341Dense-Graded Hot -Mix Asphalt

2.1 Aggregate . Furnish aggregates from sources that conform to the requirements shown in Table 1 and this

Section. Aggregate requirements in this Section, including those shown in Table 1, may be modified or eliminated when shown on the plans. Additional aggregate requirements may be specified when shown on the plans. Provide aggregate stockpiles that meet the definitions in this Section for coarse, intermediate, or fine aggregate. Aggregate from reclaimed asphalt pavement (RAP) is not required to meet Table 1 requirements unless otherwise shown on the plans. Supply aggregates that meet the definitions in Tex -100-E for crushed gravel or crushed stone. The Engineer will designate the plant or the quarry as the sampling location. Provide samples from materials produced for the project. The Engineer will establish the Surface Aggregate Classification (SAC) and perform Los Angeles abrasion, magnesium sulfate soundness, and Micro -Deval tests. Perform all other aggregate quality tests shown in Table 1. Document all test results i n the mixture design report. The Engineer may perform tests on independent or split samples to verify Contractor test results. Stockpile aggregates for each source and type separately. Determine aggregate gradations for mixture design and production testing based on the washed sieve analys is in accordance with Tex-200-F , Part II.

2.1.1 Coarse Aggregate. Coarse aggregate stockpiles must have no more than 20% material passing the No. 8 sieve. Aggregates from sources listed in the Department’s Bituminous Rated Source Quality Catalog

(BRSQC) are preapproved for use. Use only the rated values for HMA listed in the BRSQC. Rated values for surface treatment (ST) do not apply to coarse aggregate sources used in HMA . For sources not listed i n the Department’s BRSQC:  build an individual stockpile for each material;  request the Department test the stockpile for specification compliance;  allow 30 calendar days for the Engineer to sample, test, and report results;  use only when tested and approved; and  once approved, do not add additional material to the stockpile unless otherwise allowed by the Engineer. 274 Provide coarse aggregate with at least the minimum SAC shown on the plans. SAC requirements apply only to aggregates used on the surface of travel lanes, unless otherwise shown on the plans. The SAC for sources i n the Department’s Aggregate Quality Monitoring Program (AQMP) (Tex -499-A ) is listed in the BRSQC . 2.1.1.1. Blending Class A and Class B Aggregates. Class B aggregate meeting all other requirements shown in Table 1 may be blended with a Class A aggregate to meet requirements for Class A materials, unless otherwise shown on the plans. When blending Class A and Class B aggregates to meet a Class A requirement, ensure that at least 50% by weight, or volume if required, of the material retained on the No. 4 sieve comes from the Class A aggregate source, unless otherwise shown on the plans. Blend by volume if the bulk specific gravities of the Class A and Class B aggregates differ by more than 0.300. Coarse aggregate from RAP and recycled a sphalt shingles (RAS) will be considered as Class B aggregate for blending purposes. The Engineer may perform tests anytime during production, when the Contractor blends Class A and Class B aggregates to meet a Class A requirement. The Engineer will use the Department’s mix design template, when electing to verify conformance, to calculate the percent of Class A aggregate retained on the No. 4 sieve by in putting the bin percentages shown from readouts in the control room at the time of production and stockpile gradations measured at the time of production. The Engineer may determine the gradations based on either washed or dry sieve analysis from samples obtained from individual aggregate cold feed bins or aggregate stockpiles. The Engineer may perform spot checks to verify the percent of Class A aggregate retained on the No. 4 sieve. The Engineer will use the gradations supplied by the Contractor i n the mi xture design report as an input for the template. A failing spot check will require confirmation with a stockpile gradation determined by the Engineer. 2.1.1.2. Micro -Deval Abrasion . The Engineer will perform at least one Micro- Deval abrasion test in accordance wit h Tex-461-A for each coarse aggregate source used in the mixture design that has a r ated source soundness magnesium (RSSM) loss value greater than 15 as listed in the BRSQC. The Engineer will perform testing before the start of production and may perform additional testing anytime during production. The Engineer may obtain the coarse aggregate samples from each coarse aggregate source or may require the Contractor to obtain the samples. The Engineer may waive all Micro- Deval testing based on a satisfactory test history of the same aggregate source. The Engineer will estimate the magnesium sulfate soundness loss for each coarse aggregate source, when tested, using the following formula: Mg est. = (RSSM)(MD act./RSMD) where: Mg est. = magnesium sulfate soundness loss RSSM = rated s ource s oundness magnesium MD act. = actual Micro -Deval percent loss RSMD = rated source Micro -Deval When the estimated magnesium sulfate soundness loss is greater than the maximum magnesium sulfate soundness loss specified, the coarse aggregate source will not be allowed for use unless otherwise approved. The Engineer will consult the Materials and Tests Division, and additional testing may be required before granting approval.

2.1.2 Intermediate Aggregate . Aggregates not meeting the definition of coarse or fine aggregate will be defined

as intermediate aggregate. Supply intermediate aggregates, when used, that are free of organic impurities. Supply intermediate aggregate from coarse aggregate sources, when used, that meet the requirements shown in Table 1, unless otherwise approved. Test the stockpile if 10% or more of the stockpile is retained on the No. 4 sieve, and verify that it meets the requirements in Table 1 for crushed face count ( Tex-460-A ) and flat and elongated particles ( Tex-280-F ). 275 2.1.3. Fine Aggregate . Fine aggregates consist of manufactured sands, screenings, and field sands. Fine aggregate stockpiles must meet the fine aggregate properties in accordance with Table 1 and the gradation requirements in accordance with Table 2. Supply fine aggregates that are free of organic impurities. The Engineer may test the fine aggregate in accordance with Tex-408-A to verify the material is free of organic impurities. Unless otherwise shown on the plans, at most 10% of the total aggregate may be field sand or other uncrushed fine aggregate. Use fine aggregate, except field sand, from coarse aggregate sources that meet the requirements shown in Table 1, unless otherwise approved. Test the stockpile if 10% or more of the stockpile is retained on the No. 4 sieve and verify that it meets the requirements in Table 1 for crushed face count ( Tex-460-A ) and flat and elongated particles ( Tex-280-F ). Table 1 Aggregate Quality Requirements Property Test Method Requirement Coarse Aggregate SAC Tex-499-A (AQMP) As shown on the plans Deleterious material, %, Max Tex-217-F, Part I 1.5 Decantation, %, Max Tex-217-F, Part II 1.5 Micro -Deval abrasion, % Tex-461-A Note 1 Los Angeles abrasion, %, Max Tex-410-A 40 Magnesium sulfate soundness, 5 cycles, %, Max Tex-411-A 30 Crushed face count,2 %, Min Tex-460-A, Part I 85 Flat and elongated particles @ 5:1, %, Max Tex-280-F 10 Fine Aggregate Linear shrinkage, %, Max Tex-107-E 3 Sand equivalent, %, Min Tex-203-F 453 Organic impurities Tex-408-A Note 4 1. Used to estimate the magnesium sulfate soundness loss in accordance with Section 341.2.1.1.2., “Micro - Deval Abrasion.” 2. Only applies to crushed gravel. 3. The Department may perform Tex -252-F on fine aggregates not meeting this minimum requirement. Fine aggregates with a methylene blue value of 10.0 mg/g or less may be used. 4. Optional test. Table 2 Gradation Requirements for Fine Aggregate Sieve Size % Passing by Wt . Or Volume 3/8″ 100 #8 70–100 #200 0–30

2.2 Mineral Filler . Mineral filler consists of finely divided mineral matter such as agricultural lime, crusher fines,

hydrated lime, or fly ash. Mineral filler is allowed unless otherwise shown on the plans. Use no more than 2% hydrated lime or fly ash, unless otherwise shown on the plans. Use no more than 1% hydrated lime if a substitute binder is used, unless otherwise shown on the plans or allowed. Test all mineral fillers except hydrated lime and fly ash in accordance with Tex -107-E to ensure specification compliance. The plans may require or disallow specific mineral fillers. Provide mineral filler, when used, that:  is dry enough, free- flowing, and free of clumps and foreign matter as determined by the Engineer;  does not exceed 3% linear shrinkage when tested in accordance with Tex -107-E ; and  meets the gradation requirements shown in Table 3, unless otherwise shown on the plans . 276 Table 3 Gradation Requirements for Mineral Filler Sieve Size % Passing by Wt . or Volume #8 100 #200 55–100

2.3 Baghouse Fines . Fines collected by the baghouse or other dust -collecting equipment may be reintroduced

into the mixing drum.

2.4 Asphalt Binder . Furnish the type and grade of performance-graded (PG) asphalt binder shown on the plans

that meets the requirements of Item 300, “Asphalts, Oils , and Emulsions.”

2.5 Tack Coat . Furnish CSS -1H, SS- 1H, EBL, or a PG binder with a minimum high- temperature grade of PG 58

for tack coat binder in accordance with Item 300. Specialized tack coat materials on the MPL for Tracking Resistant Asphalt Interlayer ( TRAIL ) will be allowed or required when shown on the plans. Do not dilute emulsified asphalts at the terminal, in the field, or at any other location before use, unless required in conformance with the manufacturer’s recommendation for approved TRAIL products on the MPL.

2.6 Additives . Use the type of additive specified when shown on the plans. Use the rate of additive specified in

conformance with the manufacturer ’s recommendation. Additives that facilitate mixing and compaction or improve the quality of the mixture are allowed when approved. Provide the Engineer with documentation such as the bill of lading showing the quantity of additives used in the project unless otherwise directed.

2.6.1 Lime and Liquid Antistripping Agent . Lime or liquid antistripping agent is required when shown on the

plans. When lime or a liquid antistripping agent is used, add in accordance with Item 301, “Asphalt Antistripping Agents.” Do not add lime directly into the mixing drum of any plant where lime is removed through the exhaust stream unless the plant has a baghouse or dust collection system that reintroduces the lime into the drum.

2.6.2 Warm -Mix Asphalt (WMA). WMA is defined as HMA that is produced within a target temperature discharge

range of 215°F and 275°F using approved WMA additives or processes from the MPL . WMA is allowed for use on all projects and is required when shown on the plans. When WMA is required, the maximum placement or target discharge temperature for WMA will be set at a value at or below 275°F. Department -approved WMA additives or processes may be used to facilitate mixing and compaction of HMA produced at target discharge temperatures above 275°F; however, such mixtures will not be defined as WMA.

2.6.3 Compaction Aid. Compaction aid is defined as a Department -approved chemic al warm -mix additive ,

denoted as “chemical additive” on the MPL , that is used to facilitate mixing and compaction of HMA at a discharge temperature greater than 275°F. Compaction aid is allowed for use on all projects. Compaction aid is required when shown on the plans or as required in Section 341.4.7.1., “Weather Conditions.” Warm -mix foaming processes, denoted as “foaming process” on the MPL , may be used to facilitate mixing and compaction of HMA at target discharge temperatures greater than 275°F; however, warm -mix foaming processes are not defined as a c ompaction aid.

