that will ensure the security of the samples , to the Representative. The containers will be secured by the Representative before being turned over to the contractor for transport to the testing location. Samples received at the testing location will only be opened by the District M aterials Representative. For QC 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 and Gmm verification 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.

2.b.1 IA Sampling for HOLA mixture acceptance. The Department will perform IA testing of HOLA mixture samples on the initial lot and a minimum of one lot for every 10 lots thereafter. For the IA lots selected by the Representative, obtain one additional loose mixture sample at each sublot location identified in Section 419.3(i)2b. Immediately after packaging and in the presence of the Representative, identify each sample by ECMS project number, lot and sublot number, location (station and offset), date of placement, mixture type, and as an IA sample. Leave at least one side of the cardboard sample box free of any writing or marking for LTS use in testing the sample. The Representative will submit the IA sample from each sublot within the lot to LTS for testing by delivering them to the shipping point within 3 days of receipt.

2.b.1.a Mixture IA Sample HOLA Test Result Analysis. LTS IA sample test results will be compared to the HOLA Acceptance Sample test results on the same lot. If the difference in the average HOLA and IA test results meet the Independent Assurance tolerances in Table G , the Department will continue with IA testing at a minimum of one out of every ten lots thereafter.

TABLE G Independent Assurance Tolerances on Lot Averages Testing Criteria Max. Difference Between Average Test Results (n≥3) Asphalt Content for 9.5 mm and 12.5 mm NMAS Mixtures ±0.3% Percent Passing the No. 8 sieve for 9.5 mm and 12.5 mm NMAS mixtures ±4% Percent Passing the No. 200 sieve for all mixtures ±1.2%

If the difference between the lot averages of IA sample test results and HOLA sample test results exceeds the maximum IA tolerances in Table G, specific calibration factors (C f and 200 Cf) will be determined for each ignition furnace used for testing the IA samples and HOLA samples according to PTM No. 757 and additional IA samples will be collected as specified in Section 419.3(i)2.b.1 from the project directly behind the paving equipment for IA comparison. If the IA tolerances in Table G are still exceeded, the Representative will perform an investigation of the cause of the non-comparison of the test results.

Provide information to the Representative, as requested, on the integrity of samples and the testing equipment used in the sample testing. The Representative will also review personnel and test methods used in the HOLA testing. Implement corrective measures for any noted deficiencies to ensure the tests are performed according to the prescribed pr ocedures. The Representative will record the HOLA sample test results, the IA sample test results and any applicable corrective measures. The Representative will select the next lot on the project for IA and will submit the IA samples to LTS for testing. If the difference between subsequent IA sample test results and HOLA sample test results exceeds the IA tolerances in Table G, the Department may discontinue testing of HOLA samples and begin LTS testing of the mixture acceptance samples for the remainder of the project. If the difference between subsequent IA sample test results and HOLA sample test results meets the IA tolerances in Table G, the Department may continue testing of HOLA samples with IA testing at a minimum of one out of every ten lots.

2.c Mixture and Density Acceptance Sample Testing. LTS Testing will be utilized unless otherwise indicated in the contract. The Contractor may elect to expedite delivery of the acceptance samples as specified in section 413.3(h) 2.b.

2.c.1 LTS and HOLA Acceptance Testing. Density acceptance samples will be tested according to PTM No. 715, and if necessary PTM No. 716, to determine the percent compaction. For individual increment test results outside of the individual mat density tolerances in Table I, the LTS or the District HOLA Representative 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 419.3(i)2.a.1. The Department will then randomly select one of the Gmm verification loose mixture samples obtained as specified in Section 419.3(i)2.b for either LTS or HOLA from the lot according to PTM No. 1. The LTS or the District HOLA Testing Representative 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 samples will be obtained as specified in Section 419.3(i)2.b.

