Performance Specifications for Asphalt Mixtures (2016)

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Appendix d Sample documents Related to performance Testing as part of Specifications for Asphalt Mixtures (electronic format only, available online) Appendix D Sample Documents Related to Performance Testing as Part of Specifications for Asphalt Mixtures (electronic format only, available online) City of Chicago DOT Standard Method of Test for Determining Fracture Energy of Asphalt-Aggregate Mixtures Using the Disk- Shaped Compact Tension Geometry [Modified Illinois Modified Test Procedure (IDOT District 1 / CDOT / OMP)]: not available in online format City of Edmonton Construction Specifications Section 02966: Recycled Asphalt Paving: http://www.edmonton.ca/city_government/documents/Volume_2_- _Roadways.pdf#search=Construction%20Specifications%20Section%2002966:%20Recycled%20Asphalt%20Pavin g (Page 162) Construction Specifications Section 02067: Stone Mastic Asphalt Concrete: http://www.edmonton.ca/city_government/documents/Volume_2_- _Roadways.pdf#search=Construction%20Specifications%20Section%2002966:%20Recycled%20Asphalt%20Pavin g (Page 37) Construction Specifications Section 02742: SGC Hot-Mix Asphalt Paving: http://www.edmonton.ca/city_government/documents/Volume_2_- _Roadways.pdf#search=Construction%20Specifications%20Section%2002966:%20Recycled%20Asphalt%20Pavin g (Page 98) Georgia DOT Standard Operating Procedure (SOP) 2 Control of Superpave Bituminous Mixture Designs: not available in online format Special Provision Section 410—Warm Mix Asphaltic Concrete Construction: not available in online format Special Provision Section 828—Hot Mix Asphaltic Concrete Mixtures: not available in online format Louisiana DOTD LTRC Research Project Capsule 10-4B – Development of Performance Based Specifications for Louisiana Asphalt Mixtures: https://www.ltrc.lsu.edu/pdf/2011/capsule_10_4B.pdf LTRC Research Project Capsule 11-3B – Testing and Analysis of LWT and SCB Properties of Asphaltic Concrete Mixtures: https://www.ltrc.lsu.edu/pdf/2011/capsule_11_3B.pdf

Minnesota DOT MnDOT 2013 Disk-shaped Compact Tension Test (DCT) Provision: http://www.dot.state.mn.us/research/RFP/2014proposals/summaries/Disc-ShapedTest.pdf New Jersey DOT NJDOT B-10 – Overlay Test for Determining Crack Resistance of HMA: http://www.nj.gov/transportation/eng/specs/2007/pdf/njdotb10.pdf Section 401 – Hot Mix Asphalt (HMA) Courses: http://www.state.nj.us/transportation/eng/specs/2007/spec400.shtm#s401 Ohio DOT Plan Note: Polishing and Determining Friction of Gyratory Compacted Asphalt Specimens: not available in online format Polisher Trial Projects British Pendulum Number Results Contractor Name and Date (Excel Spreadsheet): not available in online format Supplement Specification 856, Bridge Deck Waterproofing, Hot Mix Asphalt Surface Course: http://www.dot.state.oh.us/Divisions/ConstructionMgt/Specification%20Files/856_04182014_for_2013.pdf Texas DOT Item 340 Dense-Graded Hot-Mix Asphalt (Small Quantity): ftp://ftp.dot.state.tx.us/pub/txdot-info/des/spec- book-1114.pdf (Page 214) Item 341 Dense-Graded Hot-Mix Asphalt: ftp://ftp.dot.state.tx.us/pub/txdot-info/des/spec-book-1114.pdf (Page 230) Item 342 Permeable Friction Course: ftp://ftp.dot.state.tx.us/pub/txdot-info/des/spec-book-1114.pdf (Page 258) Item 346 Stone-Matrix Asphalt: ftp://ftp.dot.state.tx.us/pub/txdot-info/des/spec-book-1114.pdf (Page 302) Utah DOT Section 02741 Hot Mix Asphalt (HMA): www.udot.utah.gov/main/uconowner.gf?n=7591302386285401 Section 02745 Asphalt Material: www.udot.utah.gov/main/uconowner.gf?n=7591510482297218

[10 R E S E A R C H PROJECT CAPSULE December 2011 Development of Performance Based Specifications for Louisiana Asphalt Mixtures JUST THE FACTS: Start Date: April 1, 2011 Duration: 36 months End Date: March 31, 2014 Funding: SPR Principal Investigator: Louay Mohammad, Ph.D. Professor 225-767-9126 Co-Principal Investigator: Minkyum Kim Research Associate 225-767-9126 Administrative Contact: Mark Morvant, P.E. Associate Director, Research 225-767-9124 Technical Contact: Bill King Materials Research Administrator 225-767-9109 Louisiana Transportation Research Center 4101 Gourrier Ave Baton Rouge, LA 70808 Sponsored jointly by the Louisiana Department of Transportation and Development and Louisiana State University POINTS OF INTEREST: Problem Addressed / Objective of Research / Mehodology Used Implementation Potential WWW.LTRC.LSU.EDU PROBLEM Currently, Louisiana’s quality control/quality assurance (QC/QA) practice for asphalt mixture in pavement construction is based on controlling volumetric properties of mixtures and compacted asphalt mixture layers. Parameters such as gradation, asphalt cement content, air voids, voids filled with asphalt, pavement density, and surface smoothness are included. In fact, this practice is common in many other state highway agencies in the US. While the QC/QA specifications have served highway agencies well to judge if the produced asphalt mixtures are acceptable compared to the initial designs, those volumetric control parameters are found to be insufficient to ensure the long term performance of the asphalt pavements since these parameters are not direct predictors of pavement performance. In addition, with the availability of alternative paving materials being proposed to enhance the sustainability of pavements, such as reclaimed asphalt pavement (RAP), crumb rubber modified asphalt recycled asphalt shingles (RAS), and warm-mix asphalt (WMA) mixtures, there is a pressing need for highway agencies to examine alternative pavement quality control systems. A performance based specification (PBS), which relies on fundamental mechanical properties of asphalt mixtures as performance predictors of pavements, is a promising candidate to replace current QC/QA specifications. Therefore, it is proposed herein to investigate the feasibility and applicability of key PBS principles such as the utilization of in-situ nondestructive testing (NDT) devices and subsequent use of the NDT measures in performance prediction models that will examine if the produced mixture will meet the performance target parameters at the end of its designed service life. Through this research, it will be ultimately sought to develop a framework for the implementation of the PBS for the Louisiana Department of Transportation and Development (LADOTD) for asphalt pavement construction. OBJECTIVE The ultimate goal of the proposed research is to develop a framework for the implementation of a PBS for new and rehabilitated asphalt pavements. Specific objectives of the study include: identifying state-of-the-practice of PBS employed in highway agencies, evaluating the applicability of key PBS principles to LA pavements, developing a tailored PBS for LADOTD, and developing a framework of the PBS implementation in Louisiana. METHODOLOGY To achieve the objectives of this study, a minimum of 10 rehabilitation projects throughout the state with known traffic data and a good plant record of mixture consistency will be selected. Field core samples, known as plant-produced field- compacted (PF) will be tested at a minimum for the loaded wheel tracking (LWT) test, dynamic modulus test, semi-circular bend (SCB) test, and indirect tensile strength (ITS) 4 ]

R E S E A R C H PROJECT CAPSULE 100 44 test. In addition, a suite of NDT in-situ tests that includes the falling weight deflectometer (FWD), light falling weight deflectometer (LFWD), and portable seismic pavement analyzer (PSPA) will be conducted at corresponding locations where PF samples are taken for comparisons with laboratory test results. Furthermore, density will be measured in the field and in the laboratory. In addition to the aforementioned rehabilitation projects, it is anticipated that three new field projects from a proposed companion LTRC study titled Test and Analysis of LWT and SCB of Asphalt Concrete Mixtures will provide plant-produced laboratory-compacted (PL) and PF (plant produced field compacted samples) for collecting additional test results. The same suite of tests will be performed on these samples as the one to be performed on the samples obtained from the rehabilitation projects. The proposed research study will be conducted according to the following tasks: • Task 1 – Conducting a Literature Review • Task 2 – Identifying Field Projects and Preparing Samples • Task 3 – Conducting Laboratory and Field Experiments • Task 4 – Performing Data Analyses • Task 5 – Developing a Prototype PBS • Task 6 – Preparing a Draft Project Report IMPLEMENTATION POTENTIAL It is anticipated that results from this study will provide guidelines for the implementation of mechanical tests for QC/QA of asphalt mixture in lieu of the current physical and volumetric properties. Indirect tensile dynamic modulus test set up Semi circular bend test set up Loaded wheel tracking test set up For more information about LTRC’s research program, please visit our Web site at www.ltrc.lsu.edu.

[ ]June 2011 PROBLEM Currently, Louisiana’s Quality Control and Quality Assurance (QC/QA) practice for asphalt mixtures in pavement construction is mainly based on controlling properties of plant-produced mixtures that include gradation and asphalt content, air voids, moisture susceptibility tests (Modifi ed Lottman) and roadway parameters, such as pavement density. These controlling properties have served Louisiana well, yet with growing interest in considering alternative paving materials such as rubber modifi ed asphalts, reclaimed asphalt pavement (RAP), recycled shingles, and the warm-mix asphalt (WMA) technologies, there is a pressing need to implement mechanical tests on samples representing plant produced mixtures or roadway core samples that will screen materials prone to rutting, cracking, and alternative moisture damage indicators. The Louisiana Transportation Research Center (LTRC) has been conducting loaded wheel tracker (LWT) and semi-circular bend (SCB) tests for several years for forensic investigation and research purposes only. Furthermore, Texas has adopted the LWT for design approval and plant produced mixtures. Louisiana has recommended a 6-mm maximum rut depth for design of asphalt mixtures and Texas has adopted a 12-mm maximum rut depth requirement for 10,000, 15,000, and 20,000 passes depending on PG grade of asphalt binder. Testing of cores and plant produced mixtures using local materials is needed to verify these LWT parameters in Louisiana. Recently, the Louisiana Department of Transportation and Development (DOTD) has planned to introduce LWT (rutting) and SCB (cracking) specifi cation limits that are reasonable and practical, considering the commonly used construction materials and projected traffi c in the state of Louisiana. Consequently, a statewide testing scheme is planned to generate a wide spread LWT and SCB database. The objective of this research is to implement the loaded wheel tracker and to evaluate a simplifi ed semi-circular bend test as an end result parameter for testing asphaltic concrete mixtures. The research will focus on testing both plant produced loose mixtures and roadway cores. 11-3B Louisiana Transportation Research Center 4101 Gourrier Ave Baton Rouge, LA 70808 Sponsored jointly by the Louisiana Department of Transportation and Development and Louisiana State University Start Date: April 1, 2011 Duration: 24 months End Date: March 31, 2013 Funding: SPR: TT-Fed/TT-Reg Principal Investigator: William “Bill” King, P.E. Asphalt Materials Research Engineer 225-767-9129 Co-principal Investigator: Md Sharear Kabir Engineer Intern II 225-767-9138 Administrative Contact: Mark Morvant, P.E. Associate Director, Research 225-767-9124 Technical Contact: Chris Abadie, P.E. Materials Research Administrator 225-767-9109 Testing and Analysis of LWT and SCB Properties of Asphaltic Concrete Mixtures JUST THE FACTS: Problem Addressed / Objective of Research / Mehodology Used Implementation Potential POINTS OF INTEREST: WWW.LTRC.LSU.EDU PROJECT CAPSULE R E S E A R C H OBJECTIVE

For more information about LTRC’s research program, please visit our Web site at www.ltrc.lsu.edu. The proposed research study will be conducted according to the following tasks: • Task 1 – Conducting Literature Review • Task 2 – Developing a Simplifi ed SCB Test Apparatus (Modify Marshall Load Frame) • Task 3 – Identifying Field Projects and Field Sampling • Task 4 – Laboratory Testing • Task 5 – Data Analyses • Task 6 – Developing of End Result Specifi cations • Task 7 – Preparing a Project Report A system to conduct mechanical property test to determine the predicted performance of asphalt mixtures has been a need for more than 100 years. It is believed that the LWT and SCB tests will provide end results that can be used to predict this performance. LTRC began using the LWT device as a research tool before 2000. The device has also been used in Louisiana as a forensics investigative tool, providing a good predictor of pavement performance. Texas DOT adopted the use of the LWT device in their mix designs and mixture production in 2004. The outcome of this study will allow Louisiana to require the use of the LWT for quality acceptance as part of the Standard Specifi cations. LTRC has been using the SCB test device as a research tool since 2004. It too has been used in several research projects as a predictor of pavement performance of asphalt mixtures. The ability to adapt this device to a commonly used Marshall Load frame device will provide another tool for quality acceptance. However, minor training will be necessary for the entire asphalt materials community. 11-3B IMPLEMENTATION POTENTIAL R E S E A R C H METHODOLOGY SCB testing apparatus SCB test setup LWT test

Minnesota Department of Transportation Disk-shaped Compact Tension Test (DCT) Provision Description The DCT (disk-shaped compact tension test) predicts low temperature cracking potential of asphalt mixtures. This provision requires the mix design, for approximately 2,000 tons of wearing course mixture (top 4 inches), meet minimum fracture energy before the mixture is allowed to be produced and placed on the roadway. Disk Shaped Compact Tension Testing (DCT) will be performed by MnDOT and used to determine the acceptability of the mixture design. Mix Design The following requirements are added to 2360.2.E.5: DCT Sample At least 14 calendar days before actual production, submit briquettes to the District Materials Laboratory for fracture energy testing. Submit briquettes for each mixture type. Use the same asphalt grade as specified in the contract provisions to batch material at the design proportions including optimum asphalt. RAP source must be from the project. Use a cure time of 2 h ±15 minutes at 290 °F [144 °C] following Laboratory Manual Method 1813. Compact and submit briquettes in accordance with Table DCT-1: Table DCT-1 Mixture Sample Requirements Item Gyratory Design Number of compacted briquettes* 4 Compacted briquette air void content 6.5 % – 7.5 % * 6 in [150 mm] dia. specimens at 95mm ± 5mm ht. Fracture Energy Requirements Department or another approved Department Laboratory will test the compacted samples according to ASTM D7313-08 to determine the average fracture energy of the submitted mix design. In addition to the requirements of 2360.2 E5 the mixture design must also meet the minimum fracture energy for the specified traffic level as shown in Table DCT-2. Table DCT-2 Average Minimum Fracture Energy Requirements Traffic Level Fracture Energy 2 - 4 400 J/m2 5 460 J/m2 Redesign the mixture and re-submit samples for evaluation if the submitted sample does not meet the average minimum fracture energy. Methods that have been used to increase fracture energy include: • Selecting an asphalt binder that has a lower low end temperature grade than the specified grade (PG xx-34 instead of PG xx-28).

• Selecting an asphalt binder that has a higher high end temperature grade than the specified grade (PG 64-xx instead of PG 58-xx). • Using a modified asphalt binder instead of an unmodified asphalt binder. i. Elastomeric polymers (SBS or Elvaloy) perform slightly better than polyphosphoric acid, mineral filler, and other binder modifiers. • Using a harder crushed quarry rock instead of limestone or gravel aggregates. • Increasing the binder content of the mixture. • Reducing the amount of recycled materials (RAP or shingles). • Using a smaller nominal aggregate size. Production Samples Take one sample per mix type per day for Department evaluation of fracture energy. Sample size is 90lbs (40kg) or 4 full 6x12” cylinder molds. On the sample identification card include: Project No., date, mixture designation code, MDR number, and test number (DCT-XX). Results from production testing will be used for information only.

SECTION 401 – HOT MIX ASPHALT (HMA) COURSES ADD THE FOLLOWING TO 401.01: 401.01 DESCRIPTION This Section also describes the requirements for constructing a Hot Mix Asphalt (HMA) course with required minimum amounts of Reclaimed Asphalt Pavement (RAP). ADD THE FOLLOWING TO 401.02.01: 401.02.01 Materials Hot Mix Asphalt HIGH RAP ....................................................................................................................... 902.11 ADD THE FOLLOWING SUBSECTION TO 401.03: 401.03.07Hot Mix Asphalt (HMA) HIGH RAP A. Paving Plan. At least 20 days before beginning placing the HMA HIGH RAP, submit a detailed plan of operation as specified in 401.03.03.A to the RE for approval. Include in the paving plan a proposed location for the test strip. Submit for Department approval a plan of the location for the HMA HIGH RAP on the project. B. Weather Limitations. Place HMA HIGH RAP according to the weather limitations in 401.03.03.B. C. Test Strip. Construct a test strip as specified in 401.03.03.C. D. Transportation and Delivery of HMA. Deliver HMA HIGH RAP as specified in 401.03.03.D. E. Spreading and Grading. Spread and grade HMA HIGH RAP as specified in 401.03.03.E. Record the laydown temperature (temperature immediately behind the paver) at least once per hour during paving. Submit the temperatures to the RE and to the HMA Plant producing the HMA HIGH RAP. F. Compacting. Compact HMA HIGH RAP as specified in 401.03.03.F. G. Opening to Traffic. Follow the requirements of 401.03.03.G for opening HMA HIGH RAP to traffic. H. Air Void Requirements. Ensure that the HMA HIGH RAP is compacted to meet the air void requirements as specified in 401.03.03.H. I. Thickness Requirements. Ensure that the HMA HIGH RAP is paved to meet the thickness requirements as specified in 401.03.03.I. J. Ride Quality Requirements. Ensure that the HMA HIGH RAP is paved to meet the ride quality requirements as specified in 401.03.03.J ADD THE FOLLOWING TO 401.04: 401.04 MEASUREMENT AND PAYMENT The Department will measure and make payment for Items as follows: Item Pay Unit HOT MIX ASPHALT ___ ___ ___ SURFACE COURSE HIGH RAP TON HOT MIX ASPHALT ___ ___ ___ INTERMEDIATE COURSE HIGH RAP TON HOT MIX ASPHALT ___ ___ ___ BASE COURSE HIGH RAP TON

ADD THE FOLLOWING TO 902: 902.11 HOT MIX ASPHALT HIGH RAP 902.11.01 Mix Designations The requirements for specific HMA mixtures with required minimum amounts of RAP are identified by the abbreviated fields in the Item description as defined as follows: HOT MIX ASPHALT 12.5H64 SURFACE COURSE HIGH RAP 1. “HOT MIX ASPHALT” “Hot Mix Asphalt” is located in the first field in the Item description for the purpose of identifying the mixture requirements. 2. “12.5” The second field in the Item description designates the nominal maximum size aggregate (in millimeters) for the job mix formula (sizes are 4.75, 9.5, 12.5, 19, 25, and 37.5 mm). 3. “H” The third field in the Item description designates the design compaction level for the job mix formula based on traffic forecasts as listed in Table 902.02.03-2 (levels are L=low, M=medium, and H=high). 4. “64” The fourth field in the Item description normally designates the high temperature (in °C) of the performance-graded binder (options are 64, 70, and 76 °C). In the High RAP mixes this field will designate the mix performance requirements. 5. “SURFACE COURSE” The last field in the Item description designates the intended use and location within the pavement structure (options are surface, intermediate, or base course). 6. “HIGH RAP” This additional field designates that there will be a minimum percentage of RAP required for the mixture in 902.11.02. 902.11.02 Composition of Mixture Provide materials as specified: Aggregates for Hot Mix Asphalt .................................................................................................................. 901.05 Use a virgin asphalt binder that will result in a mix that meets the performance requirements specified in Table 902.11.03-2. Ensure that the virgin asphalt binder meets the requirements of 902.01.01 except the performance grade. Use a performance grade of asphalt binder as determined by the mix design and mix performance testing. Submit a certificate of analysis (COA) showing the PG continuous grading (AASHTO R 29) for the asphalt binder used in the mix design. For quality assurance testing of the asphalt binder, the ME may sample the asphalt binder during production of the mix and compare the results with the COA submitted at the time of mix design. To analyze the binder the ME will test the binder at the nearest standard PG temperature then compare the results with the COA. If the high and low temperature test results are within 25% of the results from the same temperature on the COA, then the ME will consider the asphalt binder comparable to the binder used during mix design. Mix HMA HIGH RAP in a plant that is listed on the QPL for HMA Plants and conforms to the requirements for HMA Plants as specified in 1009.01. Composition of the mixture for HMA HIGH RAP surface course is coarse aggregate, fine aggregate, asphalt binder, and a minimum of 20 percent Reclaimed Asphalt Pavement (RAP), and may also include mineral filler, asphalt rejuvenator and Warm Mix Asphalt (WMA) additives or processes as specified in 902.01.05. When WMA is used it must meet the requirements as specified in 902.10. Ensure that the finished mix does not contain more than a total of 1 percent by weight contamination from Crushed Recycled Container Glass (CRCG).

The composition of the mixture for HMA HIGH RAP base or intermediate course is coarse aggregate, fine aggregate, asphalt binder, and a minimum of 30 percent Reclaimed Asphalt Pavement (RAP), and may also include mineral filler, up to 10 percent of additional recycled materials, asphalt rejuvenator, and Warm Mix Asphalt (WMA) additives or processes as specified in 902.01.05. When WMA is used it must meet the requirements as specified in 902.10. The recycled materials may consist of a combination of RAP, CRCG, Ground Bituminous Shingle Material (GBSM), and RPCSA, with the following individual limits: Table 902.11.02-1 Use of Recycled Materials in Base or Intermediate Course Recycled Material Minimum Percentage Maximum Percentage RAP 30 CRCG 10 GBSM 5 RPCSA 20 Combine the aggregates to ensure that the resulting mixture meets the grading requirements specified in Table 902.02.03-1. In determining the percentage of aggregates of the various sizes necessary to meet gradation requirements, exclude the asphalt binder. Ensure that the combined coarse aggregate, when tested according to ASTM D 4791, has less than 10 percent flat and elongated pieces retained on the No. 4 sieve and larger. Measure aggregate using the ratio of 5:1, comparing the length (longest dimension) to the thickness (smallest dimension) of the aggregate particles. Ensure that the combined fine aggregate in the mixture conforms to the requirements specified in Table 902.02.02-2. Ensure that the material passing the No. 40 sieve is non-plastic when tested according to AASHTO T 90. 902.11.03 Mix Design At least 45 days before initial production, submit a job mix formula for the HMA HIGH RAP on forms supplied by the Department, to include a statement naming the source of each component and a report showing that the results meet the criteria specified in Tables 902.02.03-1 and 902.11.03-1. Include in the mix design the following based on the weight of the total mixture: 1. Percentage of RAP or GBSM. 2. Percentage of asphalt binder in the RAP or GBSM. 3. Percentage of new asphalt binder. 4. Total percentage of asphalt binder. 5. Percentage of each type of virgin aggregate. Table 902.11.03-1HMA HIGH RAP Requirements for Design Compaction Levels Required Density (% of Theoretical Max. Specific Gravity) Voids in Mineral Aggregate (VMA)2, % (minimum) Voids Filled With Asphalt (VFA) % Dust-to-Binder Ratio Nominal Max. Aggregate Size, mm @Ndes1 @Nmax 25.0 19.0 12.5 9.5 4.75 L 96.0 ≤ 98.0 13.0 14.0 15.0 16.0 17.0 70 - 85 0.6 - 1.2 M 96.0 ≤ 98.0 13.0 14.0 15.0 16.0 17.0 65 - 85 0.6 - 1.2 1. As determined from the values for the maximum specific gravity of the mix and the bulk specific gravity of the compacted mixture. Maximum specific gravity of the mix is determined according to AASHTO T 209. Bulk specific gravity of the compacted mixture is determined according to AASHTO T 166. For verification, specimens must be between 95.0 and 97.0 percent of maximum specific gravity at Ndes. 2. For calculation of VMA, use bulk specific gravity of the combined aggregate include aggregate extracted from the RAP. The job mix formula for the HMA HIGH RAP mixture establishes the percentage of dry weight of aggregate, including the aggregate from the RAP, passing each required sieve size and an optimum percentage of asphalt binder based upon

the weight of the total mix. Determine the optimum percentage of asphalt binder according to AASHTO R 35 and M 323 with an Ndes as required in Table 902.02.03-2. Before maximum specific gravity testing or compaction of specimens, condition the mix for 2 hours according to the requirements for conditioning for volumetric mix design in AASHTO R 30, Section 7.1. If the absorption of the combined aggregate is more than 1.5 percent according to AASHTO T 84 and T 85, ensure that the mix is short term conditioned for 4 hours according to AASHTO R 30, Section 7.2 prior to compaction of specimens (AASHTO T 312) and determination of maximum specific gravity (AASHTO T 209). Ensure that the job mix formula is within the master range specified in Table 902.02.03-1. Ensure that the job mix formula provides a mixture that meets a minimum tensile strength ratio (TSR) of 80% when prepared according to AASHTO T 312 and tested according to AASHTO T 283. Submit the TSR results with the mix design. Determine the correction factor of the mix including the RAP by using extracted aggregate from the RAP in the proposed proportions when testing is done to determine the correction factor as specified in AASHTO T 308. Use extracted aggregate from the RAP in determining the bulk specific gravity of the aggregate blend for the mix design. For each mix design, submit with the mix design forms 3 gyratory specimens and 1 loose sample corresponding to the composition of the JMF. Ensure that the samples include the percentage of RAP that is being proposed for the mix. The ME will use these to verify the properties of the JMF. Compact the specimens to the design number of gyrations (Ndes). For the mix design to be acceptable, all gyratory specimens must comply with the requirements specified in Tables 902.02.03-1 and 902.11.03-1. The ME reserves the right to be present at the time the gyratory specimens are molded. In addition, submit nine gyratory specimens and five 5-gallon buckets of loose mix to the ME. The ME will use these additional samples for performance testing of the HMA HIGH RAP mix. The ME reserves the right to be present at the time of molding the gyratory specimens. Ensure that the additional gyratory specimens are compacted according to AASHTO T 312, are 77 mm high, and have an air void content of 6.5 ± 0.5 percent. The ME will test six (6) specimens using an Asphalt Pavement Analyzer (APA) according to AASHTO T 340 at 64oC, 100 psi hose pressure, and 100 lb. wheel load. The ME will use the remaining three (3) specimens to test using an Overlay Tester (NJDOT B-10) at 25°C and a joint opening of 0.025 inch. The ME will approve the JMF if the results meet the criteria in Table 902.11.03-2. Table 902.11.03-2 Performance Testing Requirements for HMA HIGH RAP Design Test Requirement Surface Course Intermediate Course PG 64-22 PG 76-22 PG 64-22 PG 76-22 APA @ 8,000 loading cycles (AASHTO T 340) < 7 mm < 4 mm < 7 mm < 4 mm Overlay Tester (NJDOT B-10) > 150 cycles > 175 cycles > 100 cycles > 125 cycles If the JMF does not meet the APA and Overlay Tester criteria, redesign the HMA HIGH RAP mix and submit for retesting. The JMF for the HMA HIGH RAP mixture is in effect until modification is approved by the ME. When unsatisfactory results for any specified characteristic of the work make it necessary, the Contractor may establish a new JMF for approval. In such instances, if corrective action is not taken, the ME may require an appropriate adjustment to the JMF. Should a change in sources be made or any changes in the properties of materials occur, the ME will require that a new JMF be established and approved before production can continue. 902.11.04 Sampling and Testing A. General Acceptance Requirements. The RE or ME may reject and require disposal of any batch or shipment that is rendered unfit for its intended use due to contamination, segregation, improper temperature, lumps of cold material, or incomplete coating of the aggregate. For other than improper temperature, visual inspection of the material by the RE or ME is considered sufficient grounds for such rejection.