2.7 Recycled Materials. Use of RAP and RAS is permitted unless otherwise shown on the plans. Use of RAS is restricted to only intermediate and base mixes unless otherwise shown on the plans. Do not exceed the

maximum allowable percentages of RAP and RAS in accordance with Table 4. The allowable percentages in accordance with Table 4 may be decreased or increased when shown on the plans. Determine the asphalt binder content and gradation of the RAP and RAS stockpiles for mixture design purposes in accordance with Tex-236-F , Part I. The Engineer may verify the asphalt binder content of the stockpiles anytime during production. Perform other tests on RAP and RAS when shown on the plans. Asphalt binder from RAP and 277 RAS is designated as recycled asphalt binder. Calculate and ensure that the ratio of the recycled asphalt binder to total binder does not exceed the percentages in accordance with Table 5 during mixture design and HMA production when RAP or RAS is used. Use a separate cold feed bin for each stockpile of RAP and RAS during HMA production. Surface, intermediate, and base mixes referenced in Table 4 and Table 5 are defined as follows , unless otherwise shown on the plans .  Surface. The final HMA lift placed at the top of the pavement structure.  Intermediate . Mixtures placed below an HMA surface mix and less than or equal to 8.0 in. below the riding surface.  Base. Mixtures placed greater than 8.0 in. below the riding surface. Unless otherwise shown on the plans, mixtures used for bond breaker are defined as base mixtures.

2.7.1 RAP . RAP is salvaged, milled, pulverized, broken, or crushed asphalt pavement. Fractionated RAP is

defined as a stockpile that contains RAP material with at least 95.0% passing the 1/2- in. sieve, before burning in the ignition oven, unless otherwise approved. The Engineer may allow the Contractor to use an alternate to the 1/2- in. screen to fractionate the RAP. Use of Contractor -owned RAP, including HMA plant waste, is permitted unless otherwise shown on the plans. Department- owned RAP stockpiles are available for the Contractor’s use when the stockpile locations are shown on the plans. If Department -owned RAP is available for the Contractor’s use, the Contractor may use Contractor -owned fractionated RAP and replace it with an equal quantity of Department -owned RAP. Department -owned RAP generated by required work on the Contract is available for the Contractor’s use when shown on the plans. Perform any necessary tests to ensure Contractor - or Department -owned RAP is appropriat e for use. The Department will not perform any tests or assume any liability for the quality of the Department -owned RAP unless otherwise shown on the plans. The Contractor will retain ownership of RAP generated on the project when shown on the plans. Do n ot use Department - or Contractor -owned RAP contaminated with dirt or other objectionable materials. Do not use Department - or Contractor -owned RAP if the decantation value exceeds 5% and the plasticity index is greater than 8. Test the stockpiled RAP for decantation in accordance with Tex-406-A , Part I. Determine the plasticity index in accordance with Tex-106-E if the decantation value exceeds 5%. The decantation and plasticity index requirements do not apply to RAP samples with asphalt removed by extraction or ignition. Do not intermingle Contractor- owned RAP stockpiles with Department -owned RAP stockpiles. Remove unused Contractor- owned RAP material from the project site upon completion of the project. Return unused Department -owned RAP to the designated stockpile location. Table 4 Max Allowable Amounts of RAP1 Max Allowable Fractionated RAP (%) Surface Intermediate Base

20.0 30.0 35.0

1. Must also meet the recycled binder to total binder ratio shown in Table 5.

2.7.2 RAS . RAS is defined as processed asphalt shingle material from manufacturing of asphalt roofing shingles or

from re -roofing residential structures. Post -manufactured RAS is processed manufacturer’s shingle scrap byproduct. Post -consumer RAS is processed shingle scrap removed from residential structures. Use of post - manufactured RAS or post -consumer RAS (tear -offs) is not permitted in surface mixtures unless otherwise shown on the plans. RAS may be used in intermediate and base mixtures unless otherwise shown on the plans. Up to 3% RAS may be used separately or as a replacement for fractionated RAP in accordance with Table 4 and Table 5. RAS may be used separately or in conjunction with RAP. Comply with all regulatory requirements stipulated for RAS by TCEQ. 278 Process the RAS by ambient grinding or granulating such that 100% of the particles pass the 3/8- in. sieve when tested in accordance with Tex -200-F , Part I. Perform a sieve analysis on processed RAS material before extraction (or ignition) of the asphalt binder. Add sand meeting the requirements of Table 1 and Table 2, or fine RAP, to RAS stockpiles if needed to keep the processed material workable. Any stockpile that contains RAS will be considered a RAS stockpile and be limited to no more than 3.0% of the HMA mixture in accordance with Table 4. Certify compliance of the RAS with DMS -11000 , “Evaluating and Using Nonhazardous Recyclable Materials Guidelines .” Treat RAS as an established nonhazardous recyclable material if it has not come into contact with any hazardous materials. Use RAS from shingle sources on the MPL . Remove all materials that are not part of the shingle, such as wood, paper, metal, plastic, and felt paper , before use. Determine the deleterious content of RAS material for mixture design purposes in accordance with Tex-217-F , Part III. Do not use RAS if deleterious materials are more than 0.5% of the stockpiled RAS , unless otherwise approved. Submit a sample for approval before submitting the mixture design. The Department will perform the testing for deleterious material of RAS to determine specification compliance.

2.8 Substitute Binders . No binder substitution will be allowed when shown on the plans. The Contractor may

use a substitute PG binder shown in Table 5 instead of the PG binder originally specified, if using recycled materials, and if the substitute PG binder and mixture made with the substitute PG binder meet the following.  The substitute binder meets the specification requirements for the substitute binder grade in accordance with Section 300.2.11 ., “Performance- Graded Binders .”  The mixture has less than 10.0 mm of rutting on the Hamburg w heel test ( Tex-242-F ) after the number of passes required for the originally specified binder. Use of substitute PG binders may be allowed only at the discretion of the Engineer if the Hamburg w heel test results are between 10.0 mm and 12.5 mm. Table 5 Allowable PG Binders and Max Recycled Binder Ratios Originally Specified PG Binder Allowable Substitute PG Binder for Surface Mixes Allowable Substitute PG Binder for Intermediate and Base Mixes Max Ratio of Recycled Binder1 to Total Binder (%) Surface Intermediate Base 76-22 70-22 70-22 15.0 25.0 30.0 70-22 Note 2 64-22 15.0 25.0 30.0 64-22 Note 2 Note 2 15.0 25.0 30.0 76-28 70-28 70-28 15.0 25.0 30.0 70-28 Note 2 64-28 15.0 25.0 30.0 64-28 Note 2 Note 2 15.0 25.0 30.0 1. Combined recycled binder from RAP and RAS. RAS is not permitted in surface mixtures unless otherwise shown on the plans. 2. No binder substitution is allowed.

4.2 Reporting and Responsibilities . Use Department -provided templates to record and calculate all test data,

including mixture design, production and placement QC and QA, control charts, thermal profiles, segregation density profiles, and longitudinal joint density. Obtain the current version of the templates from the Department’s website or from the Engineer. The Engineer and the Contractor will provide any available test results to the other party when requested. The maximum allowable time for the Contractor and Engineer to exchange test data is as shown in Table 7, unless otherwise approved. The Engineer and the Contractor will immediately report to the other party any test result that requires suspension of production or placement, or a payment adjustment less than 1.000, or that fails to meet the specification requirements. Record and electronically submit all test results and pertinent information on Department -provided templates. Subsequent sublots placed after test results are available to the Contractor, which require suspension of operations, may be considered unauthorized work. Unauthorized work will be accepted or rejected at the discretion of the Engineer in accordance with Article 5.3., “Conformity with Plans, Specifications, and Special Provisions.” Table 7 Reporting Schedule Description Reported By Reported To To Be Reported Within Production Quality Control Gradation1 Contractor Engineer 1 working day of completion of the sublot Asphalt binder content1 Laboratory -molded density2 Moisture content3 Boil test4 Production Quality Assurance Gradation3 Engineer Contractor 1 working day of completion of the sublot Asphalt binder content3 Laboratory -molded density1 Hamburg wheel test5 Boil test4 Binder tests5 Placement Quality Control In-place air voids2 Contractor Engineer 1 working day of completion of the lot Segregation1 Longitudinal joint density1 Thermal profile1 281 Description Reported By Reported To To Be Reported Within Placement Quality Assurance In-place air voids1 Engineer Contractor 1 working day after receiving the trimmed cores6 Segregation3 1 working day of completion of the lot Longitudinal joint density3 Thermal profile3 Aging ratio5 Shear bond strength test5 5 working days after receiving the cores Payment adjustment summary Engineer Contractor 2 working days of performing all required tests and receiving Contractor test data 1. These tests are required on every sublot. 2. Optional test. When performed on split samples, report the results as soon as they become available. 3. To be performed at the frequency s hown in Table 16 or as shown on the plans. 4. When shown on the plans. 5. To be reported as soon as the results become available. 6. Two days are allowed if cores cannot be dried to constant weight wi thin 1 day. The Engineer will use the Department -provided template to calculate all payment adjustment factors for the lot. Sublot samples may be discarded after the Engineer and Contractor sign off on the payment adjustment summary documentation for the lot. Use the procedures described in Tex-233-F to plot the results of all QC and QA testing. Update the control charts as soon as test results for each sublot become available. Make the control charts readily accessible at the field laboratory. The Engineer may suspend production for failure to update control charts.

4.3 Quality Control Plan (QCP) . Develop and follow the QCP in detail. Obtain approval for changes to the QCP

made during the project. The Engineer may suspend operations if the Contractor fails to comply with the QCP. Submit a written QCP before the mandatory pre- paving meeting. Receive approval of the QCP before beginning production. Include the following items in the QCP .

4.3.1 Project Personnel . For project personnel, include:

 a list of individuals responsible for QC with authority to take corrective action,  current contact information for each individual listed, and  current copies of certification documents for individuals performing specified QC functions.

4.3.2 Material Delivery and Storage. For material delivery and storage, include:

 the sequence of material processing, delivery, and minimum quantities to assure continuous plant operations;  aggregate stockpiling procedures to avoid contamination and segregation;  frequency, type, and timing of aggregate stockpile testing to assure conformance with material requirements before mixture production; and  procedure for monitoring the quality and variability of asphalt binder.

4.3.3 Production. For production, include:

 loader operation procedures to avoid contamination in cold bins;  procedures for calibrating and controlling cold feeds;  procedures to eliminate debris or oversized material;  procedures for adding and verifying rates of each applicable mixture component (e.g., aggregate, asphalt binder, RAP, RAS, lime, liquid antistrip, compaction aid, foaming process, and WMA); 282  procedures for reporting job control test results; and  procedures to avoid segregation and drain-down in the silo.

4.3.4 Loading and Transporting. For loading and transporting, include:

 type and application method for release agents , and  truck- loading procedures to avoid segregation.