Randomly selected Gmm verification sample test result will be compared with the Contractor’s daily Gmm value for that same production or placement date. If the Department 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 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 Department Gmm test result value will be used as the acceptance Gmm value to determine the percent 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 production or placement date, the Department Gmm test results will be averaged and then rounded to the nearest 0.001 according to the rounding method of ASTM E29 and the average value used to verify to the Contractor’s daily Gmm value for that same production and placement date. The Department will accept density lots with three or more test results as specified in Section 419.4(a)3. The Department 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. For PTM No. 757, the L TS will use the calibration factors (C f and 200 Cf) provided with the JMF. For individual increment test results outside of the single sample (n=1) tolerances in Table D, the Department 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 419.3(i)2.a.1. The Department will accept lots as specified in Section 419.4(a). Stop all paving operations if any of the following conditions exist:

• cores are not taken within 1 day after placing the mixture

• the density for two consecutive lots or a total of three lots does not meet the density payment factor percentage of 100

• asphalt content is not within the single sample (n=1) or multiple sample (n≥ 3) tolerances in Table D for two consecutive lots or a total of three lots

• 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 F for two consecutive lots or a total of three lots

• the pavement exhibits flushing as outlined in 419.3(i)1.b.

Determine the cause of the problem and provide a proposed solution to the Department. Do not resume paving until the Representative reviews the proposed solution and authorizes production to continue.

the density acceptance requirements and to eliminate all roller marks while not producing flushing of the asphalt binder. 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 419.3(f). 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. For areas inaccessible to rollers, compact with mechanical vibrating hand tampers.

in Section 419.3(i)2. The acceptance criteria will be as shown in Table F. The Department will determine acceptance with respect to density, as specified in Section 419.4(a)3.

1.a. Density Acceptance Samples. The Representative will select different sample locations in each sublot according to PTM No. 1 and PTM No. 729. With the Representative 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 (pounds per cubic foot) of the compacted mix. Do not compress, bend, or distort samples during cutting, handling, transporting, and storing. If samples are damaged, immediately obtain replaceme nt samples, as directed by the Representative, 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 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). Provide the daily theoretical maximum specific gravity value as specified in Section 419.2(f)1.d.4 for the density calculation of the lot. If density samples from the lot are taken from more than 1 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 419.3(i)2.c.1. For LTS samples, immediately deliver the samples to the Representative and provide sample containers of sufficient strength to prevent samples from being damaged during transport and sufficient size to accommodate the density samples from one lot. The Representative will submit samples for one lot in one container. For HOLA samples, provide locking containers of adequate size to accommodate seven core samples. Identify each sample by sublot and as either acceptance or IA sample. The Representative will not package samples from more than one lot in the same container. The Department will inspect the containers provided. Repair, modify or replace all containers determined to be inadequate or that are not secure. Provide new and sealed locks with two keys, or other acceptable device that will ensure the security of the samples to the Representative. The containers will be secured by the Representative before being

turned over to the contractor for transport to the testing location. Samples received at the testing location will only be opened by the District Materials Representative. 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 that are directed by and surrendered to the Department, unless allowed in writing by the District Executive.

1.b. IA Density Samples. The Department will perform IA testing of HOLA density samples on the initial lot and a minimum of one out of every ten lots thereafter. The Representative will identify one HOLA sample as specified in Section 419.3(k)1.a to also serve as an IA sample. Cores coated with paraffin wax according to PTM No. 716 are omitted from IA testing. With the Representative present, identify the samples by ECMS project number, lot and sublot number, location (station and offset), date of placement, mixture type, and as AS/IA samples. Provide the daily theoretical maximum specific gravity value as specified in Section 419.3(i)2. b for the density calculation of the lot. Immediately after identifying, submit the density samples to the Representative as specified in Section 419.3(k)1.a. Upon testing of the sample for HOLA density as specified in Section 419.3(i)2.c.1, the Representative will package the density IA samples in the containers and submit the IA samples to LTS for testing.

1.b.1. LTS Testing of IA HOLA Density Samples. The LTS will test the density samples for IA according to PTM No. 715, and if necessary PTM No. 716, to determine the percent compaction.

1.b.1.a Density IA Sample Test Result Analysis. LTS IA density sample test results will be compared to the HOLA density sample test results on the same lot. If the difference in the average test results of the HOLA and IA meet the IA tolerances in Table H, the Department will continue with IA testing at a minimum of one out of every ten lots thereafter.