Ensure that the temperature of the mix at discharge from the plant or storage silo meets the recommendation of the supplier of the asphalt binder, supplier of the asphalt modifier and WMA manufacturer. For HMA, do not allow the mixture temperature to exceed 330°F at discharge from the plant. For WMA, do not allow the mixture temperature to exceed 300°F at discharge from the plant. Combine and mix the aggregates and asphalt binder to ensure that at least 95 percent of the coarse aggregate particles are entirely coated with asphalt binder as determined according to AASHTO T 195. If the ME determines that there is an on-going problem with coating, the ME may obtain random samples from 5 trucks and will determine the adequacy of the mixing on the average of particle counts made on these 5 test portions. If the requirement for 95 percent coating is not met on each sample, modify plant operations, as necessary, to obtain the required degree of coating. B. Sampling. The ME will take 5 stratified random samples of HMA HIGH RAP for volumetric acceptance testing from each lot of approximately 3500 tons of a mix. When a lot of HMA HIGH RAP is less than 3500 tons, the ME will take samples at random for each mix at the rate of one sample for each 700 tons. The ME will perform sampling according to AASHTO T 168, NJDOT B-2, or ASTM D 3665. Use a portion of the samples taken for volumetric acceptance testing for composition testing. C. Quality Control Testing. The HMA HIGH RAP producer shall provide a quality control (QC) technician who is certified by the Society of Asphalt Technologists of New Jersey as an Asphalt Technologist, Level 2. The QC technician may substitute equivalent technician certification by the Mid-Atlantic Region Technician Certification Program (MARTCP). Ensure that the QC technician is present during periods of mix production for the sole purpose of quality control testing and to assist the ME. The ME will not perform the quality control testing or other routine test functions in the absence of, or instead of, the QC technician. The QC technician shall perform sampling and testing according to the approved quality control plan, to keep the mix within the limits specified for the mix being produced. The QC technician may use acceptance test results or perform additional testing as necessary to control the mix. To determine the composition, perform ignition oven testing according to AASHTO T 308. For each acceptance test, perform maximum specific gravity testing according to AASHTO T 209 on a test portion of the sample taken by the ME. Sample and test coarse aggregate, fine aggregate, mineral filler, and RAP according to the approved quality control plan for the plant. Ensure that the supplier has in operation an ongoing daily quality control program to evaluate the RAP. As a minimum, this program shall consist of the following: 1. An evaluation performed to ensure that the material conforms to 901.05.04 and compares favorably with the design submittal. 2. An evaluation of the RAP material performed using a solvent or an ignition oven to qualitatively evaluate the aggregate components to determine conformance to 901.05. 3. Quality control reports as directed by the ME. D. Acceptance Testing and Requirements. The ME will determine volumetric properties at Ndes for acceptance from samples taken, compacted, and tested at the HMA plant. The ME will compact HMA HIGH RAP to the number of design gyrations (Ndes) specified in Table 902.02.03-2, using equipment according to AASHTO T 312. The ME will determine bulk specific gravity of the compacted sample according to AASHTO T 166. The ME will use the most current QC maximum specific gravity test result in calculating the volumetric properties of the HMA HIGH RAP. The ME will determine the dust-to-binder ratio from the composition results as tested by the QC technician. Ensure that the HMA HIGH RAP mixture conforms to the requirements specified in Table 902.11.04-1, and to the gradation requirements in Table 902.02.03-1. If 2 samples in a lot fail to conform to the gradation or volumetric requirements, immediately initiate corrective action. The ME will test a minimum of 1 sample per lot for moisture, basing moisture determinations on the weight loss of an approximately 1600-gram sample of mixture heated for 1 hour in an oven at 280 ± 5°F. Ensure that the moisture content of the mixture at discharge from the plant does not exceed 1.0 percent.

Table 902.11.04-1 HMA HIGH RAP Requirements for Control Compaction Levels Required Density (% of Theoretical Max. Specific Gravity) Voids in Mineral Aggregate (VMA), % (minimum) Dust-to- Binder Ratio Nominal Max. Aggregate Size, mm @Ndes1 25.0 19.0 12.5 9.5 4.75 L, M 95.0 – 98.5 13.0 14.0 15.0 16.0 17.0 0.6 - 1.3 1. As determined from the values for the maximum specific gravity of the mix and the bulk specific gravity of the compacted mixture. Maximum specific gravity of the mix is determined according to AASHTO T 209. Bulk specific gravity of the compacted mixture is determined according to AASHTO T 166. E. Performance Testing for HMA HIGH RAP. Provide five (5) 5-gallon buckets of loose mix to the ME for testing in the Asphalt Pavement Analyzer (APA) and the Overlay Tester device. Ensure that the first sample is taken during the construction of the test strip as specified in 401.03.07.C.Thereafter, sample every lot or as directed by the ME. If a sample does not meet the design criteria for performance testing as specified in Table 902.11.03-2, the Department will assess a pay adjustment as specified in Table 902.11.04-2. If a lot fails to meet requirements for both APA and Overlay Tester, the Department will assess pay adjustments for both parameters. The Department will calculate the pay adjustment by multiplying the percent pay adjustment (PPA) by the quantity in the lot and the bid price for the HMA High RAP item. Table 902.11.04-2 Performance Testing Pay Adjustments for HMA HIGH RAP Surface Course Intermediate Course PPA PG 64-22 PG 76-22 PG 64-22 PG 76-22 APA @ 8,000 loading cycles, mm (AASHTO T 340) t <7 7 > t > 10 t > 10 t <4 4 > t > 7 t >7 t <7 7 > t > 10 t > 10 t <4 4 > t > 7 t >7 0 – 1 – 5 Overlay Tester, cycles (NJDOT B-10) t > 150 150 > t > 100 t < 100 t > 175 175 > t > 125 t < 125 t > 100 100 > t > 75 t < 75 t > 125 125 > t > 90 t < 90 0 – 1 – 5

Plan Note: Polishing and Determining Friction of Gyratory Compacted Asphalt Specimens On this project conduct laboratory polishing and friction measurement of the surface course asphalt mixture as described below. Conduct polishing and friction testing on the surface course mix design approval submittal samples and QC six inch diameter gyratory samples. For mix design approval submit two polished gyratory specimens with BPN friction measurements (per ASTM E 303) and two unpolished specimens with the submittal packet to the Laboratory. Submit tabular BPN vs time values for a friction degradation curve in electronic Excel format. For QC conduct polishing and BPN friction measurement on two polished gyratory specimens, one chosen randomly by the Contractor from the second day of production and one chosen randomly by the District from remaining surface course production. Submit tested QC samples and data to the Laboratory. Submit tabular BPN vs time values for a friction degradation curve in electronic Excel format with identification of the project and JMF. Use the Excel file layout available from FPO or the ODOT OMM lab. Note on the Excel file any notes of value such as if new or used polishing disc was used. Submit electronic TE-199s representing asphalt mix used for preparing the polished gyratory samples. POLISHING AND DETERMINING FRICTION NUMBER OF GYRATORY COMPACTED SPECIMENS Asphalt Polishing Machine Requirements Asphalt Polishing Machine Operation British Pendulum Testing for Determining British Pendulum Number Laboratory Test Procedure for Friction Degradation Curve Asphalt Polishing Machine Requirements. The Polisher is a laboratory accelerated polishing device to polish the cross sectional surface of a gyratory compacted asphalt mixture sample using a rotating rubber disc at a constant rotating speed and under constant vertical force. Ensure that the polishing machine meets the following requirements: 1. Hold a gyratory compacted asphalt mixture sample in place while it is being subjected to rotational polishing action on the cross sectional surface of the sample by a rubber polishing disc. 2. Accommodate a gyratory compacted sample size of 6 in (15.2 cm) diameter by 6 in (15.24 cm) height or 6 in (15.24 cm) diameter by 4 in (10.2 cm) height. 3. Maintain flat contact between the rubber polishing disc and the asphalt mixture sample cross sectional surface during the entire duration of polishing action . 4. Maintain a constant vertical force of 290 lb (131.5 kg) during polishing. 5. Maintain a constant rotational speed of the rubber polishing disc at 30 rpm. 6. Maintain constant water flow of 100 ml (3.38 oz) per minute onto the contact interface between the sample top surface and bottom surface of rubber disc during polishing. Provide an easily seen flow meter.

7. Automatic timer to shut off rubber polishing disc rotation at every one hour interval. 8. The rubber polishing disc is made of 90 Durometer SBR rubber. Asphalt Polishing Machine Operation. The Polisher must be operated in accordance with the operator manual instructions. However, certain potential problems should be watched for. 1) The water flow rate is critical for maximizing the life of the rubber pad, but too much water will stop the wearing process on the aggregate. If the flow rate is set while the machine is stopped expect some flow rate change during operation. Set the flow rate to achieve the required flow rate of 100ml/minute during polisher operation. Experience will determine the best setting to start with to achieve the correct flow rate. 2) Some mix types with high friction aggregate like slag or crushed gravel will wear polishing discs quickly. If wear is excessive bits of rubber can clog the disc water flow channels. As needed, remove the pad or otherwise verify channels are clear for flow of water. 3) Even wear on the polishing disc is desired. Uneven wear with greater disc degradation towards the outside of the disc indicates uneven water flow. 4) Multiple discs may be necessary to complete a full cycle of polishing depending on aggregate type. 5) Evenly worn discs may be re-used. British Pendulum Testing for Determining British Pendulum Number. Test samples with a calibrated British Pendulum Tester in accordance with ASTM E 303 to determine a British Pendulum Number (BPN). Record the final reading as the BPN for the asphalt mixture. Measure four BPN numbers and average for each test. Laboratory Test Procedure for Friction Degradation Curve The Friction Degradation Curve is a curve obtained from tests using the Polisher. It is a curve showing the BPN values, measured by the British Pendulum Tester in accordance with ASTM E 303, versus polishing time at one hour intervals until reaching the 8-hour duration. Two gyratory compacted samples prepared in accordance with the JMF are required. The procedure consists of the following steps. Step 1: Measure the initial BPN of sample cross sectional surface using the British Pendulum Tester and record it as BPN0 at time t0. Step 2: Subject sample to one hour polishing in the Polisher. Step 3: Measure the friction value using the British Pendulum Tester and record it as BPN at t, where t indicates accumulated polishing duration. Repeat Step 2 and Step 3 for the next one-hour polishing and measurement, until a total of 8 hours polishing duration is complete.

Date Contractor Name JMF Project No. Mix type Sample 1 Date/ time Sample 2 Date/ time Time (hr) Sample 1 Sample 2 Average 0 70 75 73 1 60 65 63 2 50 55 53 3 40 45 43 4 30 35 33 5 20 25 23 6 10 15 13 7 5 10 8 8 2 5 4 BPN Number 442E00200 ASPHALT CONCRETE SURFACE COURSE, 9.5 MM, TYPE A (446) 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 0 1 2 3 4 5 6 7 8 9 B PN Time (hr) British Pendulum Number Sample 1 Sample 2 Average

Mix type 424E10000 FINE GRADED POLYMER ASPHALT CONCRETE, TYPE A 424E12000 FINE GRADED POLYMER ASPHALT CONCRETE, TYPE B 424E12001 FINE GRADED POLYMER ASPHALT CONCRETE, TYPE B, AS PER PLAN 424E12011 FINE GRADED POLYMER ASPHALT CONCRETE, TYPE B, WITH 424E99000 SPECIAL - FLEXIBLE PAVEMENT 442E00200 ASPHALT CONCRETE SURFACE COURSE, 9.5 MM, TYPE A (446) 442E00201 ASPHALT CONCRETE SURFACE COURSE, 9.5 MM, TYPE A (446), AS 442E00300 ASPHALT CONCRETE SURFACE COURSE, 9.5 MM, TYPE B (446) 442E00301 ASPHALT CONCRETE SURFACE COURSE, 9.5 MM, TYPE B (446), AS 442E10000 ASPHALT CONCRETE SURFACE COURSE, 12.5MM, TYPE A (446) 442E10001 ASPHALT CONCRETE SURFACE COURSE, 12.5 MM, TYPE A (446), 442E10002 ASPHALT CONCRETE SURFACE COURSE, 12.5MM, TYPE A (446) WITH 442E10003 ASPHALT CONCRETE SURFACE COURSE, 12.5MM, TYPE A (446) WITH 442E10050 ASPHALT CONCRETE SURFACE COURSE, 12.5MM, TYPE B (446) 442E10051 ASPHALT CONCRETE SURFACE COURSE, 12.5 MM, TYPE B (446), 442E10060 ASPHALT CONCRETE SURFACE COURSE, 12.5MM, TYPE B (446) WITH 442E10061 ASPHALT CONCRETE SURFACE COURSE, 12.5MM, TYPE B (446) WITH 442E10100 ASPHALT CONCRETE INTERMEDIATE COURSE, 19MM, TYPE A (446) 442E10101 ASPHALT CONCRETE INTERMEDIATE COURSE, 19 MM, TYPE A (446), 442E10150 ASPHALT CONCRETE INTERMEDIATE COURSE, 19MM, TYPE B (446) 442E10151 ASPHALT CONCRETE INTERMEDIATE COURSE, 19 MM, TYPE B (446), 442E10500 ASPHALT CONCRETE SURFACE COURSE, 9.5 MM, TYPE A (448) 442E10501 ASPHALT CONCRETE SURFACE COURSE, 9.5 MM, TYPE A (448), AS 442E10503 ASPHALT CONCRETE SURFACE COURSE, 9.5 MM, TYPE A (446) 442E10510 ASPHALT CONCRETE SURFACE COURSE, 9.5MM, TYPE A (448) 442E10511 ASPHALT CONCRETE SURFACE COURSE, 9.5MM, TYPE A (448) 442E10600 ASPHALT CONCRETE SURFACE COURSE, 9.5 MM, TYPE B (448) 442E10601 ASPHALT CONCRETE SURFACE COURSE, 9.5 MM, TYPE B (448), AS 442E20000 ASPHALT CONCRETE SURFACE COURSE, 12.5MM, TYPE A (448) 442E20001 ASPHALT CONCRETE SURFACE COURSE, 12.5 MM, TYPE A (448), AS 442E20010 ASPHALT CONCRETE SURFACE COURSE, 12.5MM, TYPE A (448) 442E20050 ASPHALT CONCRETE SURFACE COURSE, 12.5MM, TYPE B (448) 442E20051 ASPHALT CONCRETE SURFACE COURSE, 12.5 MM, TYPE B (448), AS

STATE OF OHIO DEPARTMENT OF TRANSPORTATION SUPPLEMENT SPECIFICATION 856 Bridge Deck Waterproofing Hot Mix Asphalt Surface Course October 18, 2013 856.01 Description 856.02 Materials 856.03 Asphalt Plant Requirements 856.04 Construction 856.05 Production Quality Control 856.06 Payment 856.01 Description The requirements of C&MS 401, 442, 448 and 702.01 apply except as modified below. Bridge Deck Waterproofing Hot Mix Asphalt Surface Course (WHMA) is a highly polymer modified impermeable asphalt. In conjunction with preparation and sealing as described below the WHMA is designed to be a low maintenance waterproof wearing course system for bridge decks. 856.02 Materials Aggregate: Do not use aggregate restricted as “SR or SRH” per 703.01. RAP and RAS: Do not use any reclaimed asphalt pavement or reclaimed asphalt shingles. Modified Asphalt Binder: Use a Supplement 1032 certified PG 88-22M binder meeting 702.01 requirements or provide an approved Thermoplastic Polymeric Asphalt Modifier (TPAM) added as a dry ingredient at the asphalt mix plant. Compose the TPAM modified binder with a minimum 2.25% TPAM modifier (by weight of mix) and minimum 5.00% (by weight of mix) neat Supplement 1032 certified PG 64-22 binder. Provide to the Engineer a signed certification statement from the thermoplastic polymeric asphalt (TPAM) supplier that the below modified binder properties are met. In addition, provide test data meeting the following properties from tests on modified binder that uses the PG 64-22 binder to be used on the project. TPAM modified binder - Meet PG 88-22 and Elastic recovery (ER) of 90.0 percent minimum using the ER procedure in 702.01 for PG 88-22M. (May exceed high temperature grade but do not exceed low temperature grade.) Mix Design: Compose a Job Mix Formula (JMF) for the WHMA to meet the following properties. Submit a proposed JMF to the Laboratory for approval a minimum of two weeks before placement. If TPAM is used provide a mix design from the TPAM supplier meeting the following properties and submit using the ODOT JMF submittal packet. Ensure the JMF meets the gradation requirements for a 9.5mm mix in Table 442.02-2. Do not use any Warm Mix Asphalt method unless a component of the TPAM product.

JMF Criteria Specification Total Modified Binder, percent, min. 7.25 Gryations, Ndes/ Nmax 50/75 Air Voids, percent 1.5 VMA, percent, min. 15.5 Permeability, ft./day, max. [1] 2.8 x 10 -4 Rutting, mm, max. [2] 4 Flexural Beam Fatigue, cycles, min. [3] 100,000 [1] ASTM D5084 on samples with 2.0 +/- 0.5% percent air voids. [2] AASHTO T340 (APA) on average of 3 gyratory specimens at 4.0 +/- 0.1% percent air voids at 147F (64C) [3] Only required for steel deck bridges. AASHTO T321 at 1500 microstrains, 10Hz, on average of two samples with 4.0 +/- 1.0% air voids. Edge and Joint Sealant Meet ASTM D6690 Type 4. Submit a signed certification statement and test data to the Engineer and Laboratory representing the supplied batch. Supply a minimum 10 pound unheated sample taken at the project to the Laboratory. Tack Coat Use tack coat meeting 702.13. Do not dilute tack coat material. A neat PG64-22 binder may be substituted for the above 702.13 tack. When TPAM is used a special tack coat may be required by the manufacturer of the TPAM modifier. 856.03 Asphalt Plant Requirements Do not use the Warm Mix Asphalt method with this item. For TPAM mixing do not use parallel flow drum plants. For TPAM mixing in batch plants dry mix for 10 seconds and then add the asphalt binder and wet mix for 80 seconds. 856.04 Construction The Department will schedule a preconstruction meeting at least two weeks prior to the project start to discuss production and placement considerations of the WHMA. When producing asphalt mix using TPAM ensure a technical representative of the TPAM supplier is present at the meeting and during initial construction. Ensure the existing pavement surface temperature is 50F (10C) and rising for placement of the WHMA. Ensure WHMA arrives at the paver above 330F (166 C) unless otherwise directed by the binder or TPAM supplier. Never exceed 370F. Do not use rubber tire rollers. Use double drum steel rollers in static mode. Do not release the pavement to traffic until the temperature of the mat has dropped below 140ºF (60°C). Quality Control Conduct density gauge quality control testing on the asphalt mat according to Supplement 1055 except as follows. Do not calculate the Minimum Density Target from cores per Supplement 1055. The Minimum Density Target (lb/ft 3 ) will be calculated by taking 96 percent of the Theoretical Density (lb/ft 3 ) at

optimum binder content from the approved mix design. If a density gauge has a known correction factor apply this factor. If the correction factor is unknown use a factor of zero. Ensure only density gauge(s) corrected for the project are used on the project. If the Minimum Density Target is not achieved adjust rolling and re-measure in the same location immediately. If the Minimum Density Target cannot be achieved at this location stop placement and determine a plan of correction satisfactory to the Engineer. If the Minimum Density Target is achieved take readings every 20-50 feet depending on deck length. Do not apply the pay deductions of Table 1055.04-2. Edge and Joint Sealant Apply sealant 0.10 to 0.15 inch thick on all vertical surfaces in contact with WHMA and 2 to 4 inches wide on adjacent horizontal surfaces before and after WHMA placement. Vertical surfaces include curbs, parapet walls, headers, drains, scuppers, and joints as well as transverse and longitudinal joints in the WHMA. Do not apply a band more than 2 inches wide to the horizontal surface of WHMA transverse and longitudinal joints. Tack Coat Apply at a rate of 0.10 to 0.15 gallon per square yard. Ensure 100 percent of the existing surface is covered. 856.05 Production Quality Control Modify the Air Voids specification limits of Table 441.10-1 to be 0.5% to 2.5%. 856.06 Payment The Department will consider the unit bid price per cubic yard to include all labor, materials and equipment necessary to complete the work. Designer Notes: 1) Do not use waterproofing fabric or similar under this waterproofing overlay. 2) Ensure project completion date is prior to November 1. The WHMA is not intended to accommodate structural movements at the expansion joint locations. Provide a method for structural expansion separately

340 214 Item 340 Dense-Graded Hot-Mix Asphalt (Small Quantity) 1. DESCRIPTION Construct a hot-mix asphalt (HMA) pavement layer composed of a compacted, dense-graded mixture of aggregate and asphalt binder mixed hot in a mixing plant. This specification is intended for small quantity (SQ) HMA projects, typically under 5,000 tons total production. 2. MATERIALS Furnish uncontaminated materials of uniform quality that meet the requirements of the plans and specifications. Notify the Engineer of all material sources and before changing any material source or formulation. The Engineer will verify that the specification requirements are met when the Contractor makes a source or formulation change, and may require a new laboratory mixture design, trial batch, or both. The Engineer may sample and test project materials at any time during the project to verify specification compliance in accordance with Item 6, “Control of Materials.” 2.1. Aggregate. Furnish aggregates from sources that conform to the requirements shown in Table 1 and as specified in 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 listed in Table 1. Document all test results on 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 analysis given in 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 hot-mix listed in the BRSQC. Rated values for surface treatment (ST) do not apply to coarse aggregate sources used in hot-mix asphalt. For sources not listed on the Department’s BRSQC:  build an individual stockpile for each material;  request the Department test the stockpile for specification compliance; and  once approved, do not add material to the stockpile unless otherwise approved. Provide aggregate from non-listed sources only when tested by the Engineer and approved before use. Allow 30 calendar days for the Engineer to sample, test, and report results for non-listed sources. Provide coarse aggregate with at least the minimum SAC shown on the plans. SAC requirements only apply to aggregates used on the surface of travel lanes. SAC requirements apply to aggregates used on surfaces other than travel lanes when shown on the plans. The SAC for sources on the Department’s Aggregate Quality Monitoring Program (AQMP) (Tex-499-A) is listed in the BRSQC.

340 215 2.1.1.1. Blending Class A and Class B Aggregates. Class B aggregate meeting all other requirements in Table 1 may be blended with a Class A aggregate to meet requirements for Class A materials. 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 when blending Class A and B aggregates to meet a Class A requirement. Blend by volume if the bulk specific gravities of the Class A and B aggregates differ by more than 0.300. Coarse aggregate from RAP and Recycled Asphalt Shingles (RAS) will be considered as Class B aggregate for blending purposes. The Engineer may perform tests at any time during production, when the Contractor blends Class A and B aggregates to meet a Class A requirement, to 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. The Engineer will use the Department’s mix design Excel template, when electing to verify conformance, to calculate the percent of Class A aggregate retained on the No. 4 sieve by inputting 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 using the gradations supplied by the Contractor on the mixture design report as an input for the Excel template; however, a failing spot check will require confirmation with a stockpile gradation determined by the Engineer. 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 from organic impurities. The Engineer may test the intermediate aggregate in accordance with Tex-408-A to verify the material is free from 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). 2.1.3. Fine Aggregate. Fine aggregates consist of manufactured sands, screenings, and field sands. Fine aggregate stockpiles must meet the gradation requirements in Table 2. Supply fine aggregates that are free from organic impurities. The Engineer may test the fine aggregate in accordance with Tex-408-A to verify the material is free from organic impurities. No more than 15% of the total aggregate may be field sand or other uncrushed fine aggregate. Use fine aggregate, with the exception of 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).

340 216 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 Note1 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 Combined Aggregate3 Sand equivalent, %, Min Tex-203-F 45 1. Not used for acceptance purposes. Optional test used by the Engineer as an indicator of the need for further investigation. 2. Only applies to crushed gravel. 3. Aggregates, without mineral filler, RAP, RAS, or additives, combined as used in the job-mix formula (JMF). Table 2 Gradation Requirements for Fine Aggregate Sieve Size % Passing by Weight 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 sufficiently dry, free-flowing, and free from 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 in Table 3. Table 3 Gradation Requirements for Mineral Filler Sieve Size % Passing by Weight 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 specified on the plans. 2.5. Tack Coat. Furnish CSS-1H, SS-1H, or a PG binder with a minimum high-temperature grade of PG 58 for tack coat binder in accordance with Item 300, “Asphalts, Oils, and Emulsions.” Specialized or preferred tack coat materials may 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. The Engineer will obtain at least one sample of the tack coat binder per project in accordance with Tex-500-C, Part III, and test it to verify compliance with Item 300, “Asphalts, Oils, and Emulsions.” The Engineer will obtain the sample from the asphalt distributor immediately before use. 2.6. Additives. Use the type and rate of additive specified when shown on the plans. Additives that facilitate mixing, compaction, or improve the quality of the mixture are allowed when approved. Provide the Engineer

340 217 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. 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). Warm Mix Asphalt (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 Department’s 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 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. 2.7. Recycled Materials. Use of RAP and RAS is permitted unless otherwise shown on the plans. Do not exceed the maximum allowable percentages of RAP and RAS shown in Table 4. The allowable percentages shown in Table 4 may be decreased or increased when shown on the plans. Determine asphalt binder content and gradation of the RAP and RAS stockpiles for mixture design purposes in accordance with Tex-236-F. The Engineer may verify the asphalt binder content of the stockpiles at any time during production. Perform other tests on RAP and RAS when shown on the plans. Asphalt binder from RAP and 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 shown in 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 Tables 4 and 5 are defined as follows:  Surface. The final HMA lift placed at or near the top of the pavement structure;  Intermediate. Mixtures placed below an HMA surface mix and less than or equal to 8.0 in. from the riding surface; and  Base. Mixtures placed greater than 8.0 in. from the riding surface. 2.7.1. RAP. RAP is salvaged, milled, pulverized, broken, or crushed asphalt pavement. Crush or break RAP so that 100% of the particles pass the 2 in. sieve. Fractionated RAP is defined as 2 or more RAP stockpiles, divided into coarse and fine fractions. 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. This allowance does not apply to a Contractor using unfractionated RAP. Department-owned RAP generated through 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 appropriate 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. The coarse RAP stockpile will contain only material retained by processing over a 3/8-in. or 1/2-in. screen unless otherwise approved. The fine RAP stockpile will contain only material passing the 3/8-in. or 1/2-in. screen unless otherwise approved. The Engineer may allow the Contractor to use an alternate to the 3/8-in. or 1/2-in. screen to fractionate the RAP. The maximum percentages of fractionated RAP may be comprised of coarse or fine fractionated RAP or the combination of both coarse and fine fractionated RAP.