4.3.5 Placement and Compaction . For placement and compaction, include:

 proposed agenda for mandatory pre- paving meeting, including date and location;  proposed paving plan (e.g., production rate, paving widths, joint offsets, and lift thicknesses);  type and application method for release agents in the paver and on rollers, shovels, lutes, and other utensils;  procedures for the transfer of mixture into the paver while avoiding physical and thermal segregation and preventing material spillage;  process to balance production, delivery, paving, and compaction to achieve continuous placement operations and good ride quality;  paver operations (e.g., speed, operation of wings, and height of mixture in auger chamber) to avoid physical and thermal segregation and other surface irregularities; and  procedures to construct quality longitudinal and transverse joints.

4.4 Mixture Design .

4.4.1 Design Requirements. Use the dense- graded design procedure provided in Tex-204-F , unless otherwise

shown on the plans. Design the mixture to meet the requirements shown in Tables 1, 2, 3, 4, 5, 8, 9, a nd 10. Design the mixture using an SGC, and 50 gyrations as the design number of gyrations (Ndesign). Use a target laboratory -molded density of 96.0% to design the mixture; however, adjustments can be made to the Ndesign value as shown in Table 9. The Ndesign level may be reduced to at least 35 gyrations at the Contractor’s discretion. Use a Department -approved laboratory on the MPL to perform the Hamburg w heel test and provide results with the mixture design, or provide the laboratory mixture and request that the Department perform the Hamburg w heel test. Upon receiving the sample from the Contractor, the Engineer will be allowed 10 working days to provide the Contractor with Hamburg w heel test results on the laboratory mixture design. The Engineer will provide the mixture design when shown on the plans. The Contractor may submit a new mixture design anytime during the project. The Engineer will verify and approve all mixture designs (JMF1) before the Contractor can begin production. Provide the Engineer with a mixture design report using the Department -provided template. Include the following items in the report:  the combined aggregate gradation, source, specific gravity, and percent of each material used;  the binder source and optimum design asphalt content;  asphalt binder content and aggregate gradation of RAP and RAS stockpiles;  the Ndesign level used on the SGC;  results of all applicable tests;  the mixing and molding temperatures;  the signature of the Level 2 person or persons who performed the design;  the date the mixture design was performed; and  a unique identification number for the mixture design. 283 Table 8 Master Gradation Limits (% Passing by W t. or Volume) and Void in Mineral Aggregate ( VMA ) Requirements Sieve Size DG-B Fine Base DG-C Coarse Surface DG-D Fine Surface DG-F Fine Mixture 2″ – – – – 1-1/2″ 100.01 – – – 1″ 98.0–100.0 100.01 – – 3/4″ 84.0–98.0 95.0–100.0 100.01 – 1/2″ — — 98.0–100.0 100.01 3/8″ 60.0–80.0 70.0–85.0 85.0–100.0 98.0–100.0 #4 40.0–60.0 43.0–63.0 50.0–70.0 70.0–90.0 #8 29.0–43.0 32.0–44.0 35.0–46.0 38.0–48.0 #30 13.0–28.0 14.0–28.0 15.0–29.0 12.0–27.0 #50 6.0–20.0 7.0–21.0 7.0–20.0 6.0–19.0 #200 2.0–7.0 2.0–7.0 2.0–7.0 2.0–7.0 Design (VMA ), % Min – 13.0 14.0 15.0 16.0 Production (Plant -Produced) (VMA ), % Min – 12.5 13.5 14.5 15.5 1. Defined as Max sieve size. No tolerance allowed. Table 9 Laboratory Mixture Design Properties Mixture Property Test Method Requirement Target laboratory -molded density, % Tex-207-F 96.0 Design gyrations (Ndesign) Tex-241-F 501 Indirect tensile strength (dry), psi Tex-226-F 85–2002 Boil test3 Tex-530-C – 1. Adjust within a range of 35 –100 gyrations when shown on the plans , in accordance with the s pecification, or when mutually agreed between the Engineer and Contractor. 2. The Engineer may allow the indirect tensile test strength to exceed 200 psi if the corresponding Hamburg w heel rut depth is > 2.5 mm and < 12.5 mm. 3. When shown on the plans. Used to establish baseline for comparison to production results. Table 10 Hamburg Wheel Test Requirements High -Temperature Binder Grade Test Method Min # of Passes at 12.5- mm1 Rut Depth, Tested at 50°C PG 64 or lower Tex-242-F 10,0002 PG 70 15,0003 PG 76 or higher 20,000 1. The Hamburg wheel test will have a minimum rut depth of 2.5 mm. 2. May be decreased to at least 5,000 passes when shown on the plans. 3. May be decreased to at least 10,000 passes when shown on the plans.