TABLE H Independent Assurance Tolerances on Lot Averages Testing Criteria Max. Difference Between Test Results (n≥3) PTM No. 715 or PTM No. 716, Gmb 0.020 AASHTO T 209 as modified in Bulletin 27 0.030

If the difference between the lot averages of IA sample test results and HOLA sample test results exceeds the maximum IA tolerances in Table H, the Representative will perform an investigation as to the cause for the non- comparison of the test results. Provide information to the Representative, as requested, on the integrity of samples and on the equipment used in the sample testing. The Representative will also review personnel and test methods used in the HOLA testing. Implement corrective measures for any noted deficiencies to ensure the tests are performed according to the prescribed procedures. The Representative will record the HOLA Sample test results, the IA sample test results, and any applicable corrective measures in the Field Inspector’s Diary. The Representative will select the next lot on the project for IA and will submit the IA companion density samples to LTS for testing. If the difference between subsequent IA sample test results and HOLA sample test results exceeds the IA tolerances in Table H, the Department may discontinue testing of HOLA samples and begin LTS testing of the acceptance samples for the remainder of the project and revert to Section IV for measurement and payment. If the difference between subsequent IA sample test results and HOLA sample test results meets the IA tolerances in Table H, the Department may continue testing of HOLA samples with IA testing at a minimum of one out of every ten lots.

Department acceptance and QA testing does 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 CMD will review Representative determinations of defective material or workmanship. Unless otherwise directed in writing by the District Executive, remove and replace pavement defective for flushing as specified in Section 419.3(i)1.b, surface tolerance as specified in Section 413.3(l) and depth as specified in Section 41 3.3(m). Remove and replace pavement defective for percent within limits or Payment Factor Percentage according to Table I.

419.4MEASUREMENT AND PAYMENT—

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

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

Lot Payment = C P(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

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

TABLE I Contract Price Adjustments Test Criteria Test Value Payment Factor Percentage Asphalt Content

Acceptance Sample testing of % Asphalt All acceptance sample test results are within ±0.7% for n=1 and ±0.4% for n≥ 3 of the JMF 100 Percent Within Limits if all acceptance sample test results are not within ±0.7% for n=1 and ±0.4% for n≥ 3 of the JMF Table K Gradation

Acceptance Sample Testing of % Passing 75 μm (No. 200) Sieve All acceptance sample test results are within +3.0% and - 3.0% for n=1, and + 2.0% and -2.0% for n≥ 3 of the JMF 100 Percent Within Limits if all acceptance sample test results are not within +3.0% and -3.0% for n=1, and + 2.0% and - 2.0% for n≥ 3 of the JMF Table K

Mat Density Acceptance Sample Testing of Pavement Cores All individual results for the lot are ≥ 93.0 % and ≤ 98.0 % of the maximum theoretical density 100 Percent Within Limits if any individual sublot test result for the lot is not ≥ 93.0 % and ≤ 98.0 % of the maximum theoretical density. Table K

TABLE J Upper and Lower Specification Limits for Calculating Percent Within Limits Testing Criteria Lower Specification Limit (L) Upper Specification Limit (U) Asphalt Content from JMF Value, % -0.4 +0.4 Percent Passing the 75 µm (No. 200) sieve from JMF Value, % -2.0 +2.0 Mat Density* 92.0 98.0 * The Percent of Theoretical Maximum Density

TABLE K Payment Factor Based on Percent Within Limits Percent Within Limits 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 limits 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 50% of the contract unit price.

3.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) 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. For HOLA acceptance, the Contractor may only request in writing that the Department retest a mixture acceptance lot if the initial test results indicate a remove and replace defective lot. All retesting for HOLA and LTS will be performed by the LTS lab. 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. Pr ovide 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 or percent passing 75 µm (No. 200) sieve, the Representative will identify the locations where the original mixture acceptance samples were collected. The Representative 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 Representative will select the retest sample location 24 inches from the original sample locations longitudinally in the opposite direction from traffic. With the Representative 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 SMA or Superpave mixture of the same NMAS and PG asphalt grade as the material sampled or with mixture used for subsequent courses and compact and seal the mi xture. 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. When a request is received 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 w ill 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 value 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 three 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 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 value ≥ 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 value(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 of PTM No. 715 and PTM No. 716, if necessary, using both the original bulk 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 L:

TABLE L 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