340 218 Do not 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 Maximum Allowable Amounts of RAP1 Maximum Allowable Fractionated RAP2 (%) Maximum Allowable Unfractionated RAP3 (%) Surface Intermediate Base Surface Intermediate Base 20.0 30.0 40.0 10.0 10.0 10.0 1. Must also meet the recycled binder to total binder ratio shown in Table 5. 2. Up to 5% RAS may be used separately or as a replacement for fractionated RAP. 3. Unfractionated RAP may not be combined with fractionated RAP or RAS. 2.7.2. RAS. Use of post-manufactured RAS or post-consumer RAS (tear-offs) is permitted unless otherwise shown on the plans. Up to 5% RAS may be used separately or as a replacement for fractionated RAP in accordance with Table 4 and Table 5. 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 by-product. Post-consumer RAS is processed shingle scrap removed from residential structures. Comply with all regulatory requirements stipulated for RAS by the TCEQ. RAS may be used separately or in conjunction with RAP. 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 5.0% 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 Department’s MPL. Remove substantially all materials before use that are not part of the shingle, such as wood, paper, metal, plastic, and felt paper. 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. Unless otherwise shown on the plans, the Contractor may use a substitute PG binder listed in Table 5 instead of the PG binder originally specified, 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 300.2.10., “Performance-Graded Binders”; and  the mixture has less than 10.0 mm of rutting on the Hamburg Wheel test (Tex-242-F) after the number of passes required for the originally specified binder. Use of substitute PG binders may only be allowed at the discretion of the Engineer if the Hamburg Wheel test results are between 10.0 mm and 12.5 mm.

340 219 Table 5 Allowable Substitute PG Binders and Maximum Recycled Binder Ratios Originally Specified PG Binder Allowable Substitute PG Binder Maximum Ratio of Recycled Binder1 to Total Binder (%) Surface Intermediate Base HMA 76-222 70-22 or 64-22 20.0 20.0 20.0 70-28 or 64-28 30.0 35.0 40.0 70-222 64-22 20.0 20.0 20.0 64-28 or 58-28 30.0 35.0 40.0 64-222 58-28 30.0 35.0 40.0 76-282 70-28 or 64-28 20.0 20.0 20.0 64-34 30.0 35.0 40.0 70-282 64-28 or 58-28 20.0 20.0 20.0 64-34 or 58-34 30.0 35.0 40.0 64-282 58-28 20.0 20.0 20.0 58-34 30.0 35.0 40.0 WMA3 76-222 70-22 or 64-22 30.0 35.0 40.0 70-222 64-22 or 58-28 30.0 35.0 40.0 64-224 58-28 30.0 35.0 40.0 76-282 70-28 or 64-28 30.0 35.0 40.0 70-282 64-28 or 58-28 30.0 35.0 40.0 64-284 58-28 30.0 35.0 40.0 1. Combined recycled binder from RAP and RAS. 2. Use no more than 20.0% recycled binder when using this originally specified PG binder. 3. WMA as defined in Section 340.2.6.2., “Warm Mix Asphalt (WMA).” 4. When used with WMA, this originally specified PG binder is allowed for use at the maximum recycled binder ratios shown in this table. 3. EQUIPMENT Provide required or necessary equipment in accordance with Item 320, “Equipment for Asphalt Concrete Pavement.” 4. CONSTRUCTION Produce, haul, place, and compact the specified paving mixture. In addition to tests required by the specification, Contractors may perform other QC tests as deemed necessary. At any time during the project, the Engineer may perform production and placement tests as deemed necessary in accordance with Item 5, “Control of the Work.” Schedule and participate in a pre-paving meeting with the Engineer on or before the first day of paving unless otherwise directed. 4.1. Certification. Personnel certified by the Department-approved hot-mix asphalt certification program must conduct all mixture designs, sampling, and testing in accordance with Table 6. Supply the Engineer with a list of certified personnel and copies of their current certificates before beginning production and when personnel changes are made. Provide a mixture design developed and signed by a Level 2 certified specialist.

340 220 Table 6 Test Methods, Test Responsibility, and Minimum Certification Levels Test Description Test Method Contractor Engineer Level1 1. Aggregate and Recycled Material Testing Sampling Tex-221-F   1A Dry sieve Tex-200-F, Part I   1A Washed sieve Tex-200-F, Part II   1A Deleterious material Tex-217-F, Parts I & III   1A Decantation Tex-217-F, Part II   1A Los Angeles abrasion Tex-410-A  TxDOT Magnesium sulfate soundness Tex-411-A  TxDOT Micro-Deval abrasion Tex-461-A  2 Crushed face count Tex-460-A   2 Flat and elongated particles Tex-280-F   2 Linear shrinkage Tex-107-E   2 Sand equivalent Tex-203-F   2 Organic impurities Tex-408-A   2 2. Asphalt Binder & Tack Coat Sampling Asphalt binder sampling Tex-500-C, Part II   1A/1B Tack coat sampling Tex-500-C, Part III   1A/1B 3. Mix Design & Verification Design and JMF changes Tex-204-F   2 Mixing Tex-205-F   2 Molding (TGC) Tex-206-F   1A Molding (SGC) Tex-241-F   1A Laboratory-molded density Tex-207-F   1A VMA2 (calculation only) Tex-204-F   2 Rice gravity Tex-227-F   1A Ignition oven correction factors3 Tex-236-F   2 Indirect tensile strength Tex-226-F   2 Hamburg Wheel test Tex-242-F   2 Boil test Tex-530-C   1A 4. Production Testing Mixture sampling Tex-222-F   1A Molding (TGC) Tex-206-F  1A Molding (SGC) Tex-241-F  1A Laboratory-molded density Tex-207-F  1A VMA2 (calculation only) Tex-204-F  1A Rice gravity Tex-227-F  1A Gradation & asphalt binder content3 Tex-236-F  1A Moisture content Tex-212-F  1A Hamburg Wheel test Tex-242-F  2 Boil test Tex-530-C  1A 5. Placement Testing Trimming roadway cores Tex-207-F   1A/1B In-place air voids Tex-207-F  1A/1B Establish rolling pattern Tex-207-F  1B Ride quality measurement Tex-1001-S   Note4 1. Level 1A, 1B, and 2 are certification levels provided by the Hot Mix Asphalt Center certification program. 2. Voids in mineral aggregates. 3. Refer to Section 340.4.8.3., “Production Testing,” for exceptions to using an ignition oven. 4. Profiler and operator are required to be certified at the Texas A&M Transportation Institute facility when Surface Test Type B is specified. 4.2. Reporting, Testing, and Responsibilities. Use Department-provided Excel templates to record and calculate all test data pertaining to the mixture design. The Engineer will use Department Excel templates for any production and placement testing. Obtain the latest version of the Excel templates at http://www.txdot.gov/inside-txdot/forms-publications/consultants-contractors/forms/site-manager.html or from the Engineer.

340 221 The maximum allowable time for the Engineer to exchange test data with the Contractor is as given in Table 7 unless otherwise approved. The Engineer will immediately report to the Contractor any test result that requires suspension of production or placement or that fails to meet the specification requirements. Subsequent mix 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 Testing Gradation Engineer Contractor 1 working day of completion of the test Asphalt binder content Laboratory-molded density VMA (calculation) Hamburg Wheel test Moisture content Boil test Binder tests Placement Testing In-place air voids Engineer Contractor 1 working day of completion of the test1 1. 2 days are allowed if cores cannot be dried to constant weight within 1 day. 4.3. Mixture Design. 4.3.1. Design Requirements. The Contractor may design the mixture using a Texas Gyratory Compactor (TGC) or a Superpave Gyratory Compactor (SGC) unless otherwise shown on the plans. Use the typical weight design example given in Tex-204-F, Part I, when using a TGC. Use the Superpave mixture design procedure given in Tex-204-F, Part IV, when using a SGC. Design the mixture to meet the requirements listed in Tables 1, 2, 3, 4, 5, 8, 9, and 10. 4.3.1.1. Target Laboratory-Molded Density When The TGC Is Used. Design the mixture at a 96.5% target laboratory-molded density. Increase the target laboratory-molded density to 97.0% or 97.5% at the Contractor’s discretion or when shown on the plans or specification. 4.3.1.2. Design Number of Gyrations (Ndesign) When The SGC Is Used. Design the mixture at 50 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 noted in Table 9. The Ndesign level may be reduced to no less than 35 gyrations at the Contractor’s discretion. Use an approved laboratory from the Department’s MPL to perform the Hamburg Wheel test in accordance with Tex-242-F, and provide results with the mixture design, or provide the laboratory mixture and request that the Department perform the Hamburg Wheel test. The Engineer will be allowed 10 working days to provide the Contractor with Hamburg Wheel 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 at any time 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 Excel template. Include the following items in the report:  the combined aggregate gradation, source, specific gravity, and percent of each material used;  asphalt binder content and aggregate gradation of RAP and RAS stockpiles;  the target laboratory-molded density (or Ndesign level when using the SGC);

340 222  results of all applicable tests;  the mixing and molding temperatures;  the signature of the Level 2 person or persons that performed the design;  the date the mixture design was performed; and  a unique identification number for the mixture design. Table 8 Master Gradation Limits (% Passing by Weight or Volume) and VMA Requirements Sieve Size A Coarse Base B Fine Base C Coarse Surface D Fine Surface F Fine Mixture 2″ 100.01 – – – – 1-1/2″ 98.0–100.0 100.01 – – – 1″ 78.0–94.0 98.0–100.0 100.01 – – 3/4″ 64.0–85.0 84.0–98.0 95.0–100.0 100.01 – 1/2″ 50.0–70.0 – – 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 30.0–50.0 40.0–60.0 43.0–63.0 50.0–70.0 70.0–90.0 #8 22.0–36.0 29.0–43.0 32.0–44.0 35.0–46.0 38.0–48.0 #30 8.0–23.0 13.0–28.0 14.0–28.0 15.0–29.0 12.0–27.0 #50 3.0–19.0 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 2.0–7.0 Design VMA, % Minimum – 12.0 13.0 14.0 15.0 16.0 Production (Plant-Produced) VMA, % Minimum – 11.5 12.5 13.5 14.5 15.5 1. Defined as maximum sieve size. No tolerance allowed. Table 9 Laboratory Mixture Design Properties Mixture Property Test Method Requirement Target laboratory-molded density, % (TGC) Tex-207-F 96.51 Design gyrations (Ndesign for SGC) Tex-241-F 502 Indirect tensile strength (dry), psi Tex-226-F 85–2003 Boil test4 Tex-530-C – 1. Increase to 97.0% or 97.5% at the Contractor’s discretion or when shown on the plans or specification. 2. Adjust within a range of 35–100 gyrations when shown on the plans or specification or when mutually agreed between the Engineer and Contractor. 3. The Engineer may allow the IDT strength to exceed 200 psi if the corresponding Hamburg Wheel rut depth is greater than 3.0 mm and less than 12.5 mm. 4. Used to establish baseline for comparison to production results. May be waived when approved. Table 10 Hamburg Wheel Test Requirements High-Temperature Binder Grade Test Method Minimum # of Passes1 @ 12.5 mm2 Rut Depth, Tested @ 50°C PG 64 or lower Tex-242-F 10,000 PG 70 15,000 PG 76 or higher 20,000 1. May be decreased or waived when shown on the plans. 2. When the rut depth at the required minimum number of passes is less than 3 mm, the Engineer may require the Contractor to increase the target laboratory-molded density (TGC) by 0.5% to no more than 97.5% or lower the Ndesign level (SGC) to no less than 35 gyrations. 4.3.2. Job-Mix Formula Approval. The job-mix formula (JMF) is the combined aggregate gradation, target laboratory-molded density (or Ndesign level), and target asphalt percentage used to establish target values

340 223 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. When WMA is used, document the additive or process used and recommended rate on the JMF1 submittal. Furnish a mix design report (JMF1) with representative samples of all component materials and request approval to produce the trial batch. Provide approximately 10,000 g of the design mixture and request that the Department perform the Hamburg Wheel test if opting to have the Department perform the test. The Engineer will verify JMF1 based on plant-produced mixture from the trial batch unless otherwise determined. The Engineer may accept an existing mixture design previously used on a Department project and may waive the trial batch to verify JMF1. Provide split samples of the mixtures and blank samples used to determine the ignition oven correction factors. The Engineer will determine the aggregate and asphalt correction factors from the ignition oven used for production testing in accordance with Tex-236-F. The Engineer will use a TGC calibrated in accordance with Tex-914-K in molding production samples. Provide an SGC at the Engineer’s field laboratory for use in molding production samples if the SGC is used to design the mix. The Engineer may perform Tex-530-C and retain the tested sample for comparison purposes during production. The Engineer may waive the requirement for the boil test. 4.3.3. JMF Adjustments. If JMF adjustments are necessary to achieve the specified requirements, the adjusted JMF must:  be provided to the Engineer in writing before the start of a new lot;  be numbered in sequence to the previous JMF;  meet the mixture requirements in Table 4 and Table 5;  meet the master gradation limits shown in Table 8; and  be within the operational tolerances of the current JMF listed in Table 11. The Engineer may adjust the asphalt binder content to maintain desirable laboratory density near the optimum value while achieving other mix requirements. Table 11 Operational Tolerances Description Test Method Allowable Difference Between Trial Batch and JMF1 Target Allowable Difference from Current JMF Target Individual % retained for #8 sieve and larger Tex-200-F or Tex-236-F Must be within master grading limits in Table 8 ±5.01,2 Individual % retained for sieves smaller than #8 and larger than #200 ±3.01,2 % passing the #200 sieve ±2.01,2 Asphalt binder content, % Tex-236-F ±0.5 ±0.32 Laboratory-molded density, % Tex-207-F ±1.0 ±1.0 VMA, %, min Tex-204-F Note3 Note3 1. When within these tolerances, mixture production gradations may fall outside the master grading limits; however, the % passing the #200 will be considered out of tolerance when outside the master grading limits. 2. Only applies to mixture produced for Lot 1 and higher. 3. Mixture is required to meet Table 8 requirements. 4.4. Production Operations. Perform a new trial batch when the plant or plant location is changed. Take corrective action and receive approval to proceed after any production suspension for noncompliance to 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 on the mixture design report; or  RAS stockpile used in the mix is more than 2.0% higher than the value shown on the mixture design report. 4.4.1. Storage and Heating of Materials. Do not heat the asphalt binder above the temperatures specified in Item 300, “Asphalts, Oils, and Emulsions,” or outside the manufacturer’s recommended values. Provide the Engineer with daily records of asphalt binder and hot-mix asphalt discharge temperatures (in legible and

340 224 discernible increments) in accordance with Item 320, “Equipment for Asphalt Concrete Pavement,” 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. 4.4.2. 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 350°F (or 275°F for WMA) and is not lower than 215°F. The Department will not pay for or allow placement of any mixture produced above 350°F. Produce WMA within the target discharge temperature range of 215°F and 275°F when WMA is required. Take corrective action any time 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. The Engineer may determine the moisture content 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. The Engineer will obtain the sample immediately after discharging the mixture into the truck, and will perform the test promptly. 4.5. Hauling Operations. Clean all truck beds before use to ensure that mixture is not contaminated. Use a release agent shown on the Department’s MPL to coat the inside bed of the truck when necessary. Use equipment for hauling as defined in Section 340.4.6.3.2., “Hauling Equipment.” Use other hauling equipment only when allowed. 4.6. 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 hand-held thermal camera or infrared thermometer to measure and record the internal temperature of the mixture as discharged from the truck or Material Transfer Device (MTD) before or as the mix enters the paver and an approximate station number or GPS coordinates on each ticket unless otherwise directed. 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 material 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 with lane lines, 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 in Table 12 to determine the compacted lift thickness of each layer when multiple lifts are required. The thickness determined is based on the rate of 110 lb./sq. yd. for each inch of pavement unless otherwise shown on the plans.

340 225 Table 12 Compacted Lift Thickness and Required Core Height Mixture Type Compacted Lift Thickness Guidelines Minimum Untrimmed Core Height (in.) Eligible for Testing Minimum (in.) Maximum (in.) A 3.00 6.00 2.00 B 2.50 5.00 1.75 C 2.00 4.00 1.50 D 1.50 3.00 1.25 F 1.25 2.50 1.25 4.6.1. Weather Conditions. Place mixture when the roadway surface temperature is at or above 60°F unless otherwise approved. Measure the roadway surface temperature with a hand-held 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. The Engineer may restrict the Contractor from paving if the ambient temperature is likely to drop below 32°F within 12 hr. of paving. 4.6.2. Tack Coat. 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 a thin, uniform tack coat to all contact surfaces of curbs, structures, and all joints. 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. Roll the tack coat with a pneumatic-tire roller to remove streaks and other irregular patterns when directed. 4.6.3. Lay-Down Operations. 4.6.3.1. 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. 4.6.3.2. Hauling Equipment. Use belly dumps, live bottom, or end dump trucks to haul and transfer mixture; however, with exception of paving miscellaneous areas, end dump trucks are only allowed when used in conjunction with an MTD with remixing capability unless otherwise allowed. 4.6.3.3. Screed Heaters. Turn off screed heaters, to prevent overheating of the mat, if the paver stops for more than 5 min. 4.7. Compaction. Compact the pavement uniformly to contain between 3.8% and 8.5% in-place air voids. Furnish the type, size, and number of rollers required for compaction as approved. Use a pneumatic-tire roller to seal the surface unless excessive pickup of fines occurs. 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 first 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 with rollers. The Engineer may require rolling with a trench roller on widened areas, in trenches, and in other limited areas. Complete all compaction operations before the pavement temperature drops below 160°F unless otherwise allowed. The Engineer may allow compaction with a light finish roller operated in static mode for pavement temperatures below 160°F.

340 226 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. 4.8. Production Acceptance. 4.8.1. Production Lot. Each day of production is defined as a production lot. Lots will be sequentially numbered and correspond to each new day of production. Note that lots are not subdivided into sublots for this specification. 4.8.2. Production Sampling. 4.8.2.1. Mixture Sampling. The Engineer may obtain mixture samples in accordance with Tex-222-F at any time during production. 4.8.2.2. Asphalt Binder Sampling. The Engineer may obtain or require the Contractor to obtain 1 qt. samples of the asphalt binder at any time during production from a port located immediately upstream from the mixing drum or pug mill in accordance with Tex-500-C, Part II. The Engineer may test any of the asphalt binder samples to verify compliance with Item 300, “Asphalts, Oils, and Emulsions.” 4.8.3. Production Testing. The Engineer will test at the frequency listed in the Department’s Guide Schedule of Sampling and Testing and this specification. The Engineer may suspend production if production tests do not meet specifications or are not within operational tolerances listed in Table 11. Take immediate corrective action if the Engineer’s laboratory-molded density on any sample is less than 95.0% or greater than 98.0%, 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 use alternate methods for determining the asphalt binder content and aggregate gradation if the aggregate mineralogy is such that Tex-236-F does not yield reliable results. Use the applicable test procedure if an alternate test method is selected. Table 13 Production and Placement Testing Description Test Method Individual % retained for #8 sieve and larger Tex-200-F or Tex-236-F Individual % retained for sieves smaller than #8 and larger than #200 % passing the #200 sieve Laboratory-molded density Tex-207-F Laboratory-molded bulk specific gravity In-Place air voids VMA Tex-204-F Moisture content Tex-212-F, Part II Theoretical maximum specific (Rice) gravity Tex-227-F Asphalt binder content Tex-236-F Hamburg Wheel test Tex-242-F Recycled Asphalt Shingles (RAS)1 Tex-217-F, Part III Asphalt binder sampling and testing Tex-500-C Tack coat sampling and testing Tex-500-C, Part III Boil test Tex-530-C 1. Testing performed by the Construction Division or designated laboratory. 4.8.3.1. Voids in Mineral Aggregates (VMA). The Engineer may determine the VMA for any production lot. Take immediate corrective action if the VMA value for any lot is less than the minimum VMA requirement for production listed in Table 8. 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 listed in Table 8. In addition to suspending production, the Engineer may require removal and replacement or may allow the lot to be left in place without payment.

340 227 4.8.3.2. Hamburg Wheel Test. The Engineer may perform a Hamburg Wheel test at any time during production, including when the boil test indicates a change in quality from the materials submitted for JMF1. In addition to testing production samples, the Engineer may obtain cores and perform Hamburg Wheel tests on any areas of the roadway where rutting is observed. Suspend production until further Hamburg Wheel tests meet the specified values when the production or core samples fail the Hamburg Wheel test criteria in Table 10. Core samples, if taken, will be obtained from the center of the finished mat or other areas excluding the vehicle wheel paths. The Engineer may require up to the entire lot of any mixture failing the Hamburg Wheel test to be removed and replaced at the Contractor’s expense. If the Department’s or Department-approved laboratory’s Hamburg Wheel test results in a “remove and replace” condition, the Contractor may request that the Department confirm the results by re-testing the failing material. The Construction Division will perform the Hamburg Wheel tests and determine the final disposition of the material in question based on the Department’s test results. 4.8.4. Individual Loads of Hot-Mix. The Engineer can 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. Placement Acceptance. 4.9.1. Placement Lot. A placement lot is defined as the area placed during a production lot (one day’s production). Placement lot numbers will correspond with production lot numbers. 4.9.2. 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, and other similar areas. Miscellaneous areas also include level-ups and thin overlays when the layer thickness specified on the plans is less than the minimum untrimmed core height eligible for testing shown in Table 12. The specified layer thickness is based on the rate of 110 lb./sq. yd. for each inch of pavement unless another rate is shown on the plans. Compact miscellaneous areas in accordance with Section 340.4.7., “Compaction.” Miscellaneous areas are not subject to in-place air void determination except for temporary detours when shown on the plans. 4.9.3. Placement Sampling. Provide the equipment and means to obtain and trim roadway cores on site. On site is defined as in close proximity to where the cores are taken. Obtain the cores within one working day of the time the placement lot is completed unless otherwise approved. Obtain two 6-in. diameter cores side-by-side at each location selected by the Engineer for in-place air void determination unless otherwise shown on the plans. For Type D and Type F mixtures, 4-in. diameter cores are allowed. Mark the cores for identification, measure 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 the cores from the roadway in accordance with Tex-207-F if the core heights meet the minimum untrimmed value listed in Table 12. Trim the cores on site in the presence of the Engineer. Use a permanent marker or paint pen to record the date and lot number on each core as well as the designation as Core A or 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 they are trimmed 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.

340 228 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 Roadway Core Custody protocol located at http://www.txdot.gov/business/specifications.htm to provide a secure means and process that protects the integrity of the cores during transport. Instead of the Contractor trimming the cores on site 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. 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 with other methods when approved. 4.9.4. Placement Testing. The Engineer may measure in-place air voids at any time during the project to verify specification compliance. 4.9.4.1. In-Place Air Voids. The Engineer will measure in-place air voids in accordance with Tex-207-F and Tex-227-F. Cores not meeting the height requirements in Table 12 will not be tested. Before drying to a constant weight, cores may be pre-dried using a Corelok or similar vacuum device to remove excess moisture. The Engineer will use the corresponding theoretical maximum specific gravity to determine the air void content of each core. The Engineer will use the average air void content of the 2 cores to determine the in-place air voids at the selected location. The Engineer will use the vacuum method to seal the core if required by Tex-207-F. The Engineer will use the test results from the unsealed core 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. Take immediate corrective action when the in-place air voids exceed the range of 3.8% and 8.5% to bring the operation within these tolerances. The Engineer may suspend operations or require removal and replacement if the in-place air voids are less than 2.7% or greater than 9.9%. 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. Areas defined in Section 340.9.2., “Miscellaneous Areas,” are not subject to in-place air void determination. 4.9.5. 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 and 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 one day while the Contractor is taking appropriate corrective action. 4.9.6. Ride Quality. Use Surface Test Type A to evaluate ride quality in accordance with Item 585, “Ride Quality for Pavement Surfaces,” unless otherwise shown on the plans. 5. MEASUREMENT 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.”

340 229 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under Section 340.5., “Measurement,” will be paid for at the unit bid price for “Dense Graded Hot-Mix Asphalt (SQ)” of the mixture type, SAC, and binder specified. These prices are full compensation for surface preparation, materials including tack coat, placement, equipment, labor, tools, and incidentals. Trial batches will not be paid for unless they are included in pavement work approved by the Department. Pay adjustment for ride quality, if applicable, will be determined in accordance with Item 585, “Ride Quality for Pavement Surfaces.”

341 230 Item 341 Dense-Graded Hot-Mix Asphalt 1. DESCRIPTION Construct a hot-mix asphalt (HMA) pavement layer composed of a compacted, dense-graded mixture of aggregate and asphalt binder mixed hot in a mixing plant. Pay adjustments will apply to HMA placed under this specification unless the HMA is deemed exempt in accordance with Section 341.4.9.4., “Exempt Production.” 2. MATERIALS Furnish uncontaminated materials of uniform quality that meet the requirements of the plans and specifications. Notify the Engineer of all material sources and before changing any material source or formulation. The Engineer will verify that the specification requirements are met when the Contractor makes a source or formulation change, and may require a new laboratory mixture design, trial batch, or both. The Engineer may sample and test project materials at any time during the project to verify specification compliance in accordance with Item 6, “Control of Materials.” 2.1. Aggregate. Furnish aggregates from sources that conform to the requirements shown in Table 1 and as specified in 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 listed in Table 1. Document all test results on 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 analysis given in 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 hot-mix listed in the BRSQC. Rated values for surface treatment (ST) do not apply to coarse aggregate sources used in hot-mix asphalt. For sources not listed on the Department’s BRSQC:  build an individual stockpile for each material;  request the Department test the stockpile for specification compliance; and  once approved, do not add material to the stockpile unless otherwise approved. Provide aggregate from non-listed sources only when tested by the Engineer and approved before use. Allow 30 calendar days for the Engineer to sample, test, and report results for non-listed sources. Provide coarse aggregate with at least the minimum SAC shown on the plans. SAC requirements only apply to aggregates used on the surface of travel lanes. SAC requirements apply to aggregates used on surfaces

341 231 other than travel lanes when shown on the plans. The SAC for sources on 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 in Table 1 may be blended with a Class A aggregate to meet requirements for Class A materials. 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 when blending Class A and B aggregates to meet a Class A requirement. Blend by volume if the bulk specific gravities of the Class A and B aggregates differ by more than 0.300. Coarse aggregate from RAP and Recycled Asphalt Shingles (RAS) will be considered as Class B aggregate for blending purposes. The Engineer may perform tests at any time during production, when the Contractor blends Class A and B aggregates to meet a Class A requirement, to 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. The Engineer will use the Department’s mix design Excel template, when electing to verify conformance, to calculate the percent of Class A aggregate retained on the No. 4 sieve by inputting 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 using the gradations supplied by the Contractor on the mixture design report as an input for the Excel template; however, 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 a minimum of one Micro-Deval abrasion test in accordance with Tex-461-A for each coarse aggregate source used in the mixture design that has a Rated 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 at any time 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: Mgest. = (RSSM)(MDact./RSMD) where: Mgest. = magnesium sulfate soundness loss MDact. = 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 Geotechnical, Soils, and Aggregates Branch of the Construction 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 from organic impurities. The Engineer may test the intermediate aggregate in accordance with Tex-408-A to verify the material is free from 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). 2.1.3. Fine Aggregate. Fine aggregates consist of manufactured sands, screenings, and field sands. Fine aggregate stockpiles must meet the gradation requirements in Table 2. Supply fine aggregates that are free

341 232 from organic impurities. The Engineer may test the fine aggregate in accordance with Tex-408-A to verify the material is free from organic impurities. No more than 15% of the total aggregate may be field sand or other uncrushed fine aggregate. Use fine aggregate, with the exception of 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 Note1 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 Combined Aggregate3 Sand equivalent, %, Min Tex-203-F 45 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. Aggregates, without mineral filler, RAP, RAS, or additives, combined as used in the job-mix formula (JMF). Table 2 Gradation Requirements for Fine Aggregate Sieve Size % Passing by Weight 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 sufficiently dry, free-flowing, and free from 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 in Table 3. Table 3 Gradation Requirements for Mineral Filler Sieve Size % Passing by Weight 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 specified on the plans.