4.4.2 Job-Mix Formula Approval . The JMF is the combined aggregate gradation, Ndesign level, and target

asphalt percentage used to establish target values for hot -mix production. JMF1 is the original laboratory mixture design used to produce the trial batch. When WMA is used, JMF1 may be designed and submitted to the Engineer without including the WMA additive, foaming process , or compaction aid. When WMA or a compaction aid is used, document the additive or process used and recommended rate i n the JMF1 submittal. The Engineer and the Contractor will verify JMF1 based on plant -produced mixture from the trial batch, unless otherwise approved. The Engineer may accept an existing mixture design previously used on a Department project and may waive the trial batch to verify JMF1. The Department may require the Contractor to reimburse the Department for verification tests if more than two trial batches per design are required. 284 4.4.2.1. Contractor’s Responsibilities. 4.4.2.1.1. Providing Superpave Gyratory Compactor . Provide an SGC in accordance with Item 504, “Field Off ice and Laboratory ,” and make the SGC available to the Engineer for use in molding production samples. 4.4.2.1.2. Gyratory Compactor Correlation Factors. Use Tex -206-F , Part II, to perform a gyratory compactor correlation when the Engineer uses a different SGC. Apply the correlation factor to all subsequent production test results. 4.4.2.1.3. Submitting JMF1 . Furnish a mix design report (JMF1) with representative samples of all component materials and request approval to produce the trial batch. Provide approximately 25 lb. of the design mixture if opting to have the Department perform the Hamburg w heel test on the laboratory mixture, and request that the Department perform the test. 4.4.2.1.4. Supplying Aggregates . Provide approximately 40 lb. of each aggregate stockpile unless otherwise directed. 4.4.2.1.5. Supplying Asphalt . Provide at least 1 gal. of the asphalt material and enough quantities of any additives proposed for use. 4.4.2.1.6. Ignition Oven Correction Factors . Notify the Engineer before performing Tex -236-F , Part II. Allow the Engineer to witness the mixing of ignition oven correction factor sample . Determine the aggregate and asphalt correction factors from the ignition oven in accordance with Tex-236-F , Part II. If the Engineer witnesses the mixing of the ignition oven correction factor samples, provide the Engineer with identically prepared samples of the mixtures before the trial batch production, including all additives (except water) , and blank samples used to determine the correction factors for the ignition oven used for QA testing during production. Correction factors established from a previously approved mixture design may be used for the current mixture design if the mixture design and ignition oven are the same as previously used, unless otherwise directed. Correction factors must be performed every 12 mo. 4.4.2.1.7. Boil Test . When shown on the plans, perform the test and retain the tested sample from Tex -530-C until completion of the project or as directed. Use this sample for comparison purposes during production. 4.4.2.1.8. Trial Batch Production. Provide a plant -produced trial batch upon receiving conditional approval of JMF1 and authorization to produce a trial batch. If applicable, include the WMA additive, foaming process, or compaction aid for verification testing of JMF1 and development of JMF2. Produce a trial batch mixture that meets the requirements shown in Table s 4, 5, and 11. The Engineer may accept test results from recent production of the same mixture instead of a new trial batch. 4.4.2.1.9. Trial Batch Production Equipment . Use only equipment and materials proposed for use on the project to produce the trial batch. 4.4.2.1.10. Trial Batch Quantity. Produce enough quantity of the trial batch to ensure that the mixture meets the specificati on requirements. 4.4.2.1.11. Number of Trial Batches. Produce trial batches as necessary to obtain a mixture that meets the specification requirements. 4.4.2.1.12. Trial Batch Sampling . Obtain a representative sample of the trial batch and split it into three equal portions in accordance with Tex -222-F . Label these portions as “Contractor,” “Engineer,” and “Referee.” Deliver samples to the appropriate laboratory as directed. 4.4.2.1.13. Trial Batch Testing . Test the trial batch to ensure the mixture produced using the proposed JMF1 meets the mixture requirements shown in Table 11. Ensure the trial batch mixture is also in compliance with the 285 Hamburg w heel requirement shown in Table 10. Use a Department -approved laboratory listed on the MPL to perform the Hamburg w heel test on the trial batch mixture, or request that the Department perform the Hamburg w heel test. Provide approximately 25 lb. of the trial batch mixture if opting to have the Department perform the Hamburg wheel test, and request that the Department perform the test. Upon receiving the sample from the Contractor, the Engineer will be allowed 10 working days to provide the Contractor with Hamburg w heel test results on the trial batch. Provide the Engineer with a copy of the trial batch test results. 4.4.2.1.14. Development of JMF2. After the Engineer grants full approval of JMF1, evaluate the trial batch test results, determine the optimum mixture proportions, and submit as JMF2. Adjust the asphalt binder content or gradation to achieve the specified target laboratory -molded density. The asphalt binder content established for JMF2 is not required to be within any tolerance of the optimum asphalt binder content established for JMF1; however, mixture produced using JMF2 must meet the VMA requirements for production shown in Table 8. If the optimum asphalt binder content for JMF2 is more than 0.5% lower than the optimum asphalt binder content for JMF1, the Engineer may perform or require the Contractor to perform Tex-226-F on Lot 1 production to confirm the indirect tensile strength does not exceed 200 psi. Verify that JMF2 meets the mixture requirements shown in Table 4 and Table 5. 4.4.2.1.15. Mixture Production. Use JMF2 to produce Lot 1 in accordance with Section 341.4.9.3.1.1., “Lot 1 Placement,” after receiving approval for JMF2 and a passing Hamburg wheel result on the trial batch from a laboratory listed on the MPL . Once JMF2 is approved, and without receiving the results from the Department’s Hamburg w heel test on the trial batch, the Contractor may proceed to Lot 1 production at their own risk. Notify the Engineer if electing to proceed without Hamburg w heel test results from the trial batch. Note that the Engineer may require up to the entire sublot of any mixture failing the Hamburg w heel test to be removed and replaced at the Contractor’s expense. 4.4.2.1.16. Development of JMF3. Evaluate the test results from Lot 1, determine the optimum mixture proportions, and subm it as JMF3 for use in Lot 2. 4.4.2.1.17. JMF Adjustments . If JMF adjustments are necessary to achieve the specified requirements, make the adjustments before beginning a new lot. The adjusted JMF must:  be provided to the Engineer in writing before the start of a new l ot,  be numbered in sequence to the previous JMF ,  meet the mixture requirements in accordance with Table 4 and Table 5,  meet the master gradation limits in accordance with Table 8, and  be within the operational tolerances of JMF2 in accordance with Table 11. 4.4.2.1.18. Requesting Referee Testing . Use referee testing, if needed, in accordance with Section 341.4.9.1., “Referee Testing,” to resolve testing differences with the Engineer. 286 Table 11 Operational Tolerances Description Test Method Allowable Difference Between JMF2 and JMF1 Target1 Allowable Difference Between Current JMF and JMF22 Allowable Difference Between Contractor and Engineer3 Individual % retained on #8 sieve and larger Tex-200-F or Tex-236-F Must be Within Master Gradation Limits in Table 8 ±5.04 ±5.0 Individual % retained on sieves smaller than #8 and larger than #200 ±3.04 ±3.0 % passing the #200 sieve ±2.04 ±1.6 Asphalt binder content, % Tex-236-F ±0.5 ±0.3 ±0.3 Laboratory -molded density, % Tex-207-F ±1.0 ±1.0 ±1.0 In-place air voids, % – – ±1.0 Laboratory -molded bulk specific gravity – – ±0.020 VMA, %, Min Tex-204-F Note5 Note5 – Theoretical maximum specific (Rice) gravity Tex-227-F – – ±0.020 1. JMF1 is the approved laboratory mixture design used for producing the trial batch. JMF2 is the approved mixt ure design developed from the trial batch used to produce Lot 1. 2. Current JMF is JMF3 or higher. JMF3 is the approved mixture design used to produce Lot 2. 3. Contractor may request referee testing when values exceed these tolerances. 4. When within these tolerances, mixture production gradations may fall outside the master gradation limits; however, the % passing the #200 will be considered out of tolerance when outside the master gradation limits. 5. Verify that Table 8 requirements are met for VMA. 4.4.2.2. Engineer’s Responsibilities. 4.4.2.2.1. Superpave Gyratory Compactor . The Engineer will use a Department SGC, calibrated in accordance with Tex-241-F , to mold samples for laboratory mixture design verification. For molding trial batch and production specimens, the Engineer will use the Contractor -provided SGC at the field laboratory or provide and use a Department SGC at an alternate locat ion. 4.4.2.2.2. Condi tional Approval of JMF1 and Authorizing Trial Batch. The Engineer will review and verify conformance with the following information within 2 working days of receipt:  the Contractor’s mix design report (JMF1);  the Contractor -provided Hamburg w heel test results;  all required materials including aggregates, asphalt, additives, and recycled materials; and  the mixture specifications. The Engineer will grant the Contractor conditional approval of JMF1 if the information provided on the paper copy of JM F1 indicates that the Contractor’s mixture design meets the specifications. When the Contractor does not provide Hamburg w heel test results with laboratory mixture design, 10 working days are allowed for conditional approval of JMF1. The Engineer will base full approval of JMF1 on the test results on mixture from the trial batch. Unless waived, the Engineer will determine the Micro-Deval abrasion loss in accordance with Section 341.2.1.1.2., “Micro- Deval Abrasion.” If the Engineer’s test results are pending after 2 working days, conditional approval of JMF1 will still be granted within 2 working days of receiving JMF1. When the Engineer’s test results become available, they will be used for specification compliance. The Contractor is authorized to produce a trial batch after the Engineer grants conditional approval of JMF1. 4.4.2.2.3. Hamburg Wheel Testing of JMF1 . If the Contractor requests the option to have the Department perform the Hamburg w heel test on the laboratory mixture, the Engineer will mold samples in accordance with Tex-242-F to verify compliance with the Hamburg wheel test requirement shown in Table 10. Upon receiving the sample from the Contractor, the Engineer will be allowed 10 working days to provide the Contractor with Hamburg wheel test results on the laboratory mixture design. 4.4.2.2.4. Ignition Oven Correction Factors . The Engi neer will determine ignition oven correction factors by one of the following options . 287  Witness the mixing of ignition oven correction factor samples by the Contractor in accordance with Tex-236-F , Part III. The Engineer will use the identically prepared samples provided by the Contractor to determine the aggregate and asphalt correction factors for the ignition oven in accordance with Tex-236-F , Part II.  If the Engineer does not witness the mixing of ignition oven correction factor samples, the Engineer will prepare the samples to determine the aggregate and asphalt correction factors for the ignition oven in accordance with Tex -236-F , Part II. Notify the Contractor before performing Tex -236-F , Part II. Allow the Contractor to witness the Engineer perform ing Tex-236-F , Part II. Correction factors must be performed every 12 mo. to be used for QA testing during production. 4.4.2.2.5. Testing the Trial Batch . Within 1 full working day, the Engineer will sample and test the trial batch to ensure that the mixture meets the requirements shown i n Table 11. If the Contractor requests the option to have the Department perform the Hamburg w heel test on the trial batch mixture, the Engineer will mold samples in accordance with Tex-242-F to verify compliance with the Hamburg wheel test requirement shown in Table 10. The Engineer will have the option to perform the following tests on the trial batch.  Tex-226-F , to verify that the indirect tensile strength meets the requirement shown in Table 9.  Tex-530-C , to retain and use for comparison purposes during production. 4.4.2.2.6. Full Approval of JMF1 . The Engineer will grant full approval of JMF1 and authorize the Contractor to proceed with developing JMF2 if the Engineer’s results for the trial batch meet the requirements shown in Tables 8, 9, and 10. The Engineer will notify the Contractor that an additional trial batch is required if the trial batch does not meet these requirements. 4.4.2.2.7. Approval of JMF2 . The Engineer will approve JMF2 within 1 working day if the mixture meets the requirements shown in Table 5 and Table 8. The asphalt binder content established for JMF2 is not required to be within any tolerance of the optimum asphalt binder content established for JMF1; however, mixture produced using JMF2 must meet the VMA requirements shown in Table 8. If the optimum asphalt binder content for JMF2 is more than 0.5% lower than the optimum asphalt binder content for JMF1, the Engineer may perform or require the Contractor to perform Tex-226-F on Lot 1 production to confirm the indirect tensile strength does not exceed 200 psi. 4.4.2.2.8. Approval of Lot 1 Production. The Engineer will authorize the Contractor to proceed with JMF2 for Lot 1 production after a passing Hamburg wheel test result on the trial batch is achieved from a laboratory listed on the MPL . The Contractor may proceed at their own risk with Lot 1 production without the results from the Hamburg w heel test on the trial batch. If the Department -approved laboratory’s sample from the trial batch fails the Hamburg w heel test, the Engineer will suspend production until further Hamburg w heel tests meet the specified values. The Engineer may require up to the entire sublot of any mixture failing the Hamburg w heel test be removed and replaced at the Contractor’s expense. 4.4.2.2.9. Approval of JMF3 and Subsequent JMF Changes . JMF3 and subsequent JMF changes are approved if they meet the mixture requirements shown in Table 4 and Table 5, and the master gradation limits shown in Table 8, and they are within the operational tolerances of JMF2 shown in Table 11. The addition of a WMA additive to facilitate mixing or as a compaction aid does not require a new laboratory mixture design or trial batch. Current JMF changes that exceed the operational tolerances of JMF2 in accordance with Table 11 may require a new laboratory mixture design, trial batch, or both.

4.5 P roduction Operations . Perform a new trial batch when the plant or plant location is changed. All source

changes for asphalt will require a passing Hamburg wheel test result from a laboratory listed on the MPL . The Contractor may proceed at their own risk with Lot 1 production without the results from the Hamburg wheel test on the trial batch. All aggregate source changes will require a new laboratory mixture design and 288 trial batch. Take corrective action and receive approval to proceed after any production suspension for noncompliance with the specification. Submit a new mix design and perform a new trial batch when the asphalt binder content of:  any RAP stockpile used in the mix is more than 0.5% higher than the value shown i n the mixture design report , or  RAS stockpile used in the mix is more than 2.0% higher than the value shown i n the mixture design report.

4.5.1 Storage and Heating of Materials . Do not heat the asphalt binder above the temperatures specified in

Item 300, or outside the manufacturer’s recommended values. Provide the Engineer with daily records of asphalt binder and HMA discharge temperatures (in legible and discernible increments) in accordance with Item 320, unless otherwise directed. Do not store mixture for a period long enough to affect the quality of the mixture, nor in any case longer than 12 hr. unless otherwise approved.

4.5.2 Mixing and Discharge of Materials. Notify the Engineer of the target discharge temperature and produce

the mixture within 25°F of the target. Monitor the temperature of the material in the truck before shipping to ensure that it does not exceed the maximum production temperatures shown in Table 12. The Department will not pay fo r or allow placement of any mixture produced above the maximum production temperatures shown in Table 12. Table 12 Max Production Temperature High -Temperature Binder Grade1 Max Production Temperature (°F) PG 64 3252 PG 70 3352 PG 76 3452 1. The high -temperature binder grade refers to the high - temperature grade of the virgin asphalt binder used to produce the mixture. 2. The Max production temperature of WMA is 275°F. Produce WMA within the target discharge temperature range of 215– 275°F when WMA is required. Take corrective action anytime the discharge temperature of the WMA exceeds the target discharge range. The Engineer may suspend production operations if the Contractor’s corrective action is not successful at controlling the production temperature within the target discharge range. Note that when WMA is produced, it may be necessary to adjust burners to ensure complete combustion such that no burner fuel residue remains in the mixture. Control the mixing time and temperature so that substantially all moisture is removed from the mixture before discharging from the plant. Determine the moisture content, if requested, by oven- drying in accordance with Tex-212-F , Part II, and verify that the mixture contains no more than 0.2% of moisture by weight. Obtain the sample immediately after discharging the mixture into the truck and perform the test promptly.

4.6 Hauling Operations. Clean all truck beds before use to ensure that mixture is not contaminated. Use a

release agent listed on the MPL to coat the inside bed of the truck when necessary. Do not use diesel or any release agent not listed on the MPL . Use equipment for hauling as defined in Section 341.4.7.3.3., “Hauling Equipment.” Use other hauling equipment only when allowed.

4.7 Placement Operations. Collect haul tickets from each load of mixture delivered to the project and provide

the Department’s copy to the Engineer approximately every hour, or as directed. Use a handheld thermal camera or infrared thermometer, when a thermal imaging system is not used, to measure and record the internal temperature of the mixture as discharged from the truck or m aterial t ransfer devi ce (MTD) before or as the mix enters the paver. Measure the mixture temperature at a minimum frequency of one per ten trucks, or as approved. Include an approximate station number or Global Positioning System coordinates of the 289 location where the temperature was taken on each ticket. Ensure the mixture meets the temperature requirements shown in Table 12. Calculate the daily yield and cumulative yield for the specified lift and provide to the Engineer at the end of paving operations for each day unless otherwise directed. The Engineer may suspend production if the Contractor fails to produce and provide haul tickets and yield calculations by the end of paving operations for each day. Prepare the surface by removing raised pavement markers and objectionable m aterial such as moisture, dirt, sand, leaves, and other loose impediments from the surface before placing mixture. Remove vegetation from pavement edges. Place the mixture to meet the typical section requirements and produce a smooth, finished surface with a uniform appearance and texture. Offset longitudinal joints of successive courses of hot mix by at least 6 in. Place mixture so that longitudinal joints on the surface course coincide within 6 in. of lane lines, are not placed in the wheel path, or will not be covered with pavement markings, or as directed. Ensure that all finished surfaces will drain properly. Place the mixture at the rate or thickness shown on the plans. The Engineer will use the guidelines shown in Table 13 to determine the compacted l ift thickness of each layer when multiple lifts are required. The thickness determined is based on the rate of 110 lb. per square yard for each inch of pavement, unless otherwise shown on the plans. Table 13 Compacted Lift Thickness and Required Core Height Mixture Type Compacted Lift Thickness Guidelines Min Untrimmed Core Height Eligible for Testing (in.) Min (in.) Max (in.) DG-B 2.50 5.00 1.75 DG-C 2.00 4.00 1.50 DG-D 1.50 3.00 1.25 DG-F 1.25 2.50 1.25

4.7.1 Weather Conditions .

4.7.1.1. When Using a Thermal Imaging System . Place mixture when the roadway surface is dry and the roadway surface temperature is at or above the temperatures shown in Table 14A , unless otherwise approved or as shown on the plans. Place mixtures only when weather conditions and moisture conditions of the roadway surface are suitable as determined by the Engineer. Provide output data from the thermal imaging system to demonstrate to the Engineer that no recurring severe thermal segregation exists in accordance with Table 14A Min Pavement Surface Temperatures High -Temperature Binder Grade1 Min Pavement Surface Temperatures (°F) Subsurface Layers Surface Layers PG 64 35 40 PG 70 452 502 PG 76 452 502 1. The high-temperature binder grade refers to the high -temperature grade of the virgin asphalt binder used to produce the mixture. 2. The Contractor may pave at temperatures 10°F lower than these values when a chemical WMA additive is used as a compaction aid in th e mixture or when using WMA. 4.7.1.2. When Not Using a Thermal Imaging System . When using a thermal camera instead of the thermal imaging system, place mixture when the roadway surface temperature is at or above the temperatures shown in Table 14B, unless otherwise approved or as shown on the plans. Measure the roadway surface temperature using a handheld thermal camera or infrared thermometer. The Engineer may allow mixture placement to begin before the roadway surface reaches the required temperature if conditions are such that the roadway surface will reach the required temperature within 2 hr. of beginning placement operations. Place mixtures only when weather conditions and moisture conditions of the roadway surface are suitable as determined by the Engineer. 290 Table 14B Min Pavement Surface Temperatures High -Temperature Binder G rade1 Min Pavement Surface Temperatures (°F) Subsurface Layers Surface Layers PG 64 45 50 PG 70 552 602 PG 76 602 602 1. The high -temperature binder grade refers to the high -temperature grade of the virgin asphalt binder used to produce the mixture. 2. The Contractor may pave at temperatures 10°F lower than these values when a chemical WMA additive is used as a compaction aid in the mixture, when using WMA, or when using a paving process with equipment that eliminates thermal segregation. In suc h cases, for each sublot and in the presence of the Engineer, use a handheld thermal camera operated in accordance with Tex-244-F to demonstrate to the satisfaction of the Engineer that the uncompacted mat has no more than 10°F of thermal segregation.

4.7.2 Tack Coat .

4.7.2.1. Application . Clean the surface before placing the tack coat. The Engineer will set the rate between 0.04 and

0.10 gal. of residual asphalt per square yard of surface area. Apply a uniform tack coat at the specified rate

unless otherwise directed. Apply the tack coat in a uniform manner to avoid streaks and other irregular patterns. Apply the tack coat to all surfaces that will come in contact with the subsequent HMA placement, unless otherwise directed. Apply adequate overlap of the tack coat in the longitudinal direction during placement of the mat to ensure bond of adjacent mats, unless otherwise directed. Allow adequate time for emulsion to break completely before placing any material. Prevent splattering of tack coat when placed adjacent to curb, gutter, and structures. Do not dilute emulsified asphalts at the terminal, in the field, or at any other location before use, unless required in conformance with the manufacturer’s recommendation for approved TRAIL product use, or when shown on the plans. 4.7.2.2. Sampling . The Engineer will obtain at least one sample of the tack coat binder per project per source in accordance with Tex -500-C , Part III, and test it to verify compliance with Item 300. The Engineer will notify the Contractor when the sampling will occur and will witness the collection of the sample from the asphalt distributor immediately before use. Label the can with the corresponding lot and sublot numbers, producer, producer facility location, grade, district, date sampled, all applicable bill s of lading (if available), and project information, including highway and control -section- job (CSJ) number . For emulsions, the Engineer may test as often as necessary to ensure the residual of the emulsion is greater than or equal to the specification requirement in Item 300.

4.7.3 Lay-Down Operations . Use the placement temperatures shown in Table 15 to establish the minimum

placement temperature of the mixture delivered to the paving operation. 291 Table 15 Min Mixture Placement Temperature High -Temperature Binder Grade1 Min Placement Temperature2,3,4 (°F) PG 64 260 PG 70 270 PG 76 280 1. The high -temperature binder grade refers to the high -temperature grade of the virgin asphalt binder used to produce the mixture. 2. The mixture temperature must be measured using a handheld thermal camera or infrared thermometer immediately before entering MTD or paver. 3. Min placement temperatures may be reduced 20°F if using a chemical WMA additive as a compaction aid, MTD with remixing capabilities, or paver hopper insert with remixing capabilities. 4. When using WMA, the minimum placement temperature is 215°F. 4.7.3.1. Thermal Profile. Use a handheld thermal camera or a thermal imaging system to obtain a continuous thermal profile in accordance with Tex -244-F . Thermal profiles are not applicable in areas described in 4.7.3.1.1. Thermal Segregation. 4.7.3.1.1.1. Moderate. Any areas that have a temperature differential greater than 25°F, but not exceeding 50°F. 4.7.3.1.1.2. Severe. Any areas that have a temperature differential greater than 50°F. 4.7.3.1.2. Thermal Imaging System . Review the output results when a thermal imaging system is used, and provide the automated report described in Tex-244-F to the Engineer daily , unless otherwise directed. Modify the paving process as necessary to eliminate any recurring (moderate or severe) thermal segregation i dentified by the thermal imaging system. The Engineer may suspend paving operations if the Contractor cannot successfully modify the paving process to eliminate recurring severe thermal segregation. Density profiles are not required and not applicable whe n using a thermal imaging system. Provide the Engineer with electronic copies of all daily data files that can be used with the thermal imaging system software to generate temperature profile plots daily or as requested. 4.7.3.1.3. Thermal Camera. Provide the Engineer with the thermal profile of every sublot within 1 working day of the completion of each lot. When requested by the Engineer, provide the thermal images generated using the thermal camera. Report the results of each thermal profile in accordance with Section 341.4.2., “Reporting and Responsibilities.” The Engineer will use a handheld thermal camera to obtain a thermal profile at least once per project . Take immediate corrective action to eliminate recurring moderate thermal segregation when a handheld thermal camera is used. Suspend operations and take immediate corrective action to eliminate severe thermal segregation unless otherwise directed. Resume operations when the Engineer determines that subsequent production will meet the requirements of this S ection. No production or placement payment adjustments greater than 1.000 will be paid for any sublot that contains severe thermal segregation. Evaluate areas with severe thermal segregation by performing density profiles in accordance with Section 341.4.9.3.3.3 ., “Segregation (Density Profile).” Remove and replace the material in any areas that have severe thermal segregation and a failing resul t for segregation (density p rofile) , unless otherwise directed. The sublot in question may receive a production and placement payment adjustment greater than 1.000, if applicable, when the defective material is successfully removed and replaced. 292 4.7.3.2. Windrow Operations. Operate windrow pickup equipment so that when hot mix is placed in windrows, substantially all the mixture deposited on the roadbed is picked up and loaded into the paver. 4.7.3.3. Hauling Equipment . Use belly dump, live- bottom, or end dump trucks to haul and transfer mixture. Except for paving miscellaneous areas, end dump trucks are allowed only when used in conjunction with an MTD with remixing capability or when a thermal imaging system is used, unless otherwise approved. 4.7.3.4. Screed Heaters. Turn off screed heaters to prevent overheating of the mat if the paver stops for more than 5 min. The Engineer may evaluate the suspect area in accordance with Section 341.4.9.3.3. 5., “Recovered Asphalt Dynamic Shear Rheometer (DSR),” if the screed heater remains on for more than 5 min. while the paver is stopped.

4.8 Compaction. Compact the pavement uniformly to contain between 3.8% and 8.5 % in-place air voids. Take

immediate corrective action to bring the operation within 3.8% and 8.5% when the in- place air voids exceed the range of these tolerances. The Engineer will allow paving to resume when the proposed corrective action is likely to yield between 3.8% and 8. 5% in-place air voids. Obtain cores in areas placed under e xempt production, as directed, at locations determined by the Engineer. The Engineer may test these cores and suspend operations or require removal and replacement if the in-place air voids are less than 2.7% or more than 9.9%. Areas defined in Section 341.4.9.3.1.4., “Miscellaneous Areas,” are not subject to in- place air void determination. Furnish the type, size, and number of rollers necessary to ensure desired compaction. Use additional rollers as required to remove any roller marks. Use only water or an approved release agent on rollers, tamps, and other compaction equipment unless otherwise directed. Use the control strip method shown in Tex-207-F , Part IV, on the fir st day of production to establish the rolling pattern that will produce the desired in-place air voids , unless otherwise directed. Use tamps to thoroughly compact the edges of the pavement along curbs, headers, and similar structures and in locations that will not allow thorough compaction using rollers. The Engineer may require rolling using a trench roller on widened areas, in trenches, and in other limited areas. Complete all compaction operations using breakdown rollers before the pavement temperature drops below 180°F , unless otherwise allowed. Compaction using a pneumatic or light finish roller operated in static mode is allowed for pavement temperatures above 160°F. Allow the compacted pavement to cool to 160°F or lower before opening to traffic , unless otherwise directed. Sprinkle the finished mat with water or limewater, when directed, to expedite opening the roadway to traffic.

4.9 Acceptance Plan . Payment adjustments for the material will be in accordance with Article 341.6.,

“Payment.” Sample and test the hot mix on a lot and sublot basis. Suspend production if the production payment factor show n in Section 341.6.1., “Production Payment Adjustment Factors,” or the placement payment factor show n in Section 341.6.2., “Placement Payment Adjustment Factors,” for two consecutive lots is below 1.000. Resume production once test results or other information indicates to the satisfaction of the Engineer that the next material produced or placed will result in payment factors of at least 1.000.