341 233 2.5. Tack Coat. Furnish CSS-1H, SS-1H, or a PG binder with a minimum high-temperature grade of PG 58 for tack coat binder in accordance with Item 300, “Asphalts, Oils, and Emulsions.” Specialized or preferred tack coat materials may 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. The Engineer will obtain at least one sample of the tack coat binder per project in accordance with Tex-500-C, Part III, and test it to verify compliance with Item 300, “Asphalts, Oils, and Emulsions.” The Engineer will obtain the sample from the asphalt distributor immediately before use. 2.6. Additives. Use the type and rate of additive specified when shown on the plans. Additives that facilitate mixing, 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. 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). Warm Mix Asphalt (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 Department’s 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 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. 2.7. Recycled Materials. Use of RAP and RAS is permitted unless otherwise shown on the plans. Do not exceed the maximum allowable percentages of RAP and RAS shown in Table 4. The allowable percentages shown in Table 4 may be decreased or increased when shown on the plans. Determine asphalt binder content and gradation of the RAP and RAS stockpiles for mixture design purposes in accordance with Tex-236-F. The Engineer may verify the asphalt binder content of the stockpiles at any time during production. Perform other tests on RAP and RAS when shown on the plans. Asphalt binder from RAP and 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 shown in 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 Tables 4 and 5 are defined as follows:  Surface. The final HMA lift placed at or near the top of the pavement structure;  Intermediate. Mixtures placed below an HMA surface mix and less than or equal to 8.0 in. from the riding surface; and  Base. Mixtures placed greater than 8.0 in. from the riding surface. 2.7.1. RAP. RAP is salvaged, milled, pulverized, broken, or crushed asphalt pavement. Crush or break RAP so that 100% of the particles pass the 2 in. sieve. Fractionated RAP is defined as 2 or more RAP stockpiles, divided into coarse and fine fractions. 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. This allowance does not apply to a Contractor using unfractionated RAP. Department-owned RAP generated through required work on the Contract is available for the Contractor’s use when shown on the plans.

341 234 Perform any necessary tests to ensure Contractor- or Department-owned RAP is appropriate 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. The coarse RAP stockpile will contain only material retained by processing over a 3/8-in. or 1/2-in. screen unless otherwise approved. The fine RAP stockpile will contain only material passing the 3/8-in. or 1/2-in. screen unless otherwise approved. The Engineer may allow the Contractor to use an alternate to the 3/8-in. or 1/2-in. screen to fractionate the RAP. The maximum percentages of fractionated RAP may be comprised of coarse or fine fractionated RAP or the combination of both coarse and fine fractionated RAP. Do not 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 Maximum Allowable Amounts of RAP1 Maximum Allowable Fractionated RAP2 (%) Maximum Allowable Unfractionated RAP3 (%) Surface Intermediate Base Surface Intermediate Base 20.0 30.0 40.0 10.0 10.0 10.0 1. Must also meet the recycled binder to total binder ratio shown in Table 5. 2. Up to 5% RAS may be used separately or as a replacement for fractionated RAP. 3. Unfractionated RAP may not be combined with fractionated RAP or RAS. 2.7.2. RAS. Use of post-manufactured RAS or post-consumer RAS (tear-offs) is permitted unless otherwise shown on the plans. Up to 5% RAS may be used separately or as a replacement for fractionated RAP in accordance with Table 4 and Table 5. 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 by-product. Post-consumer RAS is processed shingle scrap removed from residential structures. Comply with all regulatory requirements stipulated for RAS by the TCEQ. RAS may be used separately or in conjunction with RAP. 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 5.0% 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 Department’s MPL. Remove substantially all materials before use that are not part of the shingle, such as wood, paper, metal, plastic, and felt paper. 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.

341 235 2.8. Substitute Binders. Unless otherwise shown on the plans, the Contractor may use a substitute PG binder listed in Table 5 instead of the PG binder originally specified, 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 300.2.10., “Performance-Graded Binders”; and  the mixture has less than 10.0 mm of rutting on the Hamburg Wheel test (Tex-242-F) after the number of passes required for the originally specified binder. Use of substitute PG binders may only be allowed at the discretion of the Engineer if the Hamburg Wheel test results are between 10.0 mm and 12.5 mm. Table 5 Allowable Substitute PG Binders and Maximum Recycled Binder Ratios Originally Specified PG Binder Allowable Substitute PG Binder Maximum Ratio of Recycled Binder1 to Total Binder (%) Surface Intermediate Base HMA 76-222 70-22 or 64-22 20.0 20.0 20.0 70-28 or 64-28 30.0 35.0 40.0 70-222 64-22 20.0 20.0 20.0 64-28 or 58-28 30.0 35.0 40.0 64-222 58-28 30.0 35.0 40.0 76-282 70-28 or 64-28 20.0 20.0 20.0 64-34 30.0 35.0 40.0 70-282 64-28 or 58-28 20.0 20.0 20.0 64-34 or 58-34 30.0 35.0 40.0 64-282 58-28 20.0 20.0 20.0 58-34 30.0 35.0 40.0 WMA3 76-222 70-22 or 64-22 30.0 35.0 40.0 70-222 64-22 or 58-28 30.0 35.0 40.0 64-224 58-28 30.0 35.0 40.0 76-282 70-28 or 64-28 30.0 35.0 40.0 70-282 64-28 or 58-28 30.0 35.0 40.0 64-284 58-28 30.0 35.0 40.0 1. Combined recycled binder from RAP and RAS. 2. Use no more than 20.0% recycled binder when using this originally specified PG binder. 3. WMA as defined in Section 341.2.6.2., “Warm Mix Asphalt (WMA).” 4. When used with WMA, this originally specified PG binder is allowed for use at the maximum recycled binder ratios shown in this table. 3. EQUIPMENT Provide required or necessary equipment in accordance with Item 320, “Equipment for Asphalt Concrete Pavement.” 4. CONSTRUCTION Produce, haul, place, and compact the specified paving mixture. In addition to tests required by the specification, Contractors may perform other QC tests as deemed necessary. At any time during the project, the Engineer may perform production and placement tests as deemed necessary in accordance with Item 5, “Control of the Work.” Schedule and participate in a mandatory pre-paving meeting with the Engineer on or before the first day of paving unless otherwise shown on the plans. 4.1. Certification. Personnel certified by the Department-approved hot-mix asphalt certification program must conduct all mixture designs, sampling, and testing in accordance with Table 6. Supply the Engineer with a list of certified personnel and copies of their current certificates before beginning production and when personnel changes are made. Provide a mixture design developed and signed by a Level 2 certified specialist. Provide Level 1A certified specialists at the plant during production operations. Provide Level 1B certified specialists to conduct placement tests.

341 236 Table 6 Test Methods, Test Responsibility, and Minimum Certification Levels Test Description Test Method Contractor Engineer Level1 1. Aggregate and Recycled Material Testing Sampling Tex-221-F   1A Dry sieve Tex-200-F, Part I   1A Washed sieve Tex-200-F, Part II   1A Deleterious material Tex-217-F, Parts I & III   1A Decantation Tex-217-F, Part II   1A Los Angeles abrasion Tex-410-A  TxDOT Magnesium sulfate soundness Tex-411-A  TxDOT Micro-Deval abrasion Tex-461-A  2 Crushed face count Tex-460-A   2 Flat and elongated particles Tex-280-F   2 Linear shrinkage Tex-107-E   2 Sand equivalent Tex-203-F   2 Organic impurities Tex-408-A   2 2. Asphalt Binder & Tack Coat Sampling Asphalt binder sampling Tex-500-C, Part II   1A/1B Tack coat sampling Tex-500-C, Part III   1A/1B 3. Mix Design & Verification Design and JMF changes Tex-204-F   2 Mixing Tex-205-F   2 Molding (TGC) Tex-206-F   1A Molding (SGC) Tex-241-F   1A Laboratory-molded density Tex-207-F   1A VMA2 (calculation only) Tex-204-F   2 Rice gravity Tex-227-F   1A Ignition oven correction factors3 Tex-236-F   2 Indirect tensile strength Tex-226-F   2 Hamburg Wheel test Tex-242-F   2 Boil test Tex-530-C   1A 4. Production Testing Selecting production random numbers Tex-225-F, Part I  1A Mixture sampling Tex-222-F   1A Molding (TGC) Tex-206-F   1A Molding (SGC) Tex-241-F   1A Laboratory-molded density Tex-207-F   1A VMA2 (calculation only) Tex-204-F   1A Rice gravity Tex-227-F   1A Gradation & asphalt binder content3 Tex-236-F   1A Control charts Tex-233-F   1A Moisture content Tex-212-F   1A Hamburg Wheel test Tex-242-F   2 Micro-Deval abrasion Tex-461-A  2 Boil test Tex-530-C   1A Abson recovery Tex-211-F  TxDOT Overlay test Tex-248-F  TxDOT Cantabro loss Tex-245-F  2 5. Placement Testing Selecting placement random numbers Tex-225-F, Part II  1A/1B Trimming roadway cores Tex-207-F   1A/1B In-place air voids Tex-207-F   1A/1B Establish rolling pattern Tex-207-F  1B Control charts Tex-233-F   1A Ride quality measurement Tex-1001-S   Note4 Segregation (density profile) Tex-207-F, Part V   1B Longitudinal joint density Tex-207-F, Part VII   1B Thermal profile Tex-244-F   1B 1. Level 1A, 1B, and 2 are certification levels provided by the Hot Mix Asphalt Center certification program. 2. Voids in mineral aggregates. 3. Refer to Section 341.4.9.2.3., “Production Testing,” for exceptions to using an ignition oven. 4. Profiler and operator are required to be certified at the Texas A&M Transportation Institute facility when Surface Test Type B is specified.

341 237 4.2. Reporting and Responsibilities. Use Department-provided Excel templates to record and calculate all test data, including mixture design, production and placement QC/QA, control charts, thermal profiles, segregation density profiles, and longitudinal joint density. Obtain the latest version of the Excel templates at http://www.txdot.gov/inside-txdot/forms-publications/consultants-contractors/forms/site-manager.html 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 given 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, a payment penalty, or that fails to meet the specification requirements. Record and submit all test results and pertinent information on Department-provided Excel templates to the Engineer electronically by means of a portable USB flash drive, compact disc, or via email. 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 test3 Production Quality Assurance Gradation3 Engineer Contractor 1 working day of completion of the sublot Asphalt binder content3 Laboratory-molded density1 Hamburg Wheel test2 Boil test3 Binder tests2 Placement Quality Control In-place air voids2 Contractor Engineer 1 working day of completion of the lot Segregation1 Longitudinal joint density1 Thermal profile1 Placement Quality Assurance In-place air voids1 Engineer Contractor 1 working day of receipt of the trimmed cores for in-place air voids4 Segregation2 Longitudinal joint density2 Thermal profile2 Aging ratio2 Pay 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. To be reported as soon as results become available. 3. To be performed at the frequency specified on the plans. 4. 2 days are allowed if cores cannot be dried to constant weight within 1 day. The Engineer will use the Department-provided Excel template to calculate all pay adjustment factors for the lot. Sublot samples may be discarded after the Engineer and Contractor sign off on the pay adjustment summary documentation for the lot. Use the procedures described in Tex-233-F to plot the results of all quality control (QC) and quality assurance (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.

341 238 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 of 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, WMA);  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., 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 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., operation of wings, 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. The Contractor may design the mixture using a Texas Gyratory Compactor (TGC) or a Superpave Gyratory Compactor (SGC) unless otherwise shown on the plans. Use the typical weight design example given in Tex-204-F, Part I, when using a TGC. Use the Superpave mixture design procedure given

341 239 in Tex-204-F, Part IV, when using a SGC. Design the mixture to meet the requirements listed in Tables 1, 2, 3, 4, 5, 8, 9, and 10. 4.4.1.1. Target Laboratory-Molded Density When The TGC Is Used. Design the mixture at a 96.5% target laboratory-molded density. Increase the target laboratory-molded density to 97.0% or 97.5% at the Contractor’s discretion or when shown on the plans or specification. 4.4.1.2. Design Number of Gyrations (Ndesign) When The SGC Is Used. Design the mixture at 50 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 noted in Table 9. The Ndesign level may be reduced to no less than 35 gyrations at the Contractor’s discretion. Use an approved laboratory from the Department’s MPL to perform the Hamburg Wheel test, and provide results with the mixture design, or provide the laboratory mixture and request that the Department perform the Hamburg Wheel test. The Engineer will be allowed 10 working days to provide the Contractor with Hamburg Wheel 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 at any time 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 Excel template. Include the following items in the report:  the combined aggregate gradation, source, specific gravity, and percent of each material used;  asphalt binder content and aggregate gradation of RAP and RAS stockpiles;  the target laboratory-molded density (or Ndesign level when using the SGC);  results of all applicable tests;  the mixing and molding temperatures;  the signature of the Level 2 person or persons that performed the design;  the date the mixture design was performed; and  a unique identification number for the mixture design. Table 8 Master Gradation Limits (% Passing by Weight or Volume) and VMA Requirements Sieve Size A Coarse Base B Fine Base C Coarse Surface D Fine Surface F Fine Mixture 2″ 100.01 – – – – 1-1/2″ 98.0–100.0 100.01 – – – 1″ 78.0–94.0 98.0–100.0 100.01 – – 3/4″ 64.0–85.0 84.0–98.0 95.0–100.0 100.01 – 1/2″ 50.0–70.0 – – 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 30.0–50.0 40.0–60.0 43.0–63.0 50.0–70.0 70.0–90.0 #8 22.0–36.0 29.0–43.0 32.0–44.0 35.0–46.0 38.0–48.0 #30 8.0–23.0 13.0–28.0 14.0–28.0 15.0–29.0 12.0–27.0 #50 3.0–19.0 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 2.0–7.0 Design VMA, % Minimum – 12.0 13.0 14.0 15.0 16.0 Production (Plant-Produced) VMA, % Minimum – 11.5 12.5 13.5 14.5 15.5 1. Defined as maximum sieve size. No tolerance allowed.

341 240 Table 9 Laboratory Mixture Design Properties Mixture Property Test Method Requirement Target laboratory-molded density, % (TGC) Tex-207-F 96.51 Design gyrations (Ndesign for SGC) Tex-241-F 502 Indirect tensile strength (dry), psi Tex-226-F 85–2003 Boil test4 Tex-530-C – 1. Increase to 97.0% or 97.5% at the Contractor’s discretion or when shown on the plans or specification. 2. Adjust within a range of 35–100 gyrations when shown on the plans or specification or when mutually agreed between the Engineer and Contractor. 3. The Engineer may allow the IDT strength to exceed 200 psi if the corresponding Hamburg Wheel rut depth is greater than 3.0 mm and less than 12.5 mm. 4. Used to establish baseline for comparison to production results. May be waived when approved. Table 10 Hamburg Wheel Test Requirements High-Temperature Binder Grade Test Method Minimum # of Passes1 @ 12.5 mm2 Rut Depth, Tested @ 50°C PG 64 or lower Tex-242-F 10,000 PG 70 15,000 PG 76 or higher 20,000 1. May be decreased or waived when shown on the plans. 2. When the rut depth at the required minimum number of passes is less than 3 mm, the Engineer may require the Contractor to increase the target laboratory-molded density (TGC) by 0.5% to no more than 97.5% or lower the Ndesign level (SGC) to no less than 35 gyrations. 4.4.2. Job-Mix Formula Approval. The job-mix formula (JMF) is the combined aggregate gradation, target laboratory-molded density (or 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. When WMA is used, document the additive or process used and recommended rate on 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 2 trial batches per design are required. 4.4.2.1. Contractor’s Responsibilities. 4.4.2.1.1. Providing Gyratory Compactor. Use a TGC calibrated in accordance with Tex-914-K when electing or required to design the mixture in accordance with Tex-204-F, Part I, for molding production samples. Furnish an SGC calibrated in accordance with Tex-241-F when electing or required to design the mixture in accordance with Tex-204-F, Part IV, for molding production samples. Locate the SGC, if used, at the Engineer’s field 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 gyratory compactor. 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 10,000 g of the design mixture if opting to have the Department perform the Hamburg Wheel 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.

341 241 4.4.2.1.5. Supplying Asphalt. Provide at least 1 gal. of the asphalt material and sufficient quantities of any additives proposed for use. 4.4.2.1.6. Ignition Oven Correction Factors. Determine the aggregate and asphalt correction factors from the ignition oven in accordance with Tex-236-F. Provide the Engineer with split 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. 4.4.2.1.7. Boil Test. 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. The Engineer may waive the requirement for the boil test. 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, including the WMA additive or process if applicable, for verification testing of JMF1 and development of JMF2. Produce a trial batch mixture that meets the requirements in Table 4, Table 5, and Table 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 specification 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 3 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 in Table 11. Ensure the trial batch mixture is also in compliance with the Hamburg Wheel requirement in Table 10. Use a Department-approved laboratory to perform the Hamburg Wheel test on the trial batch mixture or request that the Department perform the Hamburg Wheel test. The Engineer will be allowed 10 working days to provide the Contractor with Hamburg Wheel 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. Evaluate the trial batch test results after the Engineer grants full approval of JMF1 based on results from the trial batch, 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 voids in mineral aggregates (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 in Table 5. 4.4.2.1.15. Mixture Production. Use JMF2 to produce Lot 1 as described in Section 341.4.9.3.1.1., “Lot 1 Placement,” after receiving approval for JMF2 and a passing result from the Department’s or a Department-approved laboratory’s Hamburg Wheel test on the trial batch. If desired, proceed to Lot 1 production, once JMF2 is approved, at the Contractor’s risk without receiving the results from the Department’s Hamburg Wheel test on the trial batch.

341 242 Notify the Engineer if electing to proceed without Hamburg Wheel test results from the trial batch. Note that the Engineer may require up to the entire sublot of any mixture failing the Hamburg Wheel 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 submit 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 lot;  be numbered in sequence to the previous JMF;  meet the mixture requirements in Table 4 and Table 5;  meet the master gradation limits shown in Table 8; and  be within the operational tolerances of JMF2 listed in 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. Table 11 Operational Tolerances Description Test Method Allowable Difference Between Trial Batch and JMF1 Target Allowable Difference from Current JMF Target Allowable Difference between Contractor and Engineer1 Individual % retained for #8 sieve and larger Tex-200-F or Tex-236-F Must be Within Master Grading Limits in Table 8 ±5.02,3 ±5.0 Individual % retained for sieves smaller than #8 and larger than #200 ±3.02,3 ±3.0 % passing the #200 sieve ±2.02,3 ±1.6 Asphalt binder content, % Tex-236-F ±0.5 ±0.33 ±0.3 Laboratory-molded density, % Tex-207-F ±1.0 ±1.0 ±1.0 In-place air voids, % N/A N/A ±1.0 Laboratory-molded bulk specific gravity N/A N/A ±0.020 VMA, %, min Tex-204-F Note4 Note4 N/A Theoretical maximum specific (Rice) gravity Tex-227-F N/A N/A ±0.020 1. Contractor may request referee testing only when values exceed these tolerances. 2. When within these tolerances, mixture production gradations may fall outside the master grading limits; however, the % passing the #200 will be considered out of tolerance when outside the master grading limits. 3. Only applies to mixture produced for Lot 1 and higher. 4. Test and verify that Table 8 requirements are met. 4.4.2.2. Engineer’s Responsibilities. 4.4.2.2.1. Gyratory Compactor. For mixtures designed in accordance with Tex-204-F, Part I, the Engineer will use a Department TGC, calibrated in accordance with Tex-914-K, to mold samples for trial batch and production testing. The Engineer will make the Department TGC and the Department field laboratory available to the Contractor for molding verification samples, if requested by the Contractor. For mixtures designed in accordance with Tex-204-F, Part IV, 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 location. The Engineer will make the Contractor-provided SGC in the Department field laboratory available to the Contractor for molding verification samples. 4.4.2.2.2. Conditional Approval of JMF1 and Authorizing Trial Batch. The Engineer will review and verify conformance of the following information within 2 working days of receipt:  the Contractor’s mix design report (JMF1);  the Contractor-provided Hamburg Wheel test results;

341 243  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 JMF1 indicates that the Contractor’s mixture design meets the specifications. When the Contractor does not provide Hamburg Wheel 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. After conditionally approving JMF1, including either Contractor- or Department-supplied Hamburg Wheel test results, the Contractor is authorized to produce a trial batch. 4.4.2.2.3. Hamburg Wheel Testing of JMF1. If the Contractor requests the option to have the Department perform the Hamburg Wheel 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 in Table 10. 4.4.2.2.4. Ignition Oven Correction Factors. The Engineer will use the split samples provided by the Contractor to determine the aggregate and asphalt correction factors for the ignition oven used for QA testing during production in accordance with Tex-236-F. 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 in Table 11. If the Contractor requests the option to have the Department perform the Hamburg Wheel 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 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; and  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 in Table 11. 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 one working day if the mixture meets the requirements in Table 5 and the gradation meets the master grading limits shown in 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 Lot 1 production (using JMF2) as soon as a passing result is achieved from the Department’s or a Department-approved laboratory’s Hamburg Wheel test on the trial batch. The Contractor may proceed at its own risk with Lot 1 production without the results from the Hamburg Wheel test on the trial batch. If the Department’s or Department-approved laboratory’s sample from the trial batch fails the Hamburg Wheel test, the Engineer will suspend production until further Hamburg Wheel tests meet the specified values. The Engineer may require up to the entire sublot of any mixture failing the Hamburg Wheel test be removed and replaced at the Contractor’s expense.

341 244 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, Table 5, and the master grading limits shown in Table 8, and are within the operational tolerances of JMF2 shown in Table 11. 4.5. Production Operations. Perform a new trial batch when the plant or plant location is changed. Take corrective action and receive approval to proceed after any production suspension for noncompliance to 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 on the mixture design report; or  RAS stockpile used in the mix is more than 2.0% higher than the value shown on 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, “Asphalts, Oils, and Emulsions,” or outside the manufacturer’s recommended values. Provide the Engineer with daily records of asphalt binder and hot-mix asphalt discharge temperatures (in legible and discernible increments) in accordance with Item 320, “Equipment for Asphalt Concrete Pavement,” 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 350°F (or 275°F for WMA) and is not lower than 215°F. The Department will not pay for or allow placement of any mixture produced above 350°F. Produce WMA within the target discharge temperature range of 215°F and 275°F when WMA is required. Take corrective action any time 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 shown on the Department’s MPL to coat the inside bed of the truck when necessary. 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 hand-held 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 Material Transfer Device (MTD) before or as the mix enters the paver and an approximate station number or GPS coordinates on each ticket. 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 material 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 with lane lines, or as

341 245 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 in Table 12 to determine the compacted lift thickness of each layer when multiple lifts are required. The thickness determined is based on the rate of 110 lb./sq. yd. for each inch of pavement unless otherwise shown on the plans. Table 12 Compacted Lift Thickness and Required Core Height Mixture Type Compacted Lift Thickness Guidelines Minimum Untrimmed Core Height (in.) Eligible for Testing Minimum (in.) Maximum (in.) A 3.00 6.00 2.00 B 2.50 5.00 1.75 C 2.00 4.00 1.50 D 1.50 3.00 1.25 F 1.25 2.50 1.25 4.7.1. Weather Conditions. 4.7.1.1. When Using a Thermal Imaging System. The Contractor may pave any time the roadway is dry and the roadway surface temperature is at least 32°F; however, the Engineer may restrict the Contractor from paving surface mixtures if the ambient temperature is likely to drop below 32°F within 12 hr. of paving. Provide output data from the thermal imaging system to demonstrate to the Engineer that no recurring severe thermal segregation exists in accordance with Section 341.4.7.3.1.2., “Thermal Imaging System.” 4.7.1.2. When Not Using a Thermal Imaging System. Place mixture when the roadway surface temperature is at or above the temperatures listed in Table 13 unless otherwise approved or as shown on the plans. Measure the roadway surface temperature with a hand-held 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. The Engineer may restrict the Contractor from paving if the ambient temperature is likely to drop below 32°F within 12 hr. of paving. Table 13 Minimum Pavement Surface Temperatures Originally Specified High Temperature Binder Grade Minimum Pavement Surface Temperatures (°F) Subsurface Layers or Night Paving Operations Surface Layers Placed in Daylight Operations PG 64 or lower 45 50 PG 70 551 601 PG 76 or higher 601 601 1. Contractors may pave at temperatures 10°F lower than these values when utilizing a paving process including WMA or equipment that eliminates thermal segregation. In such cases, use a hand-held 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. 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 a thin, uniform tack coat to all contact surfaces of curbs, structures, and all joints. 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. Roll the tack coat with a pneumatic-tire roller to remove streaks and other irregular patterns when directed. 4.7.3. Lay-Down Operations. 4.7.3.1. Thermal Profile. Use a hand-held 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 Section 341.4.9.3.1.4., “Miscellaneous Areas.”

341 246 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, are deemed as having moderate thermal segregation. 4.7.3.1.1.2. Severe. Any areas that have a temperature differential greater than 50°F are deemed as having severe thermal segregation. 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 identified 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 when 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 upon completion of the project or as requested by the Engineer. 4.7.3.1.3. Thermal Camera. Take immediate corrective action to eliminate recurring moderate thermal segregation when a hand-held thermal camera is used. Evaluate areas with moderate thermal segregation by performing density profiles in accordance with Section 341.4.9.3.3.2., “Segregation (Density Profile).” Provide the Engineer with the thermal profile of every sublot within one working day of the completion of each lot. Report the results of each thermal profile in accordance with Section 341.4.2., “Reporting and Responsibilities.” The Engineer will use a hand-held thermal camera to obtain a thermal profile at least once per project. No production or placement bonus will be paid for any sublot that contains severe thermal segregation. 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 Section. Evaluate areas with severe thermal segregation by performing density profiles in accordance with Section 341.4.9.3.3.2., “Segregation (Density Profile).” Remove and replace the material in any areas that have both severe thermal segregation and a failing result for Segregation (Density Profile) unless otherwise directed. The sublot in question may receive a production and placement bonus if applicable when the defective material is successfully removed and replaced. 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 dumps, live bottom, or end dump trucks to haul and transfer mixture; however, with exception of paving miscellaneous areas, end dump trucks are only allowed when used in conjunction with an MTD with remixing capability or when a thermal imaging system is used unless otherwise allowed. 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 341.4.9.3.3.4., “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 Exempt 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 required for compaction as approved. Use a pneumatic-tire roller to seal the surface unless excessive pickup of fines occurs. Use additional rollers as required to

341 247 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 first 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 with rollers. The Engineer may require rolling with a trench roller on widened areas, in trenches, and in other limited areas. Complete all compaction operations before the pavement temperature drops below 160°F unless otherwise allowed. The Engineer may allow compaction with a light finish roller operated in static mode for pavement temperatures below 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. Pay adjustments for the material will be in accordance with Section 341.6., “Payment.” Sample and test the hot-mix on a lot and sublot basis. Suspend production until test results or other information indicates to the satisfaction of the Engineer that the next material produced or placed will result in pay factors of at least 1.000, if the production pay factor given in Section 341.6.1., “Production Pay Adjustment Factors,” for 2 consecutive lots or the placement pay factor given in Section 341.6.2., “Placement Pay Adjustment Factors,” for 2 consecutive lots is below 1.000. 4.9.1. Referee Testing. The Construction 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 shown in 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 particular tests in question. Allow 10 working days from the time the referee laboratory receives the samples for test results to be reported. The Department may require the Contractor to reimburse the Department for referee tests if more than 3 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 Construction 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. With the exception of “remove and replace” conditions, referee test results are final and will establish pay adjustment factors for the sublot in question. The Contractor may decline referee testing and accept the Engineer’s test results when the placement pay 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 Replacement.” 4.9.2. Production Acceptance. 4.9.2.1. Production Lot. A production lot consists of 4 equal sublots. The default quantity for Lot 1 is 1,000 tons; however, when requested by the Contractor, the Engineer may increase the quantity for Lot 1 to no more than 4,000 tons. The Engineer will select subsequent lot sizes based on the anticipated daily production such that approximately 3 to 4 sublots are produced each day. The lot size will be between 1,000 tons and 4,000 tons. 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

341 248 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. Incomplete 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 Pay Adjustment Factors.” Close all lots within 5 working days unless otherwise allowed. 4.9.2.2. Production Sampling. 4.9.2.2.1. Mixture Sampling. Obtain hot-mix samples from trucks at the plant in accordance with Tex-222-F. The sampler will split each sample into 3 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 obtain and test a “blind” sample instead of the random sample collected by the Contractor. Test either the “blind” or the random sample; however, referee testing (if applicable) will be based on a comparison of results from the “blind” sample. The location of the Engineer’s “blind” sample will not be disclosed to the Contractor. 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 will use the Contractor’s split sample for sublots not sampled by the Engineer. 4.9.2.2.2. Informational Cantabro and Overlay Testing. When requested or shown on the plans, select one random sublot from Lot 2 or higher for Cantabro and Overlay testing during the first week of production. Obtain and provide the Engineer with approximately 90 lb. (40 kg) of mixture in sealed containers, boxes, or bags labeled with the Control-Section-Job (CSJ), mixture type, lot, and sublot number. The Engineer will ship the mixture to the Construction Division for Cantabro and Overlay testing. Results from these tests will not be used for specification compliance. 4.9.2.2.3. Asphalt Binder Sampling. Obtain a 1-qt. sample of the asphalt binder for each lot of mixture produced. 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 in accordance with Tex-500-C, Part II. Label the can with the corresponding lot and sublot numbers and deliver the sample to the Engineer. The Engineer may also obtain independent samples. If obtaining an independent asphalt binder sample, the Engineer will split a sample of the asphalt binder with the Contractor. The Engineer will test at least one asphalt binder sample per project to verify compliance with Item 300, “Asphalts, Oils, and Emulsions.” 4.9.2.3. Production Testing. The Contractor and Engineer must perform production tests in accordance with Table 14. The Contractor has the option to verify the Engineer’s test results on split samples provided by the Engineer. Determine compliance with operational tolerances listed 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 98.0% 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 does not yield reliable results. Provide evidence that results from Tex-236-F 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.