4.9.1 Referee Testing . The Materials and Tests Division is the referee laboratory. The Contractor may request

referee testing if a “remove and replace” condition is determined based on the Engineer’s test results, or if the differences between Contractor and Engineer test results exceed the maximum allowable difference in accordance with Table 11 and the differences cannot be resolved. The Contractor may also request referee testing if the Engineer’s test results require suspension of production and the Contractor’s test results are within specification limits. Make the request within 5 working days after receiving test results and cores from the Engineer. Referee tests will be performed only on the sublot in question and only for the tests in question. Allow 10 working days from the time the referee laboratory receives the samples for test results to be 293 reported. The Department may require the Contractor to reimburse the Department for referee tests if more than three referee tests per project are required and the Engineer’s test results are closer to the referee test results than the Contractor’s test results. The Materials and Tests Division will determine the laboratory -molded density based on the molded specific gravity and the maximum theoretical specific gravity of the referee sample. The in- place air voids will be determined based on the bulk specific gravity of the cores, as determined by the referee laboratory, and the Engineer’s average maximum theoretical specific gravity for the lot. Except for “remove and replace” conditions, referee test results are final and will establish payment adjustment factors for the sublot in question. The Contractor may decline referee testing and accept the Engineer’s test results when the placement payment adjustment factor for any sublot results in a “remove and replace” condition. Placement sublots subject to be removed and replaced will be further evaluated in accordance with Section 341.6.2.2., “Placement Sublots Subject to Removal and R eplacement.”

4.9.2 Production Acceptance .

4.9.2.1. Production Lot . A production lot consists of four equal sublots. The default quantity for Lot 1 is 1,000 ton; however, when requested by the Contractor, the Engineer may increase the quantity for Lot 1 to no more than 4,000 ton. The Engineer will select subsequent lot sizes based on the anticipated daily production such that approximately three–four sublots are produced each day. The lot size will be between 1,000 ton and 4,000 ton. The Engineer may change the lot size before the Contractor begins any lot. If the optimum asphalt binder content for JMF2 is more than 0.5% lower than the optimum asphalt binder content for JMF1, the Engineer may perform or require the Contractor to perform Tex-226-F on Lot 1 to confirm the indirect tensile strength does not exceed 200 psi. Take corrective action to bring the mixture within specification compliance if the indirect tensile strength exceeds 200 psi, unless otherwise directed. 4.9.2.1.1. I ncomplete Production Lots . If a lot is begun but cannot be completed, such as on the last day of production or in other circumstances deemed appropriate, the Engineer may close the lot. Adjust the payment for the incomplete lot in accordance with Section 341.6.1., “Production Payment Adjustment Factors.” Close all lots within 5 working days unless otherwise allowed. 4.9.2.2. Production Sampling. 4.9.2.2.1. Mixture Sampl ing. The Engineer will perform or witness the sampling of production sublots from trucks at the plant in accordance with Tex -222-F The sampler will split each sample into three equal portions in accordance with Tex-200-F and label these portions as “Contractor,” “Engineer,” and “Referee.” The Engineer will perform or witness the sample splitting and take immediate possession of the samples labeled “Engineer” and “Referee.” The Engineer will maintain the custody of the samples labeled “Engineer” and “Referee” until the Department’s testing is completed. 4.9.2.2.1.1. Random Sample . At the beginning of the project, the Engineer will select random numbers for all production sublots. Determine sample locations in accordance with Tex -225-F . Take one sample for each sublot at the randomly selected location. The Engineer will perform or witness the sampling of production sublots. 4.9.2.2.1.2. Blind Sample . For one sublot per lot, the Engineer will sample, split, and test a “blind” production sample instead of the random sample collected by the Contractor. The location of the Engineer’s “blind” sample will not be disclosed to the Contractor before sampling. The Engineer’s “blind” sample may be randomly selected in accordance with Tex -225-F for any sublot or selected at the discretion of the Engineer. The Engineer may sample and test an additional blind sample when the random sampling process does not result in obtaining a sample. For one sublot per lot, the Contractor must ob tain from the Engineer a “blind” production sample collected by the Engineer. If desired, the Contractor may witness the collection of blind samples. Test either the “blind” or the random sample; however, referee testing for the sublot (if applicable) will be based on a comparison of results from the “blind” sample. 294 4.9.2.2.2. Asphalt Binder Sampling. The Engineer will witness the Contractor obtain a 1-qt. sample of the asphalt binder for each lot of mixture produced. The Contractor will notify the Engineer when the sampling will occur. Obtain the sample at approximately the same time the mixture random sample is obtained. Sample from a port located immediately upstream from the mixing drum or pug mill and upstream from the introduction of any additives in accordance with Tex-500-C , Part II. Label the can with the corresponding lot and sublot numbers, producer name, producer facility, grade, District, date sampled, all applicable bills of lading (if available), and project information, including highway and CSJ number. The Engineer will retain these samples for 1 yr. The Engineer may also obtain independent samples. If obtaining an independent asphalt binder sample and upon request of the Contractor, the Engineer will split a sample of the asphalt binder with the Contractor. At least once per project, the Engineer will collect split samples of each binder grade and source used. The Engineer will submit one split sample to the Materials and Tests Division to verify compliance with Item 300, and will retain the other split sample for 1 yr. 4.9.2.3. Production Testing. The Contractor and Engineer must perform production tests shown in Table 16. The Contractor has the option to verify the Engineer’s test results on split samples provided by the Engineer. Determine compliance with operational tolerances shown in Table 11 for all sublots. Take immediate corrective action if the Engineer’s laboratory -molded density on any sublot is less than 95.0% or greater than 97.0% to bring the mixture within these tolerances. The Engineer may suspend operations if the Contractor’s corrective actions do not produce acceptable results. The Engineer will allow production to resume when the proposed corrective action is likely to yield acceptable results. The Engineer may allow alternate methods for determining the asphalt binder content and aggregate gradation if the aggregate mineralogy is such that Tex -236-F , Part I does not yield reliable results. Provide evidence that results from Tex-236-F , Part I are not reliable before requesting permission to use an alternate method unless otherwise directed. Use the applicable test procedure as directed if an alternate test method is allowed. 295 Table 16 Production and Placement Testing Frequency Description Test Method Min Contractor Testing Frequency Min Engineer Testing Frequency Individual % retained on #8 sieve and larger Tex-200-F or Tex-236-F 1 per sublot 1 per 12 sublots1 Individual % retained on sieves smaller than #8 and larger than #200 % passing #200 sieve Laboratory -molded density Tex-207-F – 1 per sublot1 Laboratory -molded bulk specific gravity In-place air voids VMA Tex-204-F Segregation (density profile) Tex-207-F, Part V 1 per sublot2 1 per project Longitudinal joint density Tex-207-F, Part VII 1 per sublot3 1 per project Moisture content Tex-212-F, Part II When directed 1 per project Theoretical maximum specific (Rice) gravity Tex-227-F – 1 per sublot1 Asphalt binder content Tex-236-F, Part I 1 per sublot 1 per lot1 Thermal profile Tex-244-F 1 per subl ot2 1 per project Hamburg wheel test Tex-242-F – Deleterious in RAS4 Tex-217-F, Part III – Asphalt binder sampling and testing4,5 Tex-500-C, Part II – Tack coat sampling and testing Tex-500-C, Part III – Boil test6 Tex-530-C 1 per lot Shear bond strength test7 Tex-249-F – 1. For production defined in Section 341.4.9.4., “Exempt Production,” the Engineer will perform one test per day if 100 ton or more is produced. For e xempt production, no testing is required when < 100 ton is produced. 2. To be performed in the presence of the Engineer when not using the thermal imaging system, unless otherwise approved. 3. To be performed in the presence of the Engineer. 4. Testing performed by the Materials and Tests Division or designated laboratory. 5. Sampling performed by the Contractor. The Engineer will witness sampling and retain the samples for 1 yr. 6. When shown on the plans. 7. Testing performed by the Materials and Tests Division or District for informational purposes on a sample obtained by the Contractor within the first four lots of the project. 4.9.2.4. Operational Tolerances. Control the production process within the operational tolerances shown in Table 11. When production is suspended, the Engineer will allow production to resume when test results or other information indicates the next mixture produced will be within the operational tolerances. 4.9.2.4.1. Gradation . Suspend operation and take corrective action if any aggregate is retained on the maximum sieve size shown in Table 8. A sublot is defined as out of tolerance if either the Engineer’s or the Contractor’s test results are out of operational tolerance. Suspend production when test results for gradation exceed the operational tolerances shown in Table 11 for three consecutive sublots on the same sieve or four consecutive sublots on any sieve, unless otherwise directed. The consecutive sublots may be from more than one lot. 4.9.2.4.2. Asphalt Binder Content . A sublot is defined as out of operational tolerance if either the Engineer’s or the Contractor’s test results exceed the values shown in Table 11. No production or placement payment adjustments greater than 1.000 will be paid for any sublot that is out of operational tolerance for asphalt binder content. Suspend production and shipment of the mixture if the Engineer’s or the Contractor’s asphalt binder content deviates from the current JMF by more than 0.5% for any sublot. 4.9.2.4.3. VMA s. The Engineer will determine the VMA for every sublot. For sublots when the Engineer does not determine asphalt binder content, the Engineer will use the asphalt binder content results from QC testing performed by the Contractor to determine VMA. Take immediate corrective action if the VMA value for any sublot is less than the minimum VMA requirement for production shown in Table 8. Suspend production and shipment of the mixture if the Engineer’s VMA results on two consecutive sublots are below the minimum VMA requirement for production shown in 296 Table 8. No production or placement payment adjustments greater than 1.000 will be paid for any sublot that does not meet the minimum VMA requirement for production shown in Table 8 based on the Engineer’s VMA determination. Suspend production and shipment of the mixture if the Engineer’s VMA result is more than 0.5% below the minimum VMA requirement for production shown in Table 8. In addition to suspending production, the Engineer may require removal and replacement or may allow the sublot to be left in place without payment. 4.9.2.4.4. Hamburg Wheel Test . The Engineer may perform a Hamburg w heel test on plant -produced mixture anytime during production. Suspend production until further Hamburg w heel tests meet the specified values when the production samples fail the Hamburg w heel test criteria shown in Table 10. The Engineer may require up to the entire sublot of any mixture failing the Hamburg w heel test to be removed and replaced at the Contractor’s expense. If the Department -approved laboratory’s Hamburg w heel test on plant -produced mixture results in a “remove and replace” condition, the Contractor may request that the Materials and Tests Division determine the final disposition of the material in question by re- testing the failing material. 4.9.2.5. Individual Loads of Hot Mix. The Engineer may reject individual truckloads of hot mix. When a load of hot mix is rejected for reasons other than temperature, contamination, or excessive uncoated particles, the Contractor may request that the rejected load be tested. Make this request within 4 hr. of rejection. The Engineer will sample and test the mixture. If test results are within the operational tolerances shown in Table 11, payment will be made for the load. If test results are not within operational tolerances, no payment will be made for the load.

4.9.3 Placement Acceptance.

4.9.3.1. Placement Lot . A placement lot consists of four placement sublots. A placement sublot consists of the area placed during a production sublot. 4.9.3.1.1. Lot 1 Placement . Placement payment adjustments greater than 1.000 for Lot 1 will be in accordance with Section 341.6.2., “Placement Payment Adjustment Factors”; however, no placement adjustment less than 1.000 will be assessed for any sublot placed in Lot 1 when the in- place air voids are greater than or equal to 2.7% and less than or equal to 9.9%. Remove and replace any sublot with in- place air voids less than 2.7% or greater than 9.9%. 4.9.3.1.2. Incomplete Placement Lots . An incomplete placement lot consists of the area placed as described in Section 341.4.9.2.1.1., “Incomplete Production Lots,” excluding areas defined in Section 341.4.9.3.1.4., “Miscellaneous Areas.” Placement sampling is required if the random sample plan for production resulted in a sample being obtained from an incomplete production sublot. 4.9.3.1.3. Shoulders, Ramps, Etc . Shoulders, ramps, intersections, acceleration lanes, deceleration lanes, and turn lanes are subject to in- place air void determination and payment adjustments unless shown on the plans as not eligible for in- place air void determination. Intersections may be considered miscellaneous areas when determined by the Engineer. 4.9.3.1.4. Miscellaneous Areas. Miscellaneous areas include areas that typically involve significant handwork or discontinuous paving operations, such as temporary detours, driveways, mailbox turnouts, crossovers, gores, spot level -up areas, pavement repair sections less than 300 ft ., and other similar areas. Temporary detours are subject to in- place air void determination when shown on the plans. Miscellaneous areas also include level -ups and thin overlays when the layer thickness shown on the plans is less than the minimum untrimmed core height eligible for testing in accordance with Table 13. The specified layer thickness is based on the rate of 110 lb. per square yard for each inch of pavement unless another rate is shown on the plans. When “ Level Up” is listed as part of the bid item description, a payment adjustment factor of 1.000 will be assigned for all placement sublots as described in Article 341.6. , “Payment.” Miscellaneous areas are not eligible for random placement sampling locations. Compact miscellaneous areas in accordance with 297 Section 341.4.8., “Compaction.” Miscellaneous areas are not subject to in- place air void determination, thermal profiles testing, segregation (density profiles), or longitudinal joint density evaluations. 4.9.3.2. Placement Sampling . The Engineer will select random numbers for all placement sublots at the beginning of the project. The Engineer will provide the Contractor with the placement random numbers only immediately after the sublot is completed. Mark the roadway location at the completion of each sublot and record the station number. Determine one random sample location for each placement sublot in accordance with Tex-225-F . Adjust the random sample location by no more than necessary to achieve a 2- ft. clearance if the location is within 2 ft. of a joint or pavement edge. Shoulders, ramps, intersections, acceleration lanes, deceleration lanes, and turn lanes are always eligible for selection as a random sample location; however, if a random sample location falls on one of these areas and the area is shown on the plans as not subject to in-pla ce air void determination, cores will not be taken for the sublot and a 1.000 pay factor will be assigned to that sublot. Provide the equipment and means to obtain and trim roadway cores onsite. Onsite is defined as in close proximity to where the cores are taken. Obtain the cores within 1 working day of the time the placement sublot is completed, unless otherwise approved. Obtain two 6- in. diameter cores side- by-side from within 1 ft. of the random location provided for the placement sublot. Mark the cores for identification, m easure and record the untrimmed core height, and provide the information to the Engineer. The Engineer will witness the coring operation and measurement of the core thickness. Visually inspect each core and verify that the current paving layer is bonded to the underlying layer. Take corrective action if an adequate bond does not exist between the current and underlying layer to ensure that an adequate bond will be achieved during subsequent placement operations. Trim the cores immediately after obtaining them from the roadway in accordance with Tex -251-F if the core heights meet the minimum untrimmed value in accordance with Table 13. Trim the cores onsite in the presence of the Engineer. Use a permanent marker or paint pen to record the lot and sublot numbers on each core, as well as the designation as C ore A or Core B. The Engineer may require additional information to be marked on the core and may choose to sign or initial the core. The Engineer will take custody of the cores immediately after witnessing the trimming of the cores and will retain custody of the cores until the Department’s testing is completed. Before turning the trimmed cores over to the Engineer, the Contractor may wrap the trimmed cores or secure them in a manner that will reduce the risk of possible damage occurring during transport by the Engineer. After testing, the Engineer will return the cores to the Contractor. The Engineer may have the cores transported back to the Department’s laboratory at the HMA plant via the Contractor’s haul truck or other designated vehicle. In such cases where the cores will be out of the Engineer’s possession during transport, the Engineer will use Department -provided security bags and the Protocol for Roadway Core Custody located on the Department’s website to provide a secure means and process that protect the integrity of the cores during transport. Decide whether to include the pair of cores in the air void determination for that sublot if the core height before trimming is less than the minimum untrimmed value shown in Table 13. Trim the cores in acc ordance with Tex-251-F before delivering to the Engineer if electing to have the cores included in the air void determination. If electing to not have the cores included in air void determination, inform the Engineer of the decision, and deliver untrimmed cores to the Engineer. The placement pay factor for the sublot will be 1.000 if cores will not be included in air void determination. Instead of the Contractor trimming the cores onsite immediately after coring, the Engineer and the Contractor may mutually agree to have the trimming operations performed at an alternate location, such as a field laboratory or other similar location. In such cases, the Engineer will take possession of the cores immediately after they are obtained from the roadway and will retain custody of the cores until testing is completed. Either the Department or Contractor representative may perform trimming of the cores. The Engineer will witness all trimming operations in cases where the Contractor representative performs the trimming operation. 298 Dry the core holes and tack the sides and bottom immediately after obtaining the cores. Fill the hole with the same type of mixture and properly compact the mixture. Repair core holes using other methods when approved. 4.9.3.3. Placement Testing . Perform placement tests in accordance with Table 16. After the Engineer returns the cores, the Contractor may test the cores to verify the Engineer’s test results for in- place air voids. The allowable differences between the Contractor’s and Engineer’s test results are shown in Table 11. 4.9.3.3.1. In-Place Air Voids. The Engineer will measure in- place air voids in accordance with Tex -207-F and Tex-227-F . Before drying to a constant weight, cores may be pre-dried using a CoreDry or similar vacuum device to remove excess moisture. The Engineer will average the values obtained for all sublots in the production lot to determine the theoretical maximum specific gravity. The Engineer will use the average air void content for in- place air voids. The Engineer will use the vacuum method to seal the core if required in accordance with Tex-207-F . The Engineer will use the test results from the unsealed core to determine the placement payment adjustment factor if the sealed core yields a higher specific gravity than the unsealed core. After determining the in- place air void content, the Engineer will return the cores and provide test results to the Contractor. 4.9.3.3.2. Informational Shear Bond Strength Testing. The Engineer will select one random sublot within the first four lots of the project for shear bond strength testing. Obtain full -depth cores in accordance with Tex -249-F unless the HMA is being placed directly on concrete pavement. Label the cores with lot and sublot numbers and provide to the Engineer. Inspector must use pertinent Department form to document the CSJ number , producer of the tack coat, mix type, and shot rate. The Engineer will ship the cores to the Materials and Tests Division or D istrict laboratory for shear bond strength testing. Results from these tests will not be used for specification compliance. 4.9.3.3.3. Segregation (Density Profile) . Test for segregation using density profiles in accordance with Tex -207-F , Part V. Density profiles are not required and are not applicable when using a thermal imaging system. Density profiles are not applicable in areas described in Section 341.4.9.3.1.4., “Miscellaneous Areas.” Perform at least one density profile per sublot. Perform additional density profiles when any of the following conditions occur, unless otherwise approved:  areas that are identified by either the Contractor or the Engineer with severe thermal segregation,  any visibly segregated areas that exist ,  the paver stops due to lack of material being delivered to the paving operations and the temperature of the uncompacted mat before the initial breakdown rolling is less than the temperatures shown in Table 17. 299 Table 17 Min Uncompacted Mat Temperature Requiring Segregation Profile1 High -Temperature Binder Grade2 Min Temperature of Uncompacted Mat Allowed Before Initial Breakd own Rolling3,4,5 (°F) PG 64 <250 PG 70 <260 PG 76 <270 1. Applicable only to paver stops that occur due to lack of material being delivered to the paving operations and when not using a thermal imaging system. 2. The high- temperature binder grade refers to the high- temperature grade of the virgin asphalt binder used to produce the mixture. 3. The surface of the uncompacted mat must be measured using a handheld thermal camera or infrared thermometer. 4. Min uncompacted mat temperature requiring a segregation profile may be reduced 20°F if using a chemical WMA additive as a compaction aid, MTD with remixing capabilities, or paver hopper insert with remixing capabilities. 5. When using WMA, the Min uncompacted mat temperature requiring a segregation profile is 215°F. Provide the Engineer with the density profile of every sublot in the lot within 1 working day of the completi on of each lot. Report the results of each density profile in accordance with Section 341.4.2., “Reporting and Responsibilities.” The density profile is considered failing if it exceeds the tolerances shown in Table 18. When a thermal imaging system is not used, the Engineer will measure the density profile at least once per project. The Engineer’s density profile results will be used when available. The Engineer may require the Contractor to remove and replace the area in question if the area fails the density profile and has surface irregularities as defined in Section 341.4.9.3.3. 6., “Irregularities.” The sublot in question may receive a production and placement payment adjustment greater than 1.000, if applicable, when the defective material is successfully removed and replaced. Investigate density profile failures and take corrective actions during production and placement to elim inate the segregation. Suspend production if two consecutive density profiles fail unless otherwise approved. Resume production after the Engineer approves changes to production or placement methods. Table 18 Segregation (Density Profile) Acceptance Criter ia Mixture Type Max Allowable Density Range (highest to lowest , pcf) Max Allowable Density Range (average to lowest , pcf) DG-B 8.0 5.0 DG-C, DG -D, and DG-F 6.0 3.0 4.9.3.3.4. Longitudinal Joint Density . 4.9.3.3.4.1. Informational Tests . Perform joint density evaluations while establishing the rolling pattern and verify that the joint density is no more than 3.0 pcf below the density taken at or near the center of the mat. Adjust the rolling pattern, if needed, to achieve the desired joint density. Perform additional joint density evaluations, at least once per sublot, unless otherwise directed. 4.9.3.3.4.2. Record Tests. Perform a joint density evaluation for each sublot at each pavement edge that is or will become a longitudinal joint. Joint density evaluations are not applicable in areas described in Section 341.4.9.3.1.4., “Miscellaneous Areas.” Determine the joint density in accordance with Tex-207-F , Part VII. Record the joint density information and submit results on Department forms to the Engineer. The evaluation is considered failing if the joint density is more than 3.0 pcf below the density taken at the core random sample location and the correlated joint density is less than 90.0%. The Engineer will make independent joint density verification at least once per project and may make independent joint density 300 verifications at the random sample locations. The Engineer’s joint density test results will be used when available. Provide the Engineer with the joint density of every sublot in the lot within 1 working day of the completion of each lot. Report the results of each joint density in accordance with Section 341.4.2., “Reporting and Responsibilities.” Investigate joint density failures and take corrective actions during production and placement to improve the joint density. Suspend production if the evaluations on two consecutive sublots fail , unless otherwise approved. Resume production after the Engineer approves changes to production or placement methods. 4.9.3.3.5. Recovered Asphalt Dynamic Shear Rheometer (DSR). The Engineer may take production samples or cores from suspect areas of the project to determine recovered asphalt properties. Asphalt binders with an aging ratio greater than 3.5 do not meet the requirements for recovered asphalt properties and may be deemed defective when tested and evaluated by the Materials and Tests Division. The aging ratio is the DSR value of the extracted binder divided by the DSR value of the original unaged binder. Obtain DSR values in accordance with AASHTO T 315 at the specified high- temperature PG of the asphalt. The Engineer may require removal and replacement of the defective material at the Contractor’s expense. The asphalt binder will be recovered for testing from production samples or cores in accordance with Tex -211-F . 4.9.3.3.6. Irregularities . Identify and correct irregularities , including segregation, rutting, raveling, flushing, fat spots, mat slippage, irregular color, irregular texture, roller marks, tears, gouges, streaks, uncoated aggregate particles, or broken aggregate particles. The Engineer may also identify irregularities, and in such cases, the Engineer will promptly notify the Contractor. If the Engineer determines that the irregularity will adversely affect pavement performance, the Engineer may require the Contractor to remove and replace (at the Contractor’s expense) areas of the pavement that contain irregularities. The Engineer may also require the Contractor to remove and replace (at the Contractor’s expense) areas where the mixture does not bond to the existing pavement. If irregularities are detected, the Engineer may require the Contractor to immediately suspend operations or may allow the Contractor to continue operations for no more than 1 day while the Contractor is taking appropriate corrective action.