341 249 Table 14 Production and Placement Testing Frequency Description Test Method Minimum Contractor Testing Frequency Minimum Engineer Testing Frequency Individual % retained for #8 sieve and larger Tex-200-F or Tex-236-F 1 per sublot 1 per 12 sublots1 Individual % retained for sieves smaller than #8 and larger than #200 % passing the #200 sieve Laboratory-molded density Tex-207-F N/A 1 per sublot1 Laboratory-molded bulk specific gravity In-place air voids VMA Tex-204-F Segregation (density profile)2 Tex-207-F, Part V 1 per sublot 1 per project Longitudinal joint density Tex-207-F, Part VII Moisture content Tex-212-F, Part II When directed Theoretical maximum specific (Rice) gravity Tex-227-F N/A 1 per sublot1 Asphalt binder content Tex-236-F 1 per sublot 1 per lot1 Hamburg Wheel test Tex-242-F N/A 1 per project Recycled Asphalt Shingles (RAS)3 Tex-217-F, Part III N/A Thermal profile2 Tex-244-F 1 per sublot Asphalt binder sampling and testing Tex-500-C 1 per lot (sample only) Tack coat sampling and testing Tex-500-C, Part III N/A Boil test4 Tex-530-C 1 per lot Cantabro loss5 Tex-245-F 1 per project (sample only) Overlay test5 Tex-248-F 1. For production defined in Section 341.4.9.4., “Exempt Production,” the Engineer will test one per day if 100 tons or more are produced. For Exempt Production, no testing is required when less than 100 tons are produced. 2. Not required when a thermal imaging system is used. 3. Testing performed by the Construction Division or designated laboratory. 4. The Engineer may reduce or waive the sampling and testing requirements based on a satisfactory test history. 5. Testing performed by the Construction Division and for informational purposes only. 4.9.2.4. Operational Tolerances. Control the production process within the operational tolerances listed 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 for 3 consecutive sublots on the same sieve or 4 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 listed in Table 11. No production or placement bonus 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. Voids in Mineral Aggregates (VMA). 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 listed in Table 8. Suspend production and shipment of the mixture if the Engineer’s VMA results on 2 consecutive sublots are below the minimum VMA requirement for production listed in Table 8. No production or placement bonus will be paid for any sublot that does not meet the minimum VMA requirement for production listed in Table 8 based on the Engineer’s VMA determination.

341 250 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 listed 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 Wheel test at any time during production, including when the boil test indicates a change in quality from the materials submitted for JMF1. In addition to testing production samples, the Engineer may obtain cores and perform Hamburg Wheel tests on any areas of the roadway where rutting is observed. Suspend production until further Hamburg Wheel tests meet the specified values when the production or core samples fail the Hamburg Wheel test criteria in Table 10. Core samples, if taken, will be obtained from the center of the finished mat or other areas excluding the vehicle wheel paths. The Engineer may require up to the entire sublot of any mixture failing the Hamburg Wheel test to be removed and replaced at the Contractor’s expense. If the Department’s or Department approved laboratory’s Hamburg Wheel test results in a “remove and replace” condition, the Contractor may request that the Department confirm the results by re-testing the failing material. The Construction Division will perform the Hamburg Wheel tests and determine the final disposition of the material in question based on the Department’s test results. 4.9.2.5. Individual Loads of Hot-Mix. The Engineer can 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 4 placement sublots. A placement sublot consists of the area placed during a production sublot. 4.9.3.1.1. Lot 1 Placement. Placement bonuses for Lot 1 will be in accordance with Section 341.6.2., “Placement Pay Adjustment Factors”; however, no placement penalty 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 pay adjustments unless designated 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, 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 specified on the plans is less than the minimum untrimmed core height eligible for testing shown in Table 12. The specified layer thickness is based on the rate of 110 lb./sq. yd. for each inch of pavement unless another rate is shown on the plans. When “level up” is listed as part of the item bid description code, a pay adjustment factor of 1.000 will be assigned for all placement sublots as described in Section 341.6, “Payment.” Miscellaneous areas are not eligible for random placement sampling locations. Compact miscellaneous areas in accordance with 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.

341 251 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 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 designated on the plans as not subject to in-place 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 on site. On-site is defined as in close proximity to where the cores are taken. Obtain the cores within one 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. For Type D and Type F mixtures, 4-in. diameter cores are allowed. Mark the cores for identification, measure 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 the cores from the roadway in accordance with Tex-207-F if the core heights meet the minimum untrimmed value listed in Table 12. Trim the cores on site 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 Core A or 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 they are trimmed 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 Roadway Core Custody protocol located at http://www.txdot.gov/business/specifications.htm to provide a secure means and process that protects 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 12. Trim the cores as described above before delivering to the Engineer if electing to have the cores included in the air void determination. Deliver untrimmed cores to the Engineer and inform the Engineer of the decision to not have the cores included in air void determination if electing to not have the cores included in air void determination. 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 on site 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. 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 with other methods when approved.

341 252 4.9.3.3. Placement Testing. Perform placement tests in accordance with Table 14. 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 listed 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 Corelok 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 by Tex-207-F. The Engineer will use the test results from the unsealed core to determine the placement pay 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. 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 a density profile every time the paver stops for more than 60 sec. on areas that are identified by either the Contractor or the Engineer as having thermal segregation and on any visibly segregated areas unless otherwise approved. Perform a minimum of one profile per sublot if the paver does not stop for more than 60 sec. and there are no visibly segregated areas or areas that are identified as having thermal segregation. Provide the Engineer with the density profile of every sublot in the lot within one working day of the completion 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 in Table 15. No production or placement bonus will be paid for any sublot that contains a failing density profile. When a hand-held thermal camera is used instead of a thermal imaging system, 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 341.4.9.3.3.5., “Irregularities.” The sublot in question may receive a production and placement bonus if applicable when the defective material is successfully removed and replaced. Investigate density profile failures and take corrective actions during production and placement to eliminate the segregation. Suspend production if 2 consecutive density profiles fail unless otherwise approved. Resume production after the Engineer approves changes to production or placement methods. Table 15 Segregation (Density Profile) Acceptance Criteria Mixture Type Maximum Allowable Density Range (Highest to Lowest) Maximum Allowable Density Range (Average to Lowest) Type A & Type B 8.0 pcf 5.0 pcf Type C, Type D & Type F 6.0 pcf 3.0 pcf 4.9.3.3.3. Longitudinal Joint Density. 4.9.3.3.3.1. 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.

341 253 4.9.3.3.3.2. 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 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 one 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 2 consecutive sublots fail unless otherwise approved. Resume production after the Engineer approves changes to production or placement methods. 4.9.3.3.4. 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 Construction 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 performance grade 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. 4.9.3.3.5. 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 and 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 one day while the Contractor is taking appropriate corrective action. 4.9.4. Exempt Production. The Engineer may deem the mixture as exempt production for the following conditions:  anticipated daily production is less than 1,000 tons;  total production for the project is less than 5,000 tons;  when mutually agreed between the Engineer and the Contractor; or  when shown on the plans. For exempt production, the Contractor is relieved of all production and placement sampling and testing requirements, and the production and placement pay factors are 1.000. All other specification requirements apply, and the Engineer will perform acceptance tests for production and placement listed in Table 14 when 100 tons or more per day are produced. For exempt production:  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”; and

341 254  when a thermal imaging system is not used, the Engineer may perform segregation (density profiles) and thermal profiles in accordance with the specification. 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. MEASUREMENT 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.” 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under Section 341.5., “Measurement,” will be paid for at the unit bid price for “Dense Graded Hot-Mix Asphalt” of the mixture type, SAC, and binder specified. These prices are full compensation for surface preparation, materials including tack coat, placement, equipment, labor, tools, and incidentals. Pay adjustments for bonuses and penalties will be applied as determined in this Item; however, a pay adjustment factor of 1.000 will be assigned for all placement sublots for “level ups” only when “level up” is listed as part of the item bid description code. A pay adjustment factor of 1.000 will be assigned to all production and placement sublots when “exempt” is listed as part of the item bid description code. Payment for each sublot, including applicable pay adjustment bonuses, will only be paid for sublots when the Contractor supplies the Engineer with the required documentation for production and placement QC/QA, thermal profiles, segregation density profiles, and longitudinal joint densities in accordance with Section 341.4.2., “Reporting and Responsibilities.” When a thermal imaging system is used, documentation is not required for thermal profiles or segregation density profiles on individual sublots; however, the thermal imaging system automated reports described in Tex-244-F are required. Trial batches will not be paid for unless they are included in pavement work approved by the Department. Pay adjustment for ride quality will be determined in accordance with Item 585, “Ride Quality for Pavement Surfaces.” 6.1. Production Pay Adjustment Factors. The production pay adjustment factor is based on the laboratory- molded density using the Engineer’s test results. A pay adjustment factor will be determined from Table 16 for each sublot using the deviation from the target laboratory-molded density defined in Table 9. The production pay adjustment factor for completed lots will be the average of the pay adjustment factors for the 4 sublots sampled within that lot.

341 255 Table 16 Production Pay Adjustment Factors for Laboratory-Molded Density1 Absolute Deviation from Target Laboratory-Molded Density Production Pay 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 less than 95.0% or greater than 98.0%, 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 acceptable results. 6.1.1. Payment for Incomplete Production Lots. Production pay adjustments for incomplete lots, described under Section 341.4.9.2.1.1., “Incomplete Production Lots,” will be calculated using the average production pay factors from all sublots sampled. A production pay factor of 1.000 will be assigned to any lot when the random sampling plan did not result in collection of any samples. 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 listed in Table 16, 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 Pay Adjustment Factors. The placement pay adjustment factor is based on in-place air voids using the Engineer’s test results. A pay adjustment factor will be determined from Table 17 for each sublot that requires in-place air void measurement. A placement pay adjustment factor of 1.000 will be assigned to the entire sublot when the random sample location falls in an area designated on the plans as not subject to in-place air void determination. A placement pay 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 pay adjustment factor for completed lots will be the average of the placement pay adjustment factors for up to 4 sublots within that lot.

341 256 Table 17 Placement Pay Adjustment Factors for In-Place Air Voids In-Place Air Voids Placement Pay Adjustment Factor In-Place Air Voids Placement Pay 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. Pay 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 pay factors from all sublots sampled and sublots where the random location falls in an area designated on the plans as not eligible for in-place air void determination. A placement pay adjustment factor of 1.000 will be assigned to any lot when the random sampling plan did not result in collection of any samples. 6.2.2. Placement Sublots Subject to Removal and Replacement. If after referee testing, the placement pay adjustment factor for any sublot results in a “remove and replace” condition as listed in Table 17, the Engineer will choose the location of 2 cores to be taken within 3 ft. of the original failing core location. The Contractor will obtain the cores in the presence of the Engineer. The Engineer will take immediate possession of the untrimmed cores and submit the untrimmed cores to the Construction Division, where they will be trimmed if necessary and tested for bulk specific gravity within 10 working days of receipt. The average bulk specific gravity of the cores will be divided by the Engineer’s average maximum theoretical specific gravity for that lot to determine the new pay adjustment factor of the sublot in question. If the new pay adjustment factor is 0.700 or greater, the new pay adjustment factor will apply to that sublot. If the new pay adjustment factor is less than 0.700, no payment will be made for the sublot. Remove and replace the

341 257 failing 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 requirements of this Item will be paid for in accordance with this Section. 6.3. Total Adjusted Pay Calculation. Total adjusted pay (TAP) will be based on the applicable pay adjustment factors for production and placement for each lot. TAP = (A+B)/2 where: A = Bid price × production lot quantity × average pay adjustment factor for the production lot B = Bid price × placement lot quantity × average pay 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

342 258 Item 342 Permeable Friction Course (PFC) 1. DESCRIPTION Construct a hot-mix asphalt (HMA) surface course composed of a compacted permeable mixture of aggregate, asphalt binder, and additives mixed hot in a mixing plant. 2. MATERIALS Furnish uncontaminated materials of uniform quality that meet the requirements of the plans and specifications. Notify the Engineer of all material sources and before changing any material source or formulation. The Engineer will verify that the specification requirements are met when the Contractor makes a source or formulation change, and may require a new laboratory mixture design, trial batch, or both. The Engineer may sample and test project materials at any time during the project to verify specification compliance in accordance with Item 6, “Control of Materials.” 2.1. Aggregate. Furnish aggregates from sources that conform to the requirements shown in Table 1 and as specified in 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 aggregate. Do not use intermediate or fine aggregate in PFC mixtures. 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 listed in Table 1. Document all test results on 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 analysis given in 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 hot-mix listed in the BRSQC. Rated values for surface treatment (ST) do not apply to coarse aggregate sources used in hot-mix asphalt. For sources not listed on the Department’s BRSQC:  build an individual stockpile for each material;  request the Department test the stockpile for specification compliance; and  once approved, do not add material to the stockpile unless otherwise approved. Provide aggregate from non-listed sources only when tested by the Engineer and approved before use. Allow 30 calendar days for the Engineer to sample, test, and report results for non-listed sources. Provide coarse aggregate with at least the minimum SAC shown on the plans. SAC requirements only apply to aggregates used on the surface of travel lanes. SAC requirements apply to aggregates used on surfaces other than travel lanes when shown on the plans. The SAC for sources on the Department’s Aggregate Quality Monitoring Program (AQMP) (Tex-499-A) is listed in the BRSQC.

342 259 2.1.1.1. Blending Class A and Class B Aggregates. Class B aggregate meeting all other requirements in Table 1 may be blended with a Class A aggregate to meet requirements for Class A materials; however, Class B virgin (non-recycled) aggregate may be disallowed when shown on the plans. 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 when blending Class A and B aggregates to meet a Class A requirement. Blend by volume if the bulk specific gravities of the Class A and B aggregates differ by more than 0.300. Coarse aggregate from RAP and Recycled Asphalt Shingles (RAS) will be considered as Class B aggregate for blending purposes. The Engineer may perform tests at any time during production, when the Contractor blends Class A and B aggregates to meet a Class A requirement, to 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. The Engineer will use the Department’s mix design Excel template, when electing to verify conformance, to calculate the percent of Class A aggregate retained on the No. 4 sieve by inputting 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 using the gradations supplied by the Contractor on the mixture design report as an input for the Excel template; however, 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 a minimum of one Micro-Deval abrasion test in accordance with Tex-461-A for each coarse aggregate source used in the mixture design that has a Rated 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 at any time 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: Mgest. = (RSSM)(MDact./RSMD) where: Mgest. = magnesium sulfate soundness loss MDact. = 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 Geotechnical, Soils, and Aggregates Branch of the Construction Division, and additional testing may be required before granting approval. Table 1 Coarse Aggregate Quality Requirements Property Test Method Requirement SAC Tex-499-A (AQMP) As shown on the plans Deleterious material, %, Max Tex-217-F, Part I 1.0 Decantation, %, Max Tex-217-F, Part II 1.5 Micro-Deval abrasion, % Tex-461-A Note1 Los Angeles abrasion, %, Max Tex-410-A 30 Magnesium sulfate soundness, 5 cycles, %, Max Tex-411-A 20 Crushed face count,2 %, Min Tex-460-A, Part I 95 Flat and elongated particles @ 5:1, %, Max Tex-280-F 10 1. Used to estimate the magnesium sulfate soundness loss in accordance with Section 342.2.1.1.2., “Micro-Deval Abrasion.” 2. Only applies to crushed gravel. 2.2. Baghouse Fines. Fines collected by the baghouse or other dust-collecting equipment may be reintroduced into the mixing drum.

342 260 2.3. Asphalt Binder. Furnish the type and grade of binder specified on the plans that meets the requirements of Item 300, “Asphalts, Oils, and Emulsions.” 2.3.1. Performance-Graded (PG) Binder. Provide an asphalt binder with a high-temperature grade of PG 76 and low-temperature grade as shown on the plans in accordance with Section 300.2.10., “Performance-Graded Binders,” when PG binder is specified. 2.3.2. Asphalt-Rubber (A-R) Binder. Provide A-R binder that meets the Type I or Type II requirements of Section 300.2.9., “Asphalt-Rubber Binders,” when A-R is specified unless otherwise shown on the plans. Use at least 15.0% by weight of Crumb Rubber Modifier (CRM) that meets the Grade B or Grade C requirements of Section 300.2.7., “Crumb Rubber Modifier,” unless otherwise shown on the plans. Provide the Engineer the A-R binder blend design with the mix design (JMF1) submittal. Provide the Engineer with documentation such as the bill of lading showing the quantity of CRM used in the project unless otherwise directed. 2.4. Tack Coat. Furnish CSS-1H, SS-1H, or a PG binder with a minimum high-temperature grade of PG 58 for tack coat binder in accordance with Item 300, “Asphalts, Oils, and Emulsions.” Specialized or preferred tack coat materials may 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. The Engineer will obtain at least one sample of the tack coat binder per project in accordance with Tex-500-C, Part III, and test it to verify compliance with Item 300, “Asphalts, Oils, and Emulsions.” The Engineer will obtain the sample from the asphalt distributor immediately before use. 2.5. Additives. Use the type and rate of additive specified when shown on the plans. Additives that facilitate mixing, 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. 2.5.1. Fibers. Provide cellulose or mineral fibers when PG binder is specified. Do not use fibers when A-R binder is specified. Submit written certification to the Engineer that the fibers proposed for use meet the requirements of DMS-9204, “Fiber Additives for Bituminous Mixtures.” Fibers may be pre-blended into the binder at the asphalt supply terminal unless otherwise shown on the plans. When at least 3% RAS is used in the mixture, the Contractor may reduce the amount of fibers as specified in Table 4, Note 3. 2.5.2. Lime Mineral Filler. Add lime as mineral filler at a rate of 1.0% by weight of the total dry aggregate in accordance with Item 301, “Asphalt Antistripping Agents,” unless otherwise shown on the plans or waived by the Engineer based on Hamburg Wheel test results. 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. 2.5.3. Lime and Liquid Antistripping Agent. 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. When the plans require lime to be added as an antistripping agent, lime added as mineral filler will count towards the total quantity of lime specified. 2.5.4. Warm Mix Asphalt (WMA). Warm Mix Asphalt (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 Department’s 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 below 275°F.

342 261 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. Recycled Materials. Use of RAP and RAS is permitted unless otherwise shown on the plans. Do not exceed the maximum allowable percentages of RAP and RAS shown in Table 2. The allowable percentages shown in Table 2 may be decreased or increased when shown on the plans. Determine asphalt binder content and gradation of the RAP and RAS stockpiles for mixture design purposes in accordance with Tex-236-F. The Engineer may verify the asphalt binder content of the stockpiles at any time during production. Perform other tests on RAP and RAS when shown on the plans. Asphalt binder from RAP and 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 shown in Table 2 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. 2.6.1. RAP. RAP is salvaged, milled, pulverized, broken, or crushed asphalt pavement. Crush or break RAP so that 100% of the particles pass the 2 in. sieve. Fractionated RAP is defined as 2 or more RAP stockpiles, divided into coarse and fine fractions. 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. Unfractionated RAP is not allowed in PFC mixtures. Department-owned RAP generated through 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 appropriate 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. The coarse RAP stockpile will contain only material retained by processing over a 3/8-in. or 1/2-in. screen unless otherwise approved. Fine RAP is not allowed in PFC mixtures. The Engineer may allow the Contractor to use an alternate to the 3/8-in. or 1/2-in. screen to fractionate the RAP. Do not use Department- or Contractor-owned RAP contaminated with dirt or other objectionable materials. 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. 2.6.2. RAS. Use of post-manufactured RAS or post-consumer RAS (tear-offs) is permitted unless otherwise shown on the plans. 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 by-product. Post-consumer RAS is processed shingle scrap removed from residential structures. Comply with all regulatory requirements stipulated for RAS by the TCEQ. RAS may be used separately or in conjunction with RAP. 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. Any stockpile that contains RAS will be considered a RAS stockpile and be limited to no more than 5.0% of the HMA mixture in accordance with Table 2. 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 Department’s MPL. Remove substantially all materials before use that are not part of the shingle, such as wood, paper, metal, plastic, and

342 262 felt paper. 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. Table 2 Maximum Allowable Amounts of Recycled Binder, RAP, and RAS Maximum Ratio of Recycled Binder to Total Binder1 (%) Maximum Allowable Recycled Material2 (%) Fractionated RAP3 RAS4 15.0 10.0 5.0 1. Combined recycled binder from fractionated RAP and RAS. 2. Unfractionated RAP is not allowed in PFC mixtures. 3. May replace up to 5% fractionated RAP with RAS. 4. May be used separately or as a replacement for no more than 5% of the allowable fractionated RAP. 3. EQUIPMENT Provide required or necessary equipment in accordance with Item 320, “Equipment for Asphalt Concrete Pavement.” When A-R binder is specified, equip the hot-mix plant with an in-line viscosity-measuring device located between the blending unit and the mixing drum. Provide a means to calibrate the asphalt mass flow meter on-site when a meter is used. 4. CONSTRUCTION Produce, haul, place, and compact the specified paving mixture. In addition to tests required by the specification, Contractors may perform other QC tests as deemed necessary. At any time during the project, the Engineer may perform production and placement tests as deemed necessary in accordance with Item 5, “Control of the Work.” Schedule and participate in a mandatory pre-paving meeting with the Engineer on or before the first day of paving unless otherwise shown on the plans. 4.1. Certification. Personnel certified by the Department-approved hot-mix asphalt certification program must conduct all mixture designs, sampling, and testing in accordance with Table 3. Supply the Engineer with a list of certified personnel and copies of their current certificates before beginning production and when personnel changes are made. Provide a mixture design developed and signed by a Level 2 certified specialist. Provide Level 1A certified specialists at the plant during production operations. Provide Level 1B certified specialists to conduct placement tests.

342 263 Table 3 Test Methods, Test Responsibility, and Minimum Certification Levels Test Description Test Method Contractor Engineer Level1 1. Aggregate and Recycled Material Testing Sampling Tex-221-F   1A Dry sieve Tex-200-F, Part I   1A Washed sieve Tex-200-F, Part II   1A Deleterious material Tex-217-F, Parts I & III   1A Decantation Tex-217-F, Part II   1A Los Angeles abrasion Tex-410-A  TxDOT Magnesium sulfate soundness Tex-411-A  TxDOT Micro-Deval abrasion Tex-461-A  2 Crushed face count Tex-460-A   2 Flat and elongated particles Tex-280-F   2 2. Asphalt Binder & Tack Coat Sampling Asphalt binder sampling Tex-500-C, Part II   1A/1B Tack coat sampling Tex-500-C, Part III   1A/1B 3. Mix Design & Verification Design and JMF changes Tex-204-F   2 Mixing Tex-205-F   2 Molding (SGC) Tex-241-F   1A Laboratory-molded density Tex-207-F   1A Rice gravity Tex-227-F   1A Ignition oven correction factors2 Tex-236-F   2 Drain-down Tex-235-F   1A Hamburg Wheel test Tex-242-F   2 Overlay test Tex-248-F  TxDOT Boil test Tex-530-C   1A Cantabro loss Tex-245-F   2 4. Production Testing Control charts Tex-233-F   1A Mixture sampling Tex-222-F   1A Gradation & asphalt binder content2 Tex-236-F   1A Moisture content Tex-212-F   1A Micro-Deval abrasion Tex-461-A  2 Drain-down Tex-235-F   1A Boil test Tex-530-C   1A Abson recovery Tex-211-F  TxDOT 5. Placement Testing Control charts Tex-233-F   1A Ride quality measurement Tex-1001-S   Note3 Thermal profile Tex-244-F   1B Permeability Tex-246-F   1B 1. Level 1A, 1B, and 2 are certification levels provided by the Hot Mix Asphalt Center certification program. 2. Refer to Section 342.4.5., “Production Operations," for exceptions to using an ignition oven. 3. Profiler and operator are required to be certified at the Texas A&M Transportation Institute facility when Surface Test Type B is specified. 4.2. Reporting and Responsibilities. Use Department-provided Excel templates to record and calculate all test data, including mixture design, production and placement tests, control charts, and thermal profiles. Obtain the latest version of the Excel templates at http://www.txdot.gov/inside-txdot/forms-publications/consultants- contractors/forms/site-manager.html or from the Engineer. The Engineer and the Contractor will provide any available test results to the other party when requested. The Engineer and the Contractor will immediately report to the other party any test result that requires suspension of production or placement or that fails to meet the specification requirements. Record and submit all test results and pertinent information on Department-provided Excel templates to the Engineer electronically by means of a portable USB flash drive, compact disc, or via email. 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

342 264 discretion of the Engineer in accordance with Article 5.3., “Conformity with Plans, Specifications, and Special Provisions.” Use the procedures described in Tex-233-F to plot the results of all production and placement testing, when directed. 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 when directed. 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 of 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, WMA, fibers);  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., 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 segregation and preventing material spillage;  process to balance production, delivery, paving, and compaction to achieve continuous placement operations and good ride quality;

342 265  paver operations (e.g., operation of wings, 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 PFC design procedure given in Tex-204-F, Part V, unless otherwise shown on the plans. Design the mixture to meet the requirements listed in Tables 1, 2, and 4. Use a Superpave Gyratory Compactor (SGC) at 50 gyrations as the design number of gyrations (Ndesign). The Engineer will provide the mixture design when shown on the plans. The Contractor may submit a new mixture design at any time 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 Excel template. Include the following items in the report:  the combined aggregate gradation, source, specific gravity, and percent of each material used;  asphalt binder content and aggregate gradation of RAP and RAS stockpiles;  results of all applicable tests;  the mixing and molding temperatures;  the signature of the Level 2 person or persons that performed the design;  the date the mixture design was performed; and  a unique identification number for the mixture design.

342 266 Table 4 Master Gradation Limits (% Passing by Weight or Volume) and Laboratory Mixture Design Properties Sieve Size PG 76 Mixtures A-R Mixtures Test Procedure Fine (PFC-F) Coarse (PFC-C) Fine (PFCR-F) Coarse (PFCR-C) 3/4″ – 100.01 100.01 100.01 Tex-200-F 1/2″ 100.01 80.0-100.0 95.0-100.0 80.0-100.0 3/8″ 95.0-100.0 35.0-60.0 50.0-80.0 35.0-60.0 #4 20.0-55.0 1.0-20.0 0.0-8.0 0.0-20.0 #8 1.0-10.0 1.0-10.0 0.0-4.0 0.0-10.0 #200 1.0-4.0 1.0-4.0 0.0-4.0 0.0-4.0 Mixture Properties Asphalt binder content, % 6.0-7.0 6.0-7.0 8.0-10.0 7.0-9.0 – Design gyrations (Ndesign) 50 50 50 50 Tex-241-F Lab-molded density, % 78.0 Max 82.0 Max 82.0 Max 82.0 Max Tex-207-F Hamburg Wheel test,2 passes at 12.5 mm rut depth 10,000 Min3 Note2 Note2 Note2 Tex-242-F Overlay tester,2 number of cycles 200 Min Note2 Note2 Note2 Tex-248-F Drain-down, % 0.10 Max 0.10 Max 0.10 Max 0.10 Max Tex-235-F Fiber content, % by wt. of total PG 76 mixture 0.204-0.50 0.204-0.50 – – Calculated Lime content, % by wt. of total aggregate 1.05 1.05 1.05 1.05 Calculated CRM content, % by wt. of A-R binder – – 15.0 Min 15.0 Min Calculated Boil test6 – – – – Tex-530-C Cantabro loss, % 20.0 Max 20.0 Max 20.0 Max 20.0 Max Tex-245-F 1. Defined as maximum sieve size. No tolerance allowed. 2. Mold test specimens to Ndesign at the optimum asphalt binder content (JMF1). Perform the test for informational purposes only when no minimum number is specified. 3. May be decreased when approved. 4. The Contractor may reduce the amount of fibers to no less than 0.10%, provided the mixture meets the drain-down requirement, when at least 3% RAS is used in the mixture. 5. Unless otherwise shown on the plans or waived by the Engineer based on Hamburg Wheel results. 6. Used to establish baseline for comparison to production results. May be waived when approved. 4.4.2. Job-Mix Formula Approval. The job-mix formula (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. When WMA is used, document the additive or process used and recommended rate on 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 2 trial batches per design are required. 4.4.2.1. Contractor’s Responsibilities. 4.4.2.1.1. Gyratory Compactor. Furnish an SGC calibrated in accordance with Tex-241-F for molding production samples. Locate the SGC at the Engineer’s field 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. Hamburg and Overlay Testing. Use an approved laboratory from the Department’s MPL to perform the Hamburg Wheel test and provide results with the mixture design, or provide 10,000 g of the laboratory mixture and request that the Department perform the Hamburg Wheel test.

342 267 Provide 25,000 g of the laboratory mixture and request that the Department perform the Overlay test. The Engineer will be allowed 10 working days to provide the Contractor with Hamburg Wheel and Overlay test results on the laboratory mixture design. 4.4.2.1.4. Submitting JMF1. Furnish a mix design report (JMF1) including Hamburg and Overlay results. Provide representative samples of all component materials and request approval to produce the trial batch. 4.4.2.1.5. Supplying Aggregates. Provide approximately 40 lb. of each aggregate stockpile unless otherwise directed. 4.4.2.1.6. Supplying Asphalt. Provide at least 1 gal. of the asphalt material and sufficient quantities of any additives proposed for use. 4.4.2.1.7. Ignition Oven Correction Factors. Determine the aggregate and asphalt correction factors from the ignition oven in accordance with Tex-236-F. Note that the asphalt content correction factor takes into account the percent fibers in the mixture so that the fibers are excluded from the binder content determination. Provide the Engineer with split 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 quality assurance (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. 4.4.2.1.8. Boil Test. 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. The Engineer may waive the requirement for the boil test. Add lime or liquid antistripping agent, as directed, if signs of stripping exist. 4.4.2.1.9. Trial Batch Production. Provide a plant-produced trial batch upon receiving conditional approval of JMF1 and authorization to produce a trial batch including the WMA additive or process, if applicable, for verification testing of JMF1 and development of JMF2. Produce a trial batch mixture that meets the requirements in Table 2 and Table 5. The Engineer may accept test results from recent production of the same mixture instead of a new trial batch. 4.4.2.1.10. Trial Batch Production Equipment. Use only equipment and materials proposed for use on the project to produce the trial batch. Provide documentation to verify the calibration or accuracy of the asphalt mass flow meter to measure the binder content. Verify that asphalt mass flow meter meets the requirements of 0.4% accuracy, when required, in accordance with Item 520, “Weighing and Measuring Equipment.” The Engineer may require that the accuracy of the mass flow meter be verified based on quantities used. 4.4.2.1.11. Trial Batch Quantity. Produce enough quantity of the trial batch to ensure that the mixture meets the specification requirements. 4.4.2.1.12. Number of Trial Batches. Produce trial batches as necessary to obtain a mixture that meets the specification requirements. 4.4.2.1.13. Trial Batch Sampling. Obtain a representative sample of the trial batch and split it into 3 equal portions in accordance with Tex-222-F. Label these portions as “Contractor,” “Engineer,” and “Referee.” Deliver samples to the appropriate laboratory as directed. 4.4.2.1.14. Trial Batch Testing. Test the trial batch to ensure the mixture produced using the proposed JMF1 meets the mixture requirements in Table 5. Provide the Engineer with a copy of the trial batch test results. 4.4.2.1.15. Development of JMF2. Evaluate the trial batch test results, determine the target mixture proportions, and submit as JMF2 after the Engineer grants full approval of JMF1 based on results from the trial batch. Verify that JMF2 meets the mixture requirements in Table 2. 4.4.2.1.16. Mixture Production. Use JMF2 to produce Lot 1 after receiving approval for JMF2.

342 268 4.4.2.1.17. Development of JMF3. Evaluate the test results from Lot 1, determine the optimum mixture proportions, and submit as JMF3 for use in Lot 2. 4.4.2.1.18. 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 lot;  be numbered in sequence to the previous JMF;  meet the mixture requirements in Table 2;  meet the master gradation and binder content limits shown in Table 4; and  be within the operational tolerances of JMF2 listed in Table 5. 4.4.2.1.19. Requesting Referee Testing. Use referee testing, if needed, in accordance with Section 342.4.9.1., “Referee Testing,” to resolve testing differences with the Engineer. Table 5 Testing Frequency and Mixture Production Tolerances Test Description Test Method Minimum Contractor Testing Frequency Minimum Engineer Testing Frequency Operational Tolerance from Current JMF Individual % retained for sieve sized larger than #200 Tex-200-F 1 per sublot 1 per 12 sublots ±5.01 % passing the #200 sieve ±2.01 Laboratory-molded density, % Tex-207-F, Part VIII 1 per sublot 1 per lot Table 4 Asphalt binder content, % Tex-236-F2 1 per sublot 1 per lot3 ±0.34 Drain-down, % Tex-235-F 1 per sublot 1 per 12 sublots Table 4 Boil test5 Tex-530-C 1 per project 1 per project N/A Cantabro loss, % Tex-245-F 1 per project (sample only) 1 per project Table 4 Asphalt binder sampling Tex-500-C 1 per lot (sample only) 1 per project N/A Tack coat sampling and testing Tex-500-C, Part III N/A 1 per project N/A Thermal profile Tex-244-F 1 per sublot Optional N/A 1. Only applies to mixture produced for Lot 1 and higher. Aggregate gradation is not allowed to be outside the limits shown in Table 4. 2. Ensure the binder content determination excludes fibers. Add the recycled binder content to the flow meter readout when the asphalt mass flow meter is used to determine binder content. 3. May be obtained from asphalt mass flow meter readouts. 4. Binder content is not allowed to be outside the limits shown in Table 4. 5. The Engineer may reduce or waive the sampling and testing requirements based on a satisfactory test history. 4.4.2.2. Engineer’s Responsibilities. 4.4.2.2.1. 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 location. The Engineer will make the Contractor-provided SGC in the Department field laboratory available to the Contractor for molding verification samples. 4.4.2.2.2. Hamburg Wheel and Overlay Testing. At the Contractor’s request, the Department will perform the Hamburg Wheel test on the laboratory mixture in accordance with Tex-242-F to verify compliance with the Hamburg Wheel test requirement in Table 4. The Department will perform the Overlay test in accordance with Tex-248-F to verify compliance with the Overlay test requirements in Table 4. The Engineer will be allowed 10 working days to provide the Contractor with Hamburg Wheel and Overlay test results on the laboratory mixture design. 4.4.2.2.3. Conditional Approval of JMF1 and Authorizing Trial Batch. The Engineer will review the Contractor’s mix design report and verify specification conformance of the mixture and component materials. The Engineer will grant conditional approval of JMF1 within 2 working days of receiving the complete mixture design report (JMF1) and all required materials.

342 269 Unless waived, the Engineer will determine the Micro-Deval abrasion loss in accordance with Section 342.2.1.1.2., “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. 4.4.2.2.4. Ignition Oven Correction Factors. The Engineer will use the split samples provided by the Contractor to determine the aggregate and asphalt correction factors for the ignition oven used for QA testing during production in accordance with Tex-236-F. The Engineer will verify that the asphalt content correction factor takes into account the percent fibers in the mixture so that the fibers are excluded from the binder content determination. 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 in Table 5. The Engineer will have the option to perform the following tests on the trial batch:  Tex-235-F, to verify that drain-down meets the requirements shown in Table 4;  Tex-530-C, to retain and use for comparison purposes during production; and  Tex-245-F, to verify the Cantabro loss meets the requirement shown in Table 4. 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 in Table 5. 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 one working day if the mixture meets the requirements in Table 2 as well as the master grading limits and binder content shown in Table 4. 4.4.2.2.8. Approval of Lot 1 Production. The Engineer will authorize the Contractor to proceed with Lot 1 production (using JMF2). 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 2 and the master grading and binder content limits shown in Table 4, and are within the operational tolerances of JMF2 shown in Table 5. 4.4.2.2.10. Binder Content Adjustments. For JMF2 and above, the Engineer may require the Contractor to adjust the target binder content by no more than 0.3% from the current JMF. 4.5. Production Operations. Perform a new trial batch when the plant or plant location is changed. Perform QC at the frequency and within the tolerances listed in Table 5. Take corrective action and receive approval to proceed after any production suspension for noncompliance to 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 on the mixture design report; or  RAS stockpile used in the mix is more than 2.0% higher than the value shown on the mixture design report. At any time during production, the Engineer may require the Contractor to verify the following based on quantities used:  lime content (within ±0.1% of JMF), when PG binder is specified;  fiber content (within ±0.03% of JMF), when PG binder is specified; and  CRM content (within ±1.5% of JMF), when A-R binder is specified.

342 270 Maintain the in-line measuring device when A-R binder is specified to verify the A-R binder viscosity between 2,500 and 4,000 centipoise at 350°F unless otherwise approved. Record A-R binder viscosity at least once per hour and provide the Engineer with a daily summary unless otherwise directed. If the aggregate mineralogy is such that Tex-236-F does not yield reliable results, the Engineer may allow alternate methods for determining the asphalt content and aggregate gradation. The Engineer will require the Contractor to provide evidence that results from Tex-236-F are not reliable before permitting an alternate method unless otherwise allowed. Use the applicable test procedure as directed if an alternate test method is allowed. 4.5.1. Storage and Heating of Materials. Do not heat the asphalt binder above the temperatures specified in Item 300, “Asphalts, Oils, and Emulsions,” or outside the manufacturer’s recommended values. Provide the Engineer with daily records of asphalt binder and hot-mix asphalt discharge temperatures (in legible and discernible increments) in accordance with Item 320, “Equipment for Asphalt Concrete Pavement,” 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 350°F (or 275°F for WMA) and is not lower than 215°F. The Department will not pay for or allow placement of any mixture produced above 350°F. Produce WMA within the target discharge temperature range of 215°F and 275°F when WMA is required. Take corrective action any time 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, when necessary, shown on the Department’s MPL to coat the inside bed of the truck. Use equipment for hauling as defined in Section 342.4.7.3.3., “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 hand-held 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 Material Transfer Device (MTD) before or as the mix enters the paver and an approximate station number or GPS coordinates on each ticket. 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 material 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 with lane lines, or as directed. Ensure that all finished surfaces will drain properly.

342 271 4.7.1. Weather Conditions. 4.7.1.1. When Using a Thermal Imaging System. The Contractor may pave any time the roadway is dry and the roadway surface temperature is at least 50°F; however, the Engineer may restrict the Contractor from paving if the ambient temperature is likely to drop below 32°F within 12 hr. of paving. Provide output data from the thermal imaging system to demonstrate to the Engineer that no recurring severe thermal segregation exists in accordance with Section 342.4.7.3.1.2., “Thermal Imaging System.” 4.7.1.2. When Not Using a Thermal Imaging System. Place mixture when the roadway surface temperature is at or above 70°F unless otherwise approved or as shown on the plans. Measure the roadway surface temperature with a hand-held 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. The Engineer may restrict the Contractor from paving if the ambient temperature is likely to drop below 32°F within 12 hr. of paving. 4.7.2. Tack Coat. 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 a thin, uniform tack coat to all contact surfaces of curbs, structures, and all joints. 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. Roll the tack coat with a pneumatic-tire roller to remove streaks and other irregular patterns when directed. 4.7.3. Lay-Down Operations. 4.7.3.1. Thermal Profile. Use a hand-held 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 Section 342.4.9.4., “Miscellaneous Areas.” 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, are deemed as having moderate thermal segregation. 4.7.3.1.1.2. Severe. Any areas that have a temperature differential greater than 50°F are deemed as having severe thermal segregation. 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 identified 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. 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 upon completion of the project or as requested by the Engineer. 4.7.3.1.3. Thermal Camera. Take immediate corrective action to eliminate recurring moderate thermal segregation when a hand-held thermal camera is used. Provide the Engineer with the thermal profile of every sublot within one working day of the completion of each lot. Report the results of each thermal profile in accordance with Section 342.4.2., “Reporting and Responsibilities.” The Engineer will use a hand-held thermal camera to obtain a thermal profile at least once per project. 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 Section.

342 272 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 dumps, live bottom, or end dump trucks to haul and transfer mixture; however, with exception of paving miscellaneous areas, end dump trucks are only allowed when used in conjunction with an MTD with remixing capability or when a thermal imaging system is used unless otherwise allowed. 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 342.4.9.5., “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. Roll the freshly placed PFC with a steel-wheeled roller, operated in static mode, to seat the mixture without excessive breakage of the aggregate and to provide a smooth surface and uniform texture. Do not use pneumatic rollers. Moisten the roller drums thoroughly with a soap and water solution to prevent adhesion. Use only water or an approved release agent on rollers, tamps, and other compaction equipment unless otherwise directed. The Engineer may use or require the Contractor to use Tex-246-F to test and verify that the compacted mixture has adequate permeability. Adjust the mixture design or construction methods if the compacted mixture does not exhibit adequate permeability. Complete all compaction operations before the pavement temperature drops below 160°F unless otherwise allowed. The Engineer may allow compaction with a light finish roller operated in static mode for pavement temperatures below 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. Sample and test the hot-mix on a lot and sublot basis. A production lot consists of 4 equal sublots. Lot 1 will be 2,000 tons. The Engineer will select subsequent lot sizes based on the anticipated daily production. The lot size will be between 2,000 and 4,000 tons. The Engineer may change the lot size before the Contractor begins any lot. 4.9.1. Referee Testing. The Construction Division is the referee laboratory. The Contractor may request referee testing if the differences between Contractor and Engineer test results exceed the operational tolerances shown in Table 5 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 particular tests in question. Allow 10 working days from the time the referee laboratory receives the samples for test results to be reported. The Department may require the Contractor to reimburse the Department for referee tests if more than 3 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. 4.9.2. Asphalt Binder Sampling. Obtain a 1 qt. (1 gal. for A-R binder) sample of the asphalt binder for each lot of mixture produced. 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 in accordance with Tex-500-C, Part II. Label the can with the corresponding lot and sublot numbers and deliver the sample to the Engineer. The Engineer may also obtain independent samples. If obtaining an independent asphalt binder sample, the Engineer will split a sample of the asphalt binder with the Contractor. The Engineer will test at least one asphalt binder sample per project to verify compliance with Item 300, “Asphalts, Oils, and Emulsions.” 4.9.3. Operational Tolerances. Control the production process within the operational tolerances listed in Table 5. Suspend production and placement operations when production or placement test results exceed the

342 273 tolerances listed in Table 5 unless otherwise allowed. 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. 4.9.4. Miscellaneous Areas. Miscellaneous areas include areas that typically involve significant handwork or discontinuous paving operations such as driveways, mailbox turnouts, crossovers, gores, spot level-up areas, and other similar areas. The specified layer thickness is based on the rate of 90 lb./sq. yd. for each inch of pavement unless another rate is shown on the plans. Miscellaneous areas are not subject to thermal profiles testing. 4.9.5. 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 Construction 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 performance grade 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. 4.9.6. 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 and 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 one day while the Contractor is taking appropriate corrective action. 4.9.7. Ride Quality. Measure ride quality in accordance with Item 585, “Ride Quality for Pavement Surfaces,” unless otherwise shown on the plans. 5. MEASUREMENT PFC will be measured by the ton of composite PFC. The composite PFC is defined as the asphalt, aggregate, and additives. The weights of asphalt and aggregate will be calculated based on the measured weight of PFC and the target percentage of asphalt and aggregate. Measure the weight on scales in accordance with Item 520, “Weighing and Measuring Equipment.” 5.1. Asphalt. The asphalt weight in tons will be determined from the total weight of PFC. Measured asphalt percentage will be obtained using Tex-236-F or asphalt mass flow meter readings for PG 76 mixtures, as determined by the Engineer. Measured asphalt percentage will be obtained using asphalt mass flow meter readings for A-R mixtures. Provide the Engineer with a daily summary of the asphalt mass flow meter readings for A-R mixtures unless otherwise directed. Add the recycled binder content to the flow meter readings when calculating asphalt quantities. 5.1.1. Target Percentage. The JMF target asphalt percentage will be used to calculate the weight of asphalt binder unless the measured asphalt binder percentage is more than 0.3 percentage points below the JMF target asphalt percentage or less than the minimum percentage specified in Table 4. Volumetric meter readings will be adjusted to 140°F and converted to weight. 5.1.2. Measured Percentage. The averaged measured asphalt percentage from each sublot will be used for payment for that lot’s production when the measured percentage for any sublot is more than 0.3 percentage points below the JMF target asphalt percentage or less than the minimum percentage specified in Table 4.

342 274 5.2. Aggregate. The aggregate weight in tons will be determined from the total weight of PFC less the weight of the asphalt. 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under Article 342.5., “Measurement,” will be paid for at the unit bid price for “PFC (Asphalt)” of the binder specified and for “PFC (Aggregate)” of the grade and SAC specified. These prices are full compensation for surface preparation, materials including tack coat, placement, equipment, labor, tools, and incidentals. Trial batches will not be paid for unless they are included in pavement work approved by the Department. Pay adjustment for ride quality will be determined in accordance with Item 585, “Ride Quality for Pavement Surfaces.”

346 303 Item 346 Stone-Matrix Asphalt 1. DESCRIPTION Construct a hot-mix asphalt (HMA) pavement layer composed of compacted stone-matrix asphalt (SMA) or stone-matrix asphalt rubber (SMAR) mixture of aggregate, asphalt binder, and additives mixed hot in a mixing plant. Pay adjustments will apply to HMA placed under this specification unless the HMA is deemed exempt in accordance with Section 346.4.9.4., “Exempt Production.” 2. MATERIALS Furnish uncontaminated materials of uniform quality that meet the requirements of the plans and specifications. Notify the Engineer of all material sources and before changing any material source or formulation. The Engineer will verify that the specification requirements are met when the Contractor makes a source or formulation change, and may require a new laboratory mixture design, trial batch, or both. The Engineer may sample and test project materials at any time during the project to verify specification compliance in accordance with Item 6, “Control of Materials.” 2.1. Aggregate. Furnish aggregates from sources that conform to the requirements shown in Table 1 and as specified in 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 listed in Table 1. Document all test results on 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 analysis given in 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 hot-mix listed in the BRSQC. Rated values for surface treatment (ST) do not apply to coarse aggregate sources used in hot-mix asphalt. For sources not listed on the Department’s BRSQC:  build an individual stockpile for each material;  request the Department test the stockpile for specification compliance; and  once approved, do not add material to the stockpile unless otherwise approved. Provide aggregate from non-listed sources only when tested by the Engineer and approved before use. Allow 30 calendar days for the Engineer to sample, test, and report results for non-listed sources. Provide coarse aggregate with at least the minimum SAC shown on the plans. SAC requirements only apply to aggregates used on the surface of travel lanes. SAC requirements apply to aggregates used on surfaces

346 304 other than travel lanes when shown on the plans. The SAC for sources on 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 in Table 1 may be blended with a Class A aggregate to meet requirements for Class A materials; however, Class B virgin (non-recycled) aggregate may be disallowed when shown on the plans. 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 when blending Class A and B aggregates to meet a Class A requirement. Blend by volume if the bulk specific gravities of the Class A and B aggregates differ by more than 0.300. Coarse aggregate from RAP and Recycled Asphalt Shingles (RAS) will be considered as Class B aggregate for blending purposes. The Engineer may perform tests at any time during production, when the Contractor blends Class A and B aggregates to meet a Class A requirement, to 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. The Engineer will use the Department’s mix design Excel template, when electing to verify conformance, to calculate the percent of Class A aggregate retained on the No. 4 sieve by inputting 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 using the gradations supplied by the Contractor on the mixture design report as an input for the Excel template; however, 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 a minimum of one Micro-Deval abrasion test in accordance with Tex-461-A for each coarse aggregate source used in the mixture design that has a Rated 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 at any time 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: Mgest. = (RSSM)(MDact./RSMD) where: Mgest. = magnesium sulfate soundness loss MDact. = 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 Geotechnical, Soils, and Aggregates Branch of the Construction 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 from organic impurities. The Engineer may test the intermediate aggregate in accordance with Tex-408-A to verify the material is free from 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). 2.1.3. Fine Aggregate. Fine aggregates consist of manufactured sands, screenings, and field sands. Fine aggregate stockpiles must meet the gradation requirements in Table 2. Supply fine aggregates that are free

346 305 from organic impurities. The Engineer may test the fine aggregate in accordance with Tex-408-A to verify the material is free from organic impurities. No more than 15% of the total aggregate may be field sand or other uncrushed fine aggregate. Use fine aggregate, with the exception of 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 1.0 Decantation, %, Max Tex-217-F, Part II 1.5 Micro-Deval abrasion, % Tex-461-A Note1 Los Angeles abrasion, %, Max Tex-410-A 30 Magnesium sulfate soundness, 5 cycles, %, Max Tex-411-A 20 Crushed face count,2 %, Min Tex-460-A, Part I 95 Flat and elongated particles @ 5:1, %, Max Tex-280-F 10 Fine Aggregate Linear shrinkage, %, Max Tex-107-E 3 Combined Aggregate3 Sand equivalent, %, Min Tex-203-F 45 1. Used to estimate the magnesium sulfate soundness loss in accordance with Section 346.2.1.1.2., “Micro-Deval Abrasion.” 2. Only applies to crushed gravel. 3. Aggregates, without mineral filler, RAP, RAS, or additives, combined as used in the job-mix formula (JMF). Table 2 Gradation Requirements for Fine Aggregate Sieve Size % Passing by Weight or Volume 3/8-in. 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 unless otherwise shown on the plans. Use no more than 5% fly ash unless otherwise shown on the plans. 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 sufficiently dry, free-flowing, and free from 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 in Table 3. Table 3 Gradation Requirements for Mineral Filler Sieve Size % Passing by Weight 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 binder specified on the plans that meets the requirements of Item 300, “Asphalts, Oils, and Emulsions.”