4.9.4 Exempt Produc tion. The mixture may be deemed as exempt production when mutually agreed upon

between the Engineer and the Contractor , or when shown on the plans. Exempt production may be used for the following conditions .  Anticipated daily production is less than 500 ton .  Total production for the project is less than 5,000 ton.  Pavement repair sections are equal to or greater than 300 ft. For pavement repair sections less than 300 ft. , refer to Section 341.4.9.3.1.4., “Miscellaneous Areas.” Exempt production is not eligible for referee testing. For exempt production, the Contractor is relieved of all production and placement QC and QA sampling and testing requirements, except for coring operations when required by the Engineer. When mutually agreed upon between the Engineer and the Contractor, production sampling will be allowed at the point of delivery. When 100 ton or more per day is produced, the Engineer must perform acceptance tests for production and placement in accordance with Table 16. If the specification requi rements listed below are met, the production and placement pay factors are 1.000:  produce, haul, place, and compact the mixture in compliance with the specification and as directed;  control mixture production to yield a laboratory -molded density that is within ±1.0% of the target laboratory -molded density as tested by the Engineer;  compact the mixture in accordance with Section 341.4.8., “Compaction;”  when a thermal imaging system is not used, the Engineer may perform segregation (density profiles) and thermal profiles in accordance with the specification; and  all other specification requirements. 301 4.9.5. Ride Quality. Measure ride quality in accordance with Item 585, “Ride Quality for Pavement Surfaces,” unless otherwise shown on the plans.

5.1 Dense- Graded HMA . Hot mix will be measured by the ton of composite hot mix, which includes asphalt,

aggregate, and additives. Measure the weight on scales in accordance with Item 520, “Weighing and Measuring Equipment.”

5.2 Tack Coat . Tack coat will be measured at the applied temperature by strapping the tank before and after

road application and determining the net volume in gallons from the calibrated distributor. The Engineer will witness all strapping operations for volume determination. All tack, including emulsions, will be measured by the gallon applied. The Engineer may allow the use of a metering device to determine asphalt volume used and application rate if the device is accurate within 1.5% of the strapped volume.

6.1 Production Payment Adjustment Factors. The production payment adjustment factor is based on the

laboratory -molded density using the Engineer’s test results. The bulk specific gravities of the samples from each sublot will be divided by the Engineer’s maximum theoretical specific gravity for the sublot. The individual sample densities for the sublot will be averaged to determine the production payment adjustment factor in accordance with Table 19 for each sublot, using the deviation from the target laboratory -molded density in accordance with Table 9. The production payment adjustment factor for completed lots will be the average of the payment adjustment factors for the four sublots sampled within that lot. 302 Table 19 Production Payment Adjustment Factors for Laboratory -Molded Density1 Absolute Deviation from Target Laboratory -Molded Density Production Payment Adjustment Factor (Target Laboratory -Molded Density)

0.0 1.050

0.1 1.050

0.2 1.050

0.3 1.044

0.4 1.038

0.5 1.031

0.6 1.025

0.7 1.019

0.8 1.013

0.9 1.006

1.0 1.000

1.1 0.965

1.2 0.930

1.3 0.895

1.4 0.860

1.5 0.825

1.6 0.790

1.7 0.755

1.8 0.720

>1.8 Remove and replace 1. If the Engineer’s laboratory -molded density on any sublot is <95.0% or >97.0%, take immediate corrective action to bring the mixture within these tolerances. The Engineer may suspend operations if the Contractor’s corrective actions do not produce acceptable results. The Engineer will allow production to resume when the proposed corrective action is likely to yield acceptabl e results.

6.1.1 Payment for Incomplete Production Lots . Production payment adjustments for incomplete lots, described

under Section 341.4.9.2.1.1., “Incomplete Production Lots,” will be calculated using the average production payment factors from all sublots sampled. A production payment factor of 1.000 will be assigned to any lot when the random sampling plan did not result in collection of any samples within the first sublot.

6.1.2 Production Sublots Subject to Removal and Replacement . If after referee testing the laboratory -molded

density for any sublot results in a “remove and replace” condition as shown in Table 19, the Engineer may require removal and replacement or may allow the sublot to be left in place without payment. The Engineer may also accept the sublot in accordance with Section 5.3.1., “Acceptance of Defective or Unauthorized Work.” Replacement material meeting the requirements of this Item will be paid for in accordance with this Section.

6.2 Placement Payment Adjustment Factors. The placement payment adjustment factor is based on in- place

air voids using the Engineer’s test results. The bulk specific gravities of the cores from each sublot will be divided by the Engineer’s average maximum theoretical specific gravity for the lot. The individual core densities for the sublot will be averaged to determine the placement payment adjustment factor in accordance with Table 20 for each sublot that requires in- place air void measurement. A placement payment adjustment factor of 1.000 will be assigned to the entire sublot when the random sample location falls in an area shown on the plans as not subject to in-place air void determination. A placement payment adjustment factor of 1.000 will be assigned to quantities placed in areas described in Section 341. 4.9.3.1.4., “Miscellaneous Areas.” The placement payment adjustment factor for completed lots will be the average of the placement payment adjustment factors for up to four sublots within that lot. 303 Table 20 Placement Payment Adjustment Factors for In -Place Air Voids In-Place Air Voids Placement Pay Adjustment Factor In-Place Air Voids Placement Pay ment Adjustment Factor <2.7 Remove and replace 6.4 1.042

2.7 0.710 6.5 1.040

2.8 0.740 6.6 1.038

2.9 0.770 6.7 1.036

3.0 0.800 6.8 1.034

3.1 0.830 6.9 1.032

3.2 0.860 7.0 1.030

3.3 0.890 7.1 1.028

3.4 0.920 7.2 1.026

3.5 0.950 7.3 1.024

3.6 0.980 7.4 1.022

3.7 0.998 7.5 1.020

3.8 1.002 7.6 1.018

3.9 1.006 7.7 1.016

4.0 1.010 7.8 1.014

4.1 1.014 7.9 1.012

4.2 1.018 8.0 1.010

4.3 1.022 8.1 1.008

4.4 1.026 8.2 1.006

4.5 1.030 8.3 1.004

4.6 1.034 8.4 1.002

4.7 1.038 8.5 1.000

4.8 1.042 8.6 0.998

4.9 1.046 8.7 0.996

5.0 1.050 8.8 0.994

5.1 1.050 8.9 0.992

5.2 1.050 9.0 0.990

5.3 1.050 9.1 0.960

5.4 1.050 9.2 0.930

5.5 1.050 9.3 0.900

5.6 1.050 9.4 0.870

5.7 1.050 9.5 0.840

5.8 1.050 9.6 0.810

5.9 1.050 9.7 0.780

6.0 1.050 9.8 0.750

6.1 1.048 9.9 0.720

6.2 1.046 >9.9 Remove and replace

6.3 1.044 – –

6.2.1 Payment for Incomplete Placement Lots. Payment adjustments for incomplete placement lots described

under Section 341.4.9.3.1.2., “Incomplete Placement Lots,” will be calculated using the average of the placement payment factors from all sublots sampled and sublots where the random location falls in an area shown on the plans as not eligible for in-place air void determination. If the random sampling plan results in production samples, but not in placement samples, the random core location and placement adjustment factor for the sublot will be determined by applying the placement random number to the length of the sublot placed. If the random sampling plan results in placement samples, but not in production samples, no placement adjustment factor will apply for that sublot placed. A placement payment adjustment factor of 1.000 will be assigned to any lot when the random sampling plan did not result in collection of any production samples .

6.2.2 Placement Sublots Subject to Removal and Replacement . If after referee testing the placement payment

adjustment factor for any sublot results in a “remove and replace” condition as shown in Table 20, the 304 Engineer will choose the location of two cores to be taken within 3 ft. of the original failing core location. The Contractor must obtain the cores in the presence of the Engineer. The E ngineer will take immediate possession of the untrimmed cores and submit the untrimmed cores to the Materials and Tests Division, where they will be trimmed, if necessary, and tested for bulk specific gravity within 10 working days of receipt. The bulk specific gravity of each core from each sublot will be divided by the Engineer’s average maximum theoretical specific gravity for the lot. The individual core densities for the sublot will be averaged to determine the new payment adjustment factor of the subl ot in question. If the new payment adjustment factor is 0.720 or greater, the new payment adjustment factor will apply to that sublot. If the new payment adjustment factor is less than 0. 720, no payment will be made for the sublot. Remove and replace the f ailing sublot, or the Engineer may allow the sublot to be left in place without payment. The Engineer may also accept the sublot in accordance with Section 5.3.1., “Acceptance of Defective or Unauthorized Work.” Replacement material meeting the requirement s of this Item will be paid for in accordance with this Section.

6.3 Total Adjusted Pay (TAP) Calculation . TAP will be based on the applicable payment adjustment factors for

production and placement for each lot. TAP = (A+B)/2 where: A = Bid price × production lot quantity × average payment adjustment factor for the production lot B = Bid price × placement lot quantity × average payment adjustment factor for the placement lot + (bid price × quantity placed in miscellaneous areas × 1.000) Production lot quantity = Quantity actually placed - quantity left in place without payment Placement lot quantity = Quantity actually placed - quantity left in place without payment - quantity placed in miscellaneous areas