346 306 2.4.1. Performance-Graded (PG) Binder. When SMA is specified, provide an asphalt binder with a high- temperature grade of PG 76 and low-temperature grade as shown on the plans in accordance with Section 300.2.10., “Performance-Graded Binders.” 2.4.2. Asphalt-Rubber (A-R) Binder. When SMAR is specified, provide A-R binder that meets the Type I or Type II requirements of Section 300.2.9., “Asphalt-Rubber Binders,” unless otherwise shown on the plans. Use at least 15.0% by weight of Crumb Rubber Modifier (CRM) that meets the Grade B or Grade C requirements of Section 300.2.7., “Crumb Rubber Modifier,” unless otherwise shown on the plans. Provide the Engineer the A-R binder blend design with the mix design (JMF1) submittal. Provide the Engineer with documentation such as the bill of lading showing the quantity of CRM used in the project unless otherwise directed. 2.5. Tack Coat. Furnish CSS-1H, SS-1H, or a PG binder with a minimum high-temperature grade of PG 58 for tack coat binder in accordance with Item 300, “Asphalts, Oils, and Emulsions.” Specialized or preferred tack coat materials may 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. The Engineer will obtain at least one sample of the tack coat binder per project in accordance with Tex-500-C, Part III, and test it to verify compliance with Item 300, “Asphalts, Oils, and Emulsions.” The Engineer will obtain the sample from the asphalt distributor immediately before use. 2.6. Additives. Use the type and rate of additive specified when shown on the plans. Additives that facilitate mixing, 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. Fibers. Provide cellulose or mineral fibers when PG binder is specified. Submit written certification to the Engineer that the fibers proposed for use meet the requirements of DMS-9204, “Fiber Additives for Bituminous Mixtures.” Fibers may be pre-blended into the binder at the asphalt supply terminal unless otherwise shown on the plans. When at least 3% RAS is used in the mixture, the Contractor may reduce the amount of fibers as specified in Note 2 of Table 8. 2.6.2. Lime and Liquid Antistripping Agent. 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. 2.6.3. Warm Mix Asphalt (WMA). Warm Mix Asphalt (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 Department’s 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 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. 2.7. Recycled Materials. Use of RAP and RAS is permitted unless otherwise shown on the plans. Do not exceed the maximum allowable percentages of RAP and RAS shown in Table 4. The allowable percentages shown in Table 4 may be decreased or increased when shown on the plans. Determine asphalt binder content and gradation of the RAP and RAS stockpiles for mixture design purposes in accordance with Tex-236-F. The Engineer may verify the asphalt binder content of the stockpiles at any time during production. Perform other tests on RAP and RAS when shown on the plans. Asphalt binder from RAP and RAS is designated as recycled asphalt binder. Calculate and ensure that the ratio of the recycled asphalt binder to total binder does

346 307 not exceed the percentages shown in Table 4 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 and non-surface mixes referenced in Table 4 are defined as follows:  Surface. The final HMA lift placed at or near the top of the pavement structure; and  Non-Surface. Mixtures placed below an HMA surface mix. 2.7.1. RAP. RAP is salvaged, milled, pulverized, broken, or crushed asphalt pavement. Crush or break RAP so that 100% of the particles pass the 2 in. sieve. Fractionated RAP is defined as 2 or more RAP stockpiles, divided into coarse and fine fractions. 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. Unfractionated RAP is not allowed in SMA and SMAR mixtures. Department-owned RAP generated through 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 appropriate 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. The coarse RAP stockpile will contain only material retained by processing over a 3/8-in. or 1/2-in. screen unless otherwise approved. The fine RAP stockpile will contain only material passing the 3/8-in. or 1/2-in. screen unless otherwise approved. The Engineer may allow the Contractor to use an alternate to the 3/8-in. or 1/2-in. screen to fractionate the RAP. The maximum percentages of fractionated RAP may be comprised of coarse or fine fractionated RAP or the combination of both coarse and fine fractionated RAP. Do not 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. 2.7.2. RAS. Use of post-manufactured RAS or post-consumer RAS (tear-offs) is permitted unless otherwise shown on the plans. 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 by-product. Post-consumer RAS is processed shingle scrap removed from residential structures. Comply with all regulatory requirements stipulated for RAS by the TCEQ. RAS may be used separately or in conjunction with RAP. 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 5.0% 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

346 308 with any hazardous materials. Use RAS from shingle sources on the Department’s MPL. Remove substantially all materials before use that are not part of the shingle, such as wood, paper, metal, plastic, and felt paper. 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. Table 4 Maximum Allowable Amounts of Recycled Binder, RAP, and RAS Mixture Description & Location Maximum Ratio of Recycled Binder to Total Binder1 (%) Maximum Allowable Recycled Material2 (%) Fractionated RAP3 RAS4 Surface 15.0 15.0 5.0 Non-Surface 20.0 20.0 5.0 1. Combined recycled binder from fractionated RAP and RAS. 2. Unfractionated RAP is not allowed in SMA or SMAR mixtures. 3. May replace up to 5% fractionated RAP with RAS. 4. May be used separately or as a replacement for no more than 5% of the allowable fractionated RAP. 3. EQUIPMENT Provide required or necessary equipment in accordance with Item 320, “Equipment for Asphalt Concrete Pavement.” When A-R binder is specified, equip the hot-mix plant with an in-line viscosity-measuring device located between the blending unit and the mixing drum. Provide a means to calibrate the asphalt mass flow meter on-site when a meter is used. 4. CONSTRUCTION Produce, haul, place, and compact the specified paving mixture. In addition to tests required by the specification, Contractors may perform other QC tests as deemed necessary. At any time during the project, the Engineer may perform production and placement tests as deemed necessary in accordance with Item 5, “Control of the Work.” Schedule and participate in a mandatory pre-paving meeting with the Engineer on or before the first day of paving unless otherwise shown on the plans. 4.1. Certification. Personnel certified by the Department-approved hot-mix asphalt certification program must conduct all mixture designs, sampling, and testing in accordance with Table 5. Supply the Engineer with a list of certified personnel and copies of their current certificates before beginning production and when personnel changes are made. Provide a mixture design developed and signed by a Level 2 certified specialist. Provide Level 1A certified specialists at the plant during production operations. Provide Level 1B certified specialists to conduct placement tests.

346 309 Table 5 Test Methods, Test Responsibility, and Minimum Certification Levels Test Description Test Method Contractor Engineer Level1 1. Aggregate and Recycled Material Testing Sampling Tex-221-F   1A Dry sieve Tex-200-F, Part I   1A Washed sieve Tex-200-F, Part II   1A Deleterious material Tex-217-F, Parts I & III   1A Decantation Tex-217-F, Part II   1A Los Angeles abrasion Tex-410-A  TxDOT Magnesium sulfate soundness Tex-411-A  TxDOT Micro-Deval abrasion Tex-461-A  2 Crushed face count Tex-460-A   2 Flat and elongated particles Tex-280-F   2 Linear shrinkage Tex-107-E   2 Sand equivalent Tex-203-F   2 Organic impurities Tex-408-A   2 2. Asphalt Binder & Tack Coat Sampling Asphalt binder sampling Tex-500-C, Part II   1A/1B Tack coat sampling Tex-500-C, Part III   1A/1B 3. Mix Design & Verification Design and JMF changes Tex-204-F   2 Mixing Tex-205-F   2 Molding (SGC) Tex-241-F   1A Laboratory-molded density Tex-207-F   1A VMA2 (calculation only) Tex-204-F   2 Rice gravity Tex-227-F   1A Ignition oven correction factors3 Tex-236-F   2 Drain-down Tex-235-F   1A Hamburg Wheel test Tex-242-F   2 Overlay test Tex-248-F  TxDOT Boil test Tex-530-C   1A 4. Production Testing Selecting production random numbers Tex-225-F, Part I  1A Mixture sampling Tex-222-F   1A Molding (SGC) Tex-241-F   1A Laboratory-molded density Tex-207-F   1A VMA2 (calculation only) Tex-204-F   1A Rice gravity Tex-227-F   1A Gradation & asphalt binder content3 Tex-236-F   1A Control charts Tex-233-F   1A Moisture content Tex-212-F   1A Hamburg Wheel test Tex-242-F   2 Micro-Deval abrasion Tex-461-A  2 Drain-down Tex-235-F   1A Boil test Tex-530-C   1A Abson recovery Tex-211-F  TxDOT Overlay test Tex-248-F  TxDOT Cantabro loss Tex-245-F  2 5. Placement Testing Selecting placement random numbers Tex-225-F, Part II  1A/1B Trimming roadway cores Tex-207-F   1A/1B In-place air voids Tex-207-F   1A/1B Establish rolling pattern Tex-207-F   1B Control charts Tex-233-F   1A Ride quality measurement Tex-1001-S   Note4 Segregation (density profile) Tex-207-F, Part V   1B Longitudinal joint density Tex-207-F, Part VII   1B Thermal profile Tex-244-F   1B 1. Level 1A, 1B, and 2 are certification levels provided by the Hot Mix Asphalt Center certification program. 2. Voids in mineral aggregates. 3. Refer to Section 346.4.9.2.3., “Production Testing,” for exceptions to using an ignition oven. 4. Profiler and operator are required to be certified at the Texas A&M Transportation Institute facility when Surface Test Type B is specified. 4.2. Reporting and Responsibilities. Use Department-provided Excel templates to record and calculate all test data, including mixture design, production and placement QC/QA, control charts, thermal profiles, segregation density profiles, and longitudinal joint density. Obtain the latest version of the Excel templates at

346 310 http://www.txdot.gov/inside-txdot/forms-publications/consultants-contractors/forms/site-manager.html 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 given in Table 6 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, a payment penalty, or that fails to meet the specification requirements. Record and submit all test results and pertinent information on Department-provided Excel templates to the Engineer electronically by means of a portable USB flash drive, compact disc, or via email. 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 6 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 test3 Production Quality Assurance Gradation3 Engineer Contractor 1 working day of completion of the sublot Asphalt binder content3 Laboratory-molded density1 Hamburg Wheel test2 Boil test3 Binder tests2 Placement Quality Control In-place air voids2 Contractor Engineer 1 working day of completion of the lot Segregation1 Longitudinal joint density1 Thermal profile1 Placement Quality Assurance In-place air voids1 Engineer Contractor 1 working day of receipt of the trimmed cores for in-place air voids4 Segregation2 Longitudinal joint density2 Thermal profile2 Aging ratio2 Pay 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. To be reported as soon as results become available. 3. To be performed at the frequency specified on the plans. 4. 2 days are allowed if cores cannot be dried to constant weight within 1 day. The Engineer will use the Department-provided Excel template to calculate all pay adjustment factors for the lot. Sublot samples may be discarded after the Engineer and Contractor sign off on the pay adjustment summary documentation for the lot. Use the procedures described in Tex-233-F to plot the results of all quality control (QC) and quality assurance (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.

346 311 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 of 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, WMA, fibers);  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., 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 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., operation of wings, 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 SMA or SMAR design procedure given in Tex-204-F, Part VI or Part VII unless otherwise shown on the plans. Design the mixture to meet the requirements listed in Tables 1, 2, 3, 4, 7, 8, and 9.

346 312 Design SMA or SMAR mixtures using a Superpave Gyratory Compactor (SGC) at 50 gyrations as the design number of gyrations (Ndesign). The Ndesign level may be reduced to no less than 35 gyrations at the Contractor’s discretion. Use an approved laboratory from the Department’s MPL to perform the Hamburg Wheel test, and provide results with the mixture design, or provide the laboratory mixture and request that the Department perform the Hamburg Wheel test. Provide laboratory mixture and request that the Department perform the Overlay test. The Engineer will be allowed 10 working days to provide the Contractor with Hamburg Wheel and Overlay 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 at any time 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 Excel template. Include the following items in the report:  the combined aggregate gradation, source, specific gravity, and percent of each material used;  asphalt binder content and aggregate gradation of RAP and RAS stockpiles;  the Ndesign level used;  results of all applicable tests;  the mixing and molding temperatures;  the signature of the Level 2 person or persons that performed the design;  the date the mixture design was performed; and  a unique identification number for the mixture design. Table 7 Master Gradation Limits (% Passing by Weight or Volume) and VMA Requirements Sieve Size SMA-C Coarse SMA-D Medium SMA-F Fine SMAR-C Coarse SMAR-F Fine 3/4-in. 100.01 100.01 – 100.01 – 1/2-in. 80.0–90.0 85.0–99.0 100.01 72.0–85.0 100.01 3/8-in. 25.0–60.0 50.0–75.0 70.0–100.0 50.0–70.0 95.0–100.0 #4 20.0–28.0 20.0–32.0 30.0–60.0 30.0–45.0 40.0–50.0 #8 14.0–20.0 16.0–28.0 20.0–40.0 17.0–27.0 17.0–27.0 #16 8.0–20.0 8.0–28.0 6.0–30.0 12.0–22.0 12.0–22.0 #30 8.0–20.0 8.0–28.0 6.0–30.0 8.0–20.0 8.0–20.0 #50 8.0–20.0 8.0–28.0 6.0–30.0 6.0–15.0 6.0–15.0 #200 8.0–12.0 8.0–12.0 4.0–12.0 5.0–9.0 5.0–9.0 Design VMA, % Min 17.5 17.5 17.5 19.0 19.0 Production (Plant-Produced) VMA, % Min 17.0 17.0 17.0 18.5 18.5 1. Defined as maximum sieve size. No tolerance allowed.

346 313 Table 8 Laboratory Mixture Design Properties Mixture Property SMA Mixtures SMAR Mixtures Test Procedure Design gyrations, (Ndesign)1 50 50 Tex-241-F Target laboratory-molded density, % 96.0 96.0 Tex-207-F Asphalt binder content, % 6.0-7.0 7.0-10.0 – Drain-down, % 0.10 Max 0.10 Max Tex-235-F Fiber content, % by wt. of total mixture 0.202-0.50 – Calculated CRM content, % by wt. of A-R binder – 15.0 Min Calculated Hamburg Wheel test,3 rut depth @ 20,000 passes tested @ 50°C, mm 12.5 Max 12.5 Max Tex-242-F Overlay test, number of cycles 200 Min 200 Min Tex-248-F Boil test4 – – Tex-530-C 1. Adjust within a range of 35–100 gyrations when shown on the plans or specification or when mutually agreed between the Engineer and Contractor. 2. When at least 3% RAS is used in the mixture, the Contractor may reduce the amount of fibers to no less than 0.10% provided the mixture meets the drain-down requirement. 3. For SMAR mixes, the number of passes required for the Hamburg Wheel test may be decreased. Other tests may be required for SMAR mixes instead of, or in addition to, the Hamburg Wheel test when shown on the plans. 4. Used to establish baseline for comparison to production results. May be waived when approved. 4.4.2. Job-Mix Formula Approval. The job-mix formula (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. When WMA is used, document the additive or process used and recommended rate on 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 2 trial batches per design are required. 4.4.2.1. Contractor’s Responsibilities. 4.4.2.1.1. Providing Superpave Gyratory Compactor. Furnish an SGC calibrated in accordance with Tex-241-F for molding production samples. Locate the SGC at the Engineer’s field 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 25,000 g of the laboratory mixture and request the Department perform the Overlay test. Provide an additional 10,000 g of the design mixture if opting to have the Department perform the Hamburg Wheel 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 sufficient quantities of any additives proposed for use. 4.4.2.1.6. Ignition Oven Correction Factors. Determine the aggregate and asphalt correction factors from the ignition oven in accordance with Tex-236-F. Note that the asphalt content correction factor takes into account the percent fibers in the mixture so that the fibers are excluded from the binder content determination. Provide the Engineer with split 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

346 314 used for the current mixture design, if the mixture design and ignition oven are the same as previously used unless otherwise directed. 4.4.2.1.7. Boil Test. 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. The Engineer may waive the requirement for the boil test. 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, including the WMA additive or process if applicable, for verification testing of JMF1 and development of JMF2. Produce a trial batch mixture that meets the requirements in Table 4 and Table 9. 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. Provide documentation to verify the calibration or accuracy of the asphalt mass flow meter to measure the binder content. Verify that asphalt mass flow meter meets the requirements of 0.4% accuracy, when required, in accordance with Item 520, “Weighing and Measuring Equipment.” The Engineer may require that the accuracy of the mass flow meter be verified based on quantities used. 4.4.2.1.10. Trial Batch Quantity. Produce enough quantity of the trial batch to ensure that the mixture meets the specification 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 3 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 in Table 9. Ensure the trial batch mixture is also in compliance with the Hamburg Wheel requirement in Table 8. Use a Department-approved laboratory to perform the Hamburg Wheel test on the trial batch mixture or request that the Department perform the Hamburg Wheel test. The Engineer will be allowed 10 working days to provide the Contractor with Hamburg Wheel 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. Evaluate the trial batch test results after the Engineer grants full approval of JMF1 based on results from the trial batch, 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 voids in mineral aggregates (VMA) requirements for production shown in Table 7. 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 Tex-248-F on Lot 1 to confirm the mixture meets the Overlay test requirement of 200 cycles. Verify that JMF2 meets the mixture requirements in Table 4. 4.4.2.1.15. Mixture Production. Use JMF2 to produce Lot 1 as described in Section 346.4.9.3.1.1., “Lot 1 Placement,” after receiving approval for JMF2 and a passing result from the Department’s or a Department-approved laboratory’s Hamburg Wheel test on the trial batch. If desired, proceed to Lot 1 production, once JMF2 is approved, at the Contractor’s risk without receiving the results from the Department’s Hamburg Wheel test on the trial batch. Notify the Engineer if electing to proceed without Hamburg Wheel test results from the trial batch. Note that the Engineer may require up to the entire sublot of any mixture failing the Hamburg Wheel test be removed and replaced at the Contractor’s expense.

346 315 4.4.2.1.16. Development of JMF3. Evaluate the test results from Lot 1, determine the optimum mixture proportions, and submit 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 lot;  be numbered in sequence to the previous JMF;  meet the mixture requirements in Table 4;  meet the master gradation limits shown in Table 7; and  be within the operational tolerances of JMF2 listed in Table 9. 4.4.2.1.18. Requesting Referee Testing. Use referee testing, if needed, in accordance with Section 346.4.9.1., “Referee Testing,” to resolve testing differences with the Engineer. Table 9 Operational Tolerances Description Test Method Allowable Difference Between Trial Batch and JMF1 Target Allowable Difference from Current JMF Target Allowable Difference between Contractor and Engineer1 Individual % retained for #8 sieve and larger Tex-200-F or Tex-236-F Must be within Master Grading Limits in Table 7 ±5.02,3 ±5.0 Individual % retained for sieves smaller than #8 and larger than #200 ±3.02,3 ±3.0 % passing the #200 sieve ±2.02,3 ±1.6 Asphalt binder content, % Tex-236-F4 ±0.5 ±0.33 ±0.3 Laboratory-molded density, % Tex-207-F ±1.0 ±1.0 ±0.5 In-place air voids, % N/A N/A ±1.0 Laboratory-molded bulk specific gravity N/A N/A ±0.020 VMA, % Min Tex-204-F Note5 Note5 N/A Theoretical maximum specific (Rice) gravity Tex-227-F N/A N/A ±0.020 Drain-down Tex-235-F Note6 Note6 Note6 1. Contractor may request referee testing only when values exceed these tolerances. 2. When within these tolerances, mixture production gradations may fall outside the master grading limits; however, the % passing the #200 will be considered out of tolerance when outside the master grading limits. 3. Only applies to mixture produced for Lot 1 and higher. 4. Ensure the asphalt binder content determination excludes fibers. Add the recycled binder content to the flow meter readout when the asphalt mass flow meter is used to determine binder content. 5. Test and verify that Table 7 requirements are met for VMA. 6. Test and verify that Table 8 requirements are met for drain-down. 4.4.2.2. Engineer’s Responsibilities. 4.4.2.2.1. 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 location. The Engineer will make the Contractor-provided SGC in the Department field laboratory available to the Contractor for molding verification samples. 4.4.2.2.2. Conditional Approval of JMF1 and Authorizing Trial Batch. The Engineer will review and verify conformance of the following information within 2 working days of receipt:  the Contractor’s mix design report (JMF1);  the Department-provided Overlay test results;  the Contractor-provided Hamburg Wheel test results;  all required materials including aggregates, asphalt, additives, and recycled materials; and  the mixture specifications.

346 316 The Engineer will grant the Contractor conditional approval of JMF1 if the information provided on the paper copy of JMF1 indicates that the Contractor’s mixture design meets the specifications. When the Contractor does not provide Hamburg Wheel 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 346.2.1.1.2., “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. After conditionally approving JMF1, including either Contractor- or Department-supplied Hamburg Wheel test results, the Contractor is authorized to produce a trial batch. 4.4.2.2.3. Hamburg Wheel and Overlay Testing of JMF1. If the Contractor requests the option to have the Department perform the Hamburg Wheel 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 in Table 8. The Engineer will perform the Overlay test. The Engineer will mold samples in accordance with Tex-248-F to verify compliance with the Overlay test requirements in Table 8. 4.4.2.2.4. Ignition Oven Correction Factors. The Engineer will use the split samples provided by the Contractor to determine the aggregate and asphalt correction factors for the ignition oven used for QA testing during production in accordance with Tex-236-F. The Engineer will verify that the asphalt content correction factor takes into account the percent fibers in the mixture so that the fibers are excluded from the binder content determination. 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 in Table 9. If the Contractor requests the option to have the Department perform the Hamburg Wheel 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 in Table 8. The Engineer will have the option to perform the following tests on the trial batch:  Tex-248-F to confirm the mixture meets the Overlay test requirement of 200 cycles; and  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 in Table 9. 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 one working day if the mixture meets the requirements in Table 4 and the gradation meets the master grading limits shown in Table 7. 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 7. 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 Tex-248-F on Lot 1 to confirm the mixture meets the Overlay test requirement of 200 cycles. 4.4.2.2.8. Approval of Lot 1 Production. The Engineer will authorize the Contractor to proceed with Lot 1 production (using JMF2) as soon as a passing result is achieved from the Department’s or a Department-approved laboratory’s Hamburg Wheel test on the trial batch. The Contractor may proceed at its own risk with Lot 1 production without the results from the Hamburg Wheel test on the trial batch. If the Department’s or Department-approved laboratory’s sample from the trial batch fails the Hamburg Wheel test, the Engineer will suspend production until further Hamburg Wheel tests meet the specified

346 317 values. The Engineer may require up to the entire sublot of any mixture failing the Hamburg Wheel 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, the master grading limits shown in Table 7, and are within the operational tolerances of JMF2 shown in Table 9. 4.5. Production Operations. Perform a new trial batch when the plant or plant location is changed. Take corrective action and receive approval to proceed after any production suspension for noncompliance to 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 on the mixture design report; or  RAS stockpile used in the mix is more than 2.0% higher than the value shown on 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, “Asphalts, Oils, and Emulsions,” or outside the manufacturer’s recommended values. Provide the Engineer with daily records of asphalt binder and hot-mix asphalt discharge temperatures (in legible and discernible increments) in accordance with Item 320, “Equipment for Asphalt Concrete Pavement,” 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 350°F (or 275°F for WMA) and is not lower than 215°F. The Department will not pay for or allow placement of any mixture produced above 350°F. Produce WMA within the target discharge temperature range of 215°F and 275°F when WMA is required. Take corrective action any time 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 shown on the Department’s MPL to coat the inside bed of the truck when necessary. Use equipment for hauling as defined in Section 346.4.7.3.3., “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 hand-held 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 Material Transfer Device (MTD) before or as the mix enters the paver and an approximate station number or GPS coordinates on each ticket. 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 material such as moisture, dirt, sand, leaves, and other loose impediments from the surface before placing mixture. Remove vegetation from

346 318 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 with lane lines, 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 in Table 10 to determine the compacted lift thickness of each layer when multiple lifts are required. The thickness determined is based on the rate of 110 lb./sq. yd. for each inch of pavement unless otherwise shown on the plans. Table 10 Compacted Lift Thickness and Required Core Height Mixture Type Compacted Lift Thickness Guidelines Minimum Untrimmed Core Height (in.) Eligible for Testing Minimum (in.) Maximum (in.) SMA-C 2.25 4.00 2.00 SMA-D 1.50 3.00 1.25 SMA-F 1.00 2.00 1.25 SMAR-C 2.00 4.00 1.75 SMAR-F 1.50 3.00 1.25 4.7.1. Weather Conditions. 4.7.1.1. When Using a Thermal Imaging System. The Contractor may pave any time the roadway is dry and the roadway surface temperature is at least 50°F; however, the Engineer may restrict the Contractor from paving surface mixtures if the ambient temperature is likely to drop below 32°F within 12 hr. of paving. Provide output data from the thermal imaging system to demonstrate to the Engineer that no recurring severe thermal segregation exists in accordance with Section 346.4.7.3.1.2., “Thermal Imaging System.” 4.7.1.2. When Not Using a Thermal Imaging System. Place mixture when the roadway surface temperature is at or above 70°F unless otherwise approved or as shown on the plans. Measure the roadway surface temperature with a hand-held 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. The Engineer may restrict the Contractor from paving if the ambient temperature is likely to drop below 32°F within 12 hr. of paving. 4.7.2. Tack Coat. 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 a thin, uniform tack coat to all contact surfaces of curbs, structures, and all joints. 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. Roll the tack coat with a pneumatic-tire roller to remove streaks and other irregular patterns when directed. 4.7.3. Lay-Down Operations. 4.7.3.1. Thermal Profile. Use a hand-held 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 Section 346.4.9.3.1.4., “Miscellaneous Areas.” 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, are deemed as having moderate thermal segregation. 4.7.3.1.1.2. Severe. Any areas that have a temperature differential greater than 50°F are deemed as having severe thermal segregation.

346 319 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 identified 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 when 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 upon completion of the project or as requested by the Engineer. 4.7.3.1.3. Thermal Camera. Take immediate corrective action to eliminate recurring moderate thermal segregation when a hand-held thermal camera is used. Evaluate areas with moderate thermal segregation by performing density profiles in accordance with Section 346.4.9.3.3.2., “Segregation (Density Profile).” Provide the Engineer with the thermal profile of every sublot within one working day of the completion of each lot. Report the results of each thermal profile in accordance with Section 346.4.2., “Reporting and Responsibilities.” The Engineer will use a hand-held thermal camera to obtain a thermal profile at least once per project. No production or placement bonus will be paid for any sublot that contains severe thermal segregation. 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 Section. Evaluate areas with severe thermal segregation by performing density profiles in accordance with Section 346.4.9.3.3.2., “Segregation (Density Profile).” Remove and replace the material in any areas that have both severe thermal segregation and a failing result for Segregation (Density Profile) unless otherwise directed. The sublot in question may receive a production and placement bonus if applicable when the defective material is successfully removed and replaced. 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 dumps, live bottom, or end dump trucks to haul and transfer mixture; however, with exception of paving miscellaneous areas, end dump trucks are only allowed when used in conjunction with an MTD with remixing capability or when a thermal imaging system is used unless otherwise allowed. 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 346.4.9.3.3.4., “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 3.7% and 7.0% in-place air voids. Take immediate corrective action to bring the operation within 3.7% and 7.0% 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 Exempt 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 8.0%. Areas defined in Section 346.4.9.3.1.4., “Miscellaneous Areas,” are not subject to in-place air void determination. Furnish the type, size, and number of rollers required for compaction as approved. Use a pneumatic-tire roller to seal the surface unless excessive pickup of fines occurs. 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 first day of production to establish the rolling pattern that will produce the desired in-place air voids unless otherwise directed.

346 320 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 with rollers. The Engineer may require rolling with a trench roller on widened areas, in trenches, and in other limited areas. Complete all compaction operations before the pavement temperature drops below 160°F unless otherwise allowed. The Engineer may allow compaction with a light finish roller operated in static mode for pavement temperatures below 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. Pay adjustments for the material will be in accordance with Section 346.6., “Payment.” Sample and test the hot-mix on a lot and sublot basis. Suspend production until test results or other information indicates to the satisfaction of the Engineer that the next material produced or placed will result in pay factors of at least 1.000 if the production pay factor given in Section 346.6.1., “Production Pay Adjustment Factors,” for 2 consecutive lots or the placement pay factor given in Section 346.6.2., “Placement Pay Adjustment Factors,” for 2 consecutive lots is below 1.000. 4.9.1. Referee Testing. The Construction 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 shown in Table 9 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 particular tests in question. Allow 10 working days from the time the referee laboratory receives the samples for test results to be reported. The Department may require the Contractor to reimburse the Department for referee tests if more than 3 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 Construction 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. With the exception of remove and replace conditions, referee test results are final and will establish pay adjustment factors for the sublot in question. The Contractor may decline referee testing and accept the Engineer’s test results when the placement pay 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 346.6.2.2., “Placement Sublots Subject to Removal and Replacement.” 4.9.2. Production Acceptance. 4.9.2.1. Production Lot. A production lot consists of 4 equal sublots. The default quantity for Lot 1 is 1,000 tons; however, when requested by the Contractor, the Engineer may increase the quantity for Lot 1 to no more than 4,000 tons. The Engineer will select subsequent lot sizes based on the anticipated daily production such that approximately 3 to 4 sublots are produced each day. The lot size will be between 1,000 tons and 4,000 tons. 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 content for JMF1, the Engineer may perform Tex-248-F on Lot 1 to confirm the mixture meets the Overlay test requirement of 200 cycles. 4.9.2.1.1. Incomplete 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 346.6.1., “Production Pay Adjustment Factors.” Close all lots within 5 working days, unless otherwise allowed.

346 321 4.9.2.2. Production Sampling. 4.9.2.2.1. Mixture Sampling. Obtain hot-mix samples from trucks at the plant in accordance with Tex-222-F. The sampler will split each sample into 3 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 obtain and test a “blind” sample instead of the random sample collected by the Contractor. Test either the “blind” or the random sample; however, referee testing (if applicable) will be based on a comparison of results from the “blind” sample. The location of the Engineer’s “blind” sample will not be disclosed to the Contractor. 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 will use the Contractor’s split sample for sublots not sampled by the Engineer. 4.9.2.2.2. Informational Cantabro Testing. Select one random sublot from Lot 2 or higher for Cantabro testing during the first week of production. Obtain and provide the Engineer with approximately 40 lb. (18 kg) of mixture in sealed containers, boxes, or bags labeled with CSJ, mixture type, lot, and sublot number. The Engineer will ship the mixture to the Construction Division for testing. Results from this production test will not be used for specification compliance. 4.9.2.2.3. Asphalt Binder Sampling. Obtain a 1-qt. (1-gal. for A-R binder) sample of the asphalt binder for each lot of mixture produced. 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 in accordance with Tex-500-C, Part II. Label the can with the corresponding lot and sublot numbers and deliver the sample to the Engineer. The Engineer may also obtain independent samples. If obtaining an independent asphalt binder sample, the Engineer will split a sample of the asphalt binder with the Contractor. The Engineer will test at least one asphalt binder sample per project to verify compliance with Item 300, “Asphalts, Oils, and Emulsions.” 4.9.2.3. Production Testing. The Contractor and Engineer must perform production tests in accordance with Table 11. The Contractor has the option to verify the Engineer’s test results on split samples provided by the Engineer. Determine compliance with operational tolerances listed in Table 9 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. At any time during production the Engineer may require the Contractor to verify the following based on quantities used:  lime content (within ±0.1% of JMF), when PG binder is specified;  fiber content (within ±0.03% of JMF), when PG binder is specified; and  CRM content (within ±1.5% of JMF), when A-R binder is specified. Maintain the in-line measuring device to verify the A-R binder viscosity between 2,500 and 4,000 centipoise at 350°F when A-R binder is specified unless otherwise approved. Record A-R binder viscosity at least once an hour and provide the Engineer with a daily summary unless otherwise directed. 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 does not yield reliable results. Provide evidence

346 322 that results from Tex-236-F 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. Table 11 Production and Placement Testing Frequency Description Test Method Minimum Contractor Testing Frequency Minimum Engineer Testing Frequency Individual % retained for #8 sieve and larger Tex-200-F or Tex-236-F 1 per sublot 1 per 12 sublots1 Individual % retained for sieves smaller than #8 and larger than #200 % passing the #200 sieve Laboratory-molded density Tex-207-F N/A 1 per sublot1 Laboratory-molded bulk specific gravity In-place air voids VMA Tex-204-F Segregation (density profile)2 Tex-207-F, Part V 1 per sublot 1 per project Longitudinal joint density Tex-207-F, Part VII Moisture content Tex-212-F, Part II When directed Theoretical maximum specific (Rice) gravity Tex-227-F N/A 1 per sublot1 Drain-down Tex-235-F 1 per sublot 1 per 121 sublots Asphalt binder content Tex-236-F 1 per lot1 Hamburg Wheel test Tex-242-F N/A 1 per project Recycled Asphalt Shingles (RAS)3 Tex-217-F, Part III N/A Thermal profile2 Tex-244-F 1 per sublot Asphalt binder sampling and testing Tex-500-C 1 per lot (sample only) Tack coat sampling and testing Tex-500-C, Part III N/A Boil test4 Tex-530-C 1 per lot Cantabro Test5 Tex-245-F 1 per project (sample only) 1. For production defined in Section 346.4.9.4., “Exempt Production,” the Engineer will test one per day if 100 tons or more are produced. For Exempt Production, no testing is required when less than 100 tons are produced. 2. Not required when a thermal imaging system is used. 3. Testing performed by the Construction Division or designated laboratory. 4. The Engineer may reduce or waive the sampling and testing requirements based on a satisfactory test history. 5. Testing performed by the Construction Division and for informational purposes only. 4.9.2.4. Operational Tolerances. Control the production process within the operational tolerances listed in Table 9. 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 7. 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 for 3 consecutive sublots on the same sieve or 4 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 listed in Table 9. No production or placement bonus 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.

346 323 4.9.2.4.3. Voids in Mineral Aggregates (VMA). 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 listed in Table 7. Suspend production and shipment of the mixture if the Engineer’s VMA results on 2 consecutive sublots are below the minimum VMA requirement for production listed in Table 7. No production or placement bonus will be paid for any sublot that does not meet the minimum VMA requirement for production listed in Table 7 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 listed in Table 7. 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. Fibers. Suspend production and shipment of the mixture if fiber content varies from the design target value by more than 10% on 2 consecutive tests. 4.9.2.4.5. Hamburg Wheel Test. The Engineer may perform a Hamburg Wheel test at any time during production including when the boil test indicates a change in quality from the materials submitted for JMF1. In addition to testing production samples, the Engineer may obtain cores and perform Hamburg Wheel tests on any areas of the roadway where rutting is observed. Suspend production until further Hamburg Wheel tests meet the specified values when the production or core samples fail the Hamburg Wheel test criteria in Table 8. Core samples, if taken, will be obtained from the center of the finished mat or other areas excluding the vehicle wheel paths. The Engineer may require up to the entire sublot of any mixture failing the Hamburg Wheel test to be removed and replaced at the Contractor’s expense. If the Department’s or Department-approved laboratory’s Hamburg Wheel test results in a “remove and replace” condition, the Contractor may request that the Department confirm the results by re-testing the failing material. The Construction Division will perform the Hamburg Wheel tests and determine the final disposition of the material in question based on the Department’s test results. 4.9.2.5. Individual Loads of Hot-Mix. The Engineer can 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 9, 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 4 placement sublots. A placement sublot consists of the area placed during a production sublot. 4.9.3.1.1. Lot 1 Placement. Placement bonuses for Lot 1 will be in accordance with Section 346.6.2., “Placement Pay Adjustment Factors”; however, no placement penalty 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 8.0%. Remove and replace any sublot with in-place air voids less than 2.7% or greater than 8.0%. 4.9.3.1.2. Incomplete Placement Lots. An incomplete placement lot consists of the area placed as described in Section 346.4.9.2.1.1., “Incomplete Production Lots,” excluding areas defined in Section 346.4.9.3.1.4., “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 pay adjustments unless designated on the plans as not eligible for in-place air void determination. Intersections may be considered miscellaneous areas when determined by the Engineer.

346 324 4.9.3.1.4. Miscellaneous Areas. Miscellaneous areas include areas that typically involve significant handwork or discontinuous paving operations, such as driveways, mailbox turnouts, crossovers, gores, spot level-up areas, 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 specified on the plans is less than the minimum untrimmed core height eligible for testing shown in Table 10. The specified layer thickness is based on the rate of 110 lb./sq. yd. for each inch of pavement unless another rate is shown on the plans. When “level up” is listed as part of the item bid description code, a pay adjustment factor of 1.000 will be assigned for all placement sublots as described in Section 341.6, “Payment.” Miscellaneous areas are not eligible for random placement sampling locations. Compact miscellaneous areas in accordance with Section 346.4.8., “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 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 designated on the plans as not subject to in-place 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 on-site. On-site is defined as in close proximity to where the cores are taken. Obtain the cores within one 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, measure 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 the cores from the roadway in accordance with Tex-207-F if the core heights meet the minimum untrimmed value listed in Table 10. Trim the cores on-site 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 Core A or 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 they are trimmed 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 Roadway Core Custody protocol located at http://www.txdot.gov/business/specifications.htm to provide a secure means and process that protects 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 10. Trim the cores as described above before delivering to the Engineer if electing to have the cores included in the air void determination. Deliver untrimmed cores to the Engineer and inform the Engineer of the decision to not have the cores included in air void determination if electing to not have the cores included in air void determination. The placement pay factor for the sublot will be 1.000 if cores will not be included in air void determination.

346 325 Instead of the Contractor trimming the cores on-site 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. 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 with other methods when approved. 4.9.3.3. Placement Testing. Perform placement tests in accordance with Table 11. 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 listed in Table 9. 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 Corelok 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 by Tex-207-F. The Engineer will use the test results from the unsealed core to determine the placement pay 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. 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 346.4.9.3.1.4., “Miscellaneous Areas.” Perform a density profile every time the paver stops for more than 60 sec. on areas that are identified by either the Contractor or the Engineer as having thermal segregation and on any visibly segregated areas unless otherwise approved. Perform a minimum of one profile per sublot if the paver does not stop for more than 60 sec. and there are no visibly segregated areas or areas that are identified as having thermal segregation. Provide the Engineer with the density profile of every sublot in the lot within one working day of the completion of each lot. Report the results of each density profile in accordance with Section 346.4.2., “Reporting and Responsibilities.” The density profile is considered failing if it exceeds the tolerances in Table 12. No production or placement bonus will be paid for any sublot that contains a failing density profile. When a hand-held thermal camera is used instead of a thermal imaging system, 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 346.4.9.3.3.5., “Irregularities.” The sublot in question may receive a production and placement bonus if applicable when the defective material is successfully removed and replaced. Investigate density profile failures and take corrective actions during production and placement to eliminate the segregation. Suspend production if 2 consecutive density profiles fail unless otherwise approved. Resume production after the Engineer approves changes to production or placement methods.

346 326 Table 12 Segregation (Density Profile) Acceptance Criteria Mixture Type Maximum Allowable Density Range (Highest to Lowest) Maximum Allowable Density Range (Average to Lowest) SMA-C & SMAR-C 8.0 pcf 5.0 pcf SMA-D, SMA-F & SMAR-F 6.0 pcf 3.0 pcf 4.9.3.3.3. Longitudinal Joint Density. 4.9.3.3.3.1. 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. 4.9.3.3.3.2. 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 346.4.9.3.1.4., “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 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 one working day of the completion of each lot. Report the results of each joint density in accordance with Section 346.4.2., “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 2 consecutive sublots fail unless otherwise approved. Resume production after the Engineer approves changes to production or placement methods. 4.9.3.3.4. 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 Construction 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. 4.9.3.3.5. 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 and 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 one day while the Contractor is taking appropriate corrective action. 4.9.4. Exempt Production. When the anticipated daily production is less than 1,000 tons, the total production for the project is less than 5,000 tons, or when mutually agreed between the Engineer and the Contractor, the Engineer may deem the mixture as exempt production. Production may also be exempt when shown on the plans.

346 327 For exempt production, the Contractor is relieved of all production and placement sampling and testing requirements and the production and placement pay factors are 1.000. All other specification requirements apply and the Engineer will perform acceptance tests for production and placement listed in Table 14 when 100 tons or more per day are produced. For exempt production:  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 346.4.8., “Compaction,” and  when a thermal imaging system is not used, the Engineer may perform segregation (density profiles) and thermal profiles in accordance with the specification. 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. MEASUREMENT Hot mix will be measured by the ton of composite hot-mix. The composite hot-mix is the asphalt, aggregate, and additives. Measure the weight on scales in accordance with Item 520, “Weighing and Measuring Equipment.” Provide the Engineer with a daily summary of the asphalt mass flow meter readings for SMAR mixtures unless otherwise directed. 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under Article 346.5., “Measurement,” will be paid for at the unit bid price for “Stone Matrix Asphalt” of the mixture type, SAC, and binder specified. These prices are full compensation for surface preparation, materials including tack coat, placement, equipment, labor, tools, and incidentals. Pay adjustments for bonuses and penalties will be applied as determined in this Item; however, a pay adjustment factor of 1.000 will be assigned for all placement sublots for “level ups” only when “level up” is listed as part of the item bid description code. A pay adjustment factor of 1.000 will be assigned to all production and placement sublots when “exempt” is listed as part of the item bid description code. Payment for each sublot, including applicable pay adjustment bonuses, will only be paid for sublots when the Contractor supplies the Engineer with the required documentation for production and placement QC/QA, thermal profiles, segregation density profiles, and longitudinal joint densities in accordance with Section 346.4.2., “Reporting and Responsibilities.” When a thermal imaging system is used, documentation is not required for thermal profiles or segregation density profiles on individual sublots; however, the thermal imaging system automated reports described in Tex-244-F are required. Trial batches will not be paid for unless they are included in pavement work approved by the Department. Pay adjustment for ride quality will be determined in accordance with Item 585, “Ride Quality for Pavement Surfaces.” 6.1. Production Pay Adjustment Factors. The production pay adjustment factor is based on the laboratory- molded density using the Engineer’s test results. A pay adjustment factor will be determined from Table 13 for each sublot using the deviation from the target laboratory-molded density defined in Table 8. The production pay adjustment factor for completed lots will be the average of the pay adjustment factors for the 4 sublots sampled within that lot.

346 328 Table 13 Production Pay Adjustment Factors for Laboratory-Molded Density1 Absolute Deviation from Target Laboratory-Molded Density Production Pay Adjustment Factor (Target Laboratory-Molded Density) 0.0 1.100 0.1 1.100 0.2 1.100 0.3 1.086 0.4 1.075 0.5 1.063 0.6 1.050 0.7 1.038 0.8 1.025 0.9 1.013 1.0 1.000 1.1 0.900 1.2 0.800 1.3 0.700 > 1.3 Remove and replace 1. If the Engineer’s laboratory-molded density on any sublot is less than 95.0% or greater than 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 acceptable results. 6.1.1. Payment for Incomplete Production Lots. Production pay adjustments for incomplete lots, described under Section 346.4.9.2.1.1., “Incomplete Production Lots,” will be calculated using the average production pay factors from all sublots sampled. A production pay factor of 1.000 will be assigned to any lot when the random sampling plan did not result in collection of any samples. 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 listed in Table 13, 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 Pay Adjustment Factors. The placement pay adjustment factor is based on in-place air voids using the Engineer’s test results. A pay adjustment factor will be determined from Table 14 for each sublot that requires in-place air void measurement. A placement pay adjustment factor of 1.000 will be assigned to the entire sublot when the random sample location falls in an area designated on the plans as not subject to in-place air void determination. A placement pay adjustment factor of 1.000 will be assigned to quantities placed in areas described in Section 346.4.9.3.1.4., “Miscellaneous Areas.” The placement pay adjustment factor for completed lots will be the average of the placement pay adjustment factors for up to 4 sublots within that lot.

346 329 Table 14 Placement Pay Adjustment Factors for In-Place Air Voids In-Place Air Voids Placement Pay Adjustment Factor In-Place Air Voids Placement Pay Adjustment Factor < 2.7 Remove and Replace 5.4 1.080 2.7 0.710 5.5 1.075 2.8 0.740 5.6 1.070 2.9 0.770 5.7 1.065 3.0 0.800 5.8 1.060 3.1 0.830 5.9 1.055 3.2 0.860 6.0 1.050 3.3 0.890 6.1 1.045 3.4 0.920 6.2 1.040 3.5 0.950 6.3 1.035 3.6 0.980 6.4 1.030 3.7 1.010 6.5 1.025 3.8 1.040 6.6 1.020 3.9 1.070 6.7 1.015 4.0 1.100 6.8 1.010 4.1 1.100 6.9 1.005 4.2 1.100 7.0 1.000 4.3 1.100 7.1 0.970 4.4 1.100 7.2 0.940 4.5 1.100 7.3 0.910 4.6 1.100 7.4 0.880 4.7 1.100 7.5 0.850 4.8 1.100 7.6 0.820 4.9 1.100 7.7 0.790 5.0 1.100 7.8 0.760 5.1 1.095 7.9 0.730 5.2 1.090 8.0 0.700 5.3 1.085 > 8.0 Remove and Replace 6.2.1. Payment for Incomplete Placement Lots. Pay adjustments for incomplete placement lots described under Section 346.4.9.3.1.2., “Incomplete Placement Lots,” will be calculated using the average of the placement pay factors from all sublots sampled and sublots where the random location falls in an area designated on the plans as not eligible for in-place air void determination. A placement pay adjustment factor of 1.000 will be assigned to any lot when the random sampling plan did not result in collection of any samples. 6.2.2. Placement Sublots Subject to Removal and Replacement. If after referee testing, the placement pay adjustment factor for any sublot results in a “remove and replace” condition as listed in Table 14, the Engineer will choose the location of 2 cores to be taken within 3 ft. of the original failing core location. The Contractor will obtain the cores in the presence of the Engineer. The Engineer will take immediate possession of the untrimmed cores and submit the untrimmed cores to the Construction Division, where they will be trimmed if necessary and tested for bulk specific gravity within 10 working days of receipt. The average bulk specific gravity of the cores will be divided by the Engineer’s average maximum theoretical specific gravity for that lot to determine the new pay adjustment factor of the sublot in question. If the new pay adjustment factor is 0.700 or greater, the new pay adjustment factor will apply to that sublot. If the new pay adjustment factor is less than 0.700, no payment will be made for the sublot. Remove and replace the failing 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 requirements of this Item will be paid for in accordance with this Section.

346 330 6.3. Total Adjusted Pay Calculation. Total adjusted pay (TAP) will be based on the applicable pay adjustment factors for production and placement for each lot. TAP = (A+B)/2 where: A = Bid price × production lot quantity × average pay adjustment factor for the production lot B = Bid price × placement lot quantity × average pay 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

Hot Mix Asphalt (HMA) 02741 – 1 of 17 January 1, 2012 SECTION 02741 HOT MIX ASPHALT (HMA) PART 1 GENERAL 1.1 SECTION INCLUDES A. Products and procedures for placing and compacting a surface course of one or more layers of HMA comprised of aggregate, asphalt binder, hydrated lime, and other additives. B. Option to incorporate Reclaimed Asphalt Pavement (RAP) materials into HMA pavement. 1.2 RELATED SECTIONS A. Section 01452: Pavement Smoothness B. Section 01456: Materials Dispute Resolution C. Section 02742S: Project Specific Surfacing Requirements D. Section 02745: Asphalt Material E. Section 02746: Hydrated Lime F. Section 02748: Prime Coat/Tack Coat 1.3 REFERENCES A. AASHTO M 323: Superpave Volumetric Mix Design B. AASHTO R 35: Superpave Volumetric Design for Hot-Mix Asphalt (HMA) C. AASHTO T 19: Bulk Density (“Unit Weight”) and Voids in Aggregate D. AASHTO T 89: Determining the Liquid Limit of Soils E. AASHTO T 90: Determining the Plastic Limit and Plasticity Index of Soils F. AASHTO T 96: Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

Hot Mix Asphalt (HMA) 02741 – 2 of 17 January 1, 2012 G. AASHTO T 104: Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate H. AASHTO T 112: Clay Lumps and Friable Particles in Aggregate I. AASHTO T 176: Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test J. AASHTO T 195: Determining Degree of Particle Coating of Asphalt Mixtures K. AASHTO T 209: Theoretical Maximum Specific Gravity and Density of Hot Mix Asphalt (HMA) L. AASHTO T 255: Total Evaporable Moisture Content of Aggregate by Drying M. AASHTO T 304: Uncompacted Void Content of Fine Aggregate N. AASHTO T 335: Determining the Percentage of Fracture in Coarse Aggregate O. UDOT Materials Manual of Instruction P. UDOT Minimum Sampling and Testing Requirements Q. UDOT Quality Management Plans 1.4 DEFINITIONS A. Lot – The number of tons of HMA placed in a Production Day. B. Minor Target Change – A change from the verified mix design gradation target on a maximum of two sieves with the following limitations. 1. The maximum allowable change in the target gradation on the #8 or any coarser sieve is limited to 3 percent passing per sieve. 2. The maximum allowable change in the target gradation on the #16 or #50 sieves is 2 percent passing per sieve. 3. The maximum allowable change in the target gradation on the #200 sieve is 0.5 percent passing. 4. No target change may violate the mix design requirements in this section. C. Production Day – A 24 hour period in which HMA is being placed.

Hot Mix Asphalt (HMA) 02741 – 3 of 17 January 1, 2012 D. RAP – Recycled Asphalt Pavement. Crushed or milled asphalt materials that have been removed from pavements. Aggregates contained in these materials are required to meet Table 5 except sand equivalent. E. Thin Overlay Pavement – An overlay where the sum of the thickness of the HMA lifts is less than two inches. 1.5 SUBMITTALS A. Mix design at least 10 working days before paving according to the UDOT Materials Manual of Instruction 960. B. Verification that hydrated lime meets the requirements of Section 02746. C. Verification that asphalt binder meets the requirements of Section 02745. D. Changes in job mix design 1. Submit a written request for any proposed change in the job-mix gradation. a. Allow at least 12 hours for approval before incorporating a minor target change into production. b. Allow at least six working days for verification and approval of any other change. 2. Include documentation supporting correlation between suggested target changes and mix design volumetric requirements. Department acceptance test results or Contractor QC test data or both are acceptable. 3. Submit samples according to the UDOT Materials Manual of Instruction 960 for a volumetric mix design verification for anything other than approved minor target changes. This includes changes in the aggregate source, asphalt binder source, or asphalt binder grade. E. Corrective action plan according to this Section, articles 3.3 paragraph B and 3.4 paragraph A4b. 1.6 ACCEPTANCE A. Acceptance sampling and testing of material is according to UDOT Minimum Sampling and Testing Requirements. B. Gradation and asphalt binder content 1. The Engineer evaluates a lot on the test results of four samples with the following exceptions:

Hot Mix Asphalt (HMA) 02741 – 4 of 17 January 1, 2012 a. Compute incentive/disincentive using the test results from three samples if only three samples can be taken for the production day. b. Combine test results with the next day of production if at least three random samples cannot be taken. Take one sample for each 500 tons, or portion thereof, from the following day’s production. c. Add the lot to the previous day’s production for the final day’s production if three random samples cannot be taken. d. The lot may be increased to include up to three production days when agreed upon in advance by both the Contractor and the Engineer when less than 900 tons are anticipated per production day. 2. Evaluate the lot using the number of tests “n” in Table 3. 3. The Engineer informs the Contractor of the time and place of sampling not more than 15 minutes before sampling. C. Density and Thickness 1. Contractor obtains cores within two contract days after the pavement is placed. Refer to UDOT Materials Manual of Instruction 984. a. The Engineer marks coring location for in-place density and joint density cores. b. Move transversely to a point 1 ft from the edge of the pavement for in-place density if the random location for coring falls within 1 ft of the edge of the overall pavement section (outer part of shoulders). c. Fill core holes with HMA or high AC content cold mix and compact. d. The Department witnesses the coring operation, takes possession of the cores immediately, and begins testing the cores within 24 hours for density acceptance. 2. Density Requirements a. The target for in-place density is 93.5 percent of Theoretical Maximum Specific Gravity except for thin overlay pavements. b. The target for in-place density is 92.5 percent of Theoretical Maximum Specific Gravity for Thin overlay pavement projects. c. Use the average of the Theoretical Maximum Specific Gravity tests for each lot. d. Acceptance for in-place density may be based on establishing a rolling pattern for items such as bridge decks, utility work, traffic signals, detours, lane leveling, driveways, other handwork, or small projects with plan quantities less than 500 tons.

Hot Mix Asphalt (HMA) 02741 – 5 of 17 January 1, 2012 3. Thickness Requirements a. The Department accepts a lot for thickness when: 1) The average thickness is not more than ½ inch greater or ¼ inch less than the total design thickness specified. 2) No individual sublot shows a deficient thickness of more than ⅜ inch. b. Excess Thickness – The Engineer may allow excess thickness to remain in place or may order its removal. 1) The Department pays for 50 percent of the mix for material in excess of the +½ inch tolerance when excess thickness is allowed to remain in place. c. Deficient Thickness – Place additional material where lots or sublots are deficient in thickness. 1) The Department pays for material necessary to reach specified thickness. 2) The Department pays for 50 percent of the mix for additional material over specified thickness necessary to achieve minimum lift thickness. 3) Minimum compacted lift is 3 times the nominal maximum aggregate size. d. Thickness tolerances established above do not apply to leveling courses. Check final surfaces in stage construction. e. Thickness acceptance for thin overlay pavement consists of checking thickness regularly with a depth probe during placement and taking corrective action as necessary. D. The Department applies Incentives/Disincentives for Gradation/Asphalt Content, In-Place Density, and Longitudinal Joint Density. The Engineer computes Incentive/Disincentive for each lot. Refer to Section 01452 for smoothness requirements. 1. Compute incentive/disincentive for Gradation/Asphalt Binder and In-place Density according to Table 1. 2. Base the incentive/disincentive on Percent within Limit (PT) computation using Tables 2, 3, and 4. 3. Use lowest single value combined for gradation (each of the sieves) and asphalt binder content for calculating the gradation/asphalt binder content incentive/disincentive. 4. Use Tables 2, 3, and 4 to determine PT for in-place density. 5. Meet PT of 88 or greater for in-place density or the Department does not pay incentives on gradation/asphalt binder content. 6. Incentive for Joint Density is $0.20 per linear foot of longitudinal joint for each lift when the average of all joint densities is above 91 percent of Theoretical Maximum Specific Gravity for the lot.

Hot Mix Asphalt (HMA) 02741 – 6 of 17 January 1, 2012 7. The following work is not eligible for incentive: a. Items such as utility work, traffic signals, detours, lane leveling, and driveways. b. Small projects with plan quantities of HMA less than 500 tons. 8. The Department will reject the lot if the PT is less than 60 percent. E. The Department rejects lots: 1. If the PT for any individual measurement listed in Table 2 is less than 60 percent. 2. The Engineer may accept a reject lot. Refer to Section 01456. a. A $25 per ton price reduction will be assessed. b. The lot will not be eligible for any incentive. F. The Engineer may elect to accept material on visual inspection for work such as utility work, traffic signals, detours, lane leveling, and driveways, other hand work, or small projects with plan quantities less than 500 tons. 1. Lots accepted on visual inspection are not eligible for Incentive/Disincentive. 2. The Engineer reserves the option of conducting any acceptance tests necessary to determine that the material and workmanship meets the project requirements. 3. Acceptance for density may be based on establishing and maintaining a roller pattern to obtain maximum density without over-stressing the pavement. Table 1 Incentive/Disincentive for Gradation, Asphalt Binder Content, and Density PT Based on Min. Four Samples Incentive/Disincentive (Dollars/Ton) > 99 1.50 96-99 1.00 92-95 0.60 88-91 0.00 84-87 -0.26 80-83 -0.60 76-79 -0.93 72-75 -1.27 68-71 -1.60 64-67 -1.93 60-63 -2.27 <60 Reject

Hot Mix Asphalt (HMA) 02741 – 7 of 17 January 1, 2012 Table 2 Upper and Lower Limit Determination Parameter UL and LL ¾ inch sieve for 1 inch HMA ½ inch sieve for ¾ inch HMA ⅜ inch sieve for ½ inch HMA No. 4 sieve for ⅜ inch HMA Target Value ± 6.0% No. 8 sieve Target Value ± 5.0% No.50 sieve Target Value ± 3.0% No. 200 sieve Target Value ± 2.0% Asphalt Binder Content Target Value ± 0.35% Density Lower Limit Target Value - 2.0% Upper Limit Target Value + 3.0%

Hot Mix Asphalt (HMA) 02741 – 8 of 17 January 1, 2012 Table 3 Quality Index Values for Estimating Percent Within Limits PU/PL n=3 n=4 n=5 n=6 n=7 n=8 n=10 n=12 n=15 n=20 100 1.16 1.50 1.75 1.91 2.06 2.15 2.29 2.35 2.47 2.56 99 1.16 1.47 1.68 1.79 1.89 1.95 2.04 2.09 2.14 2.19 98 1.15 1.44 1.61 1.70 1.77 1.80 1.86 1.89 1.93 1.97 97 1.15 1.41 1.55 1.62 1.67 1.69 1.74 1.77 1.80 1.82 96 1.15 1.38 1.49 1.55 1.59 1.61 1.64 1.66 1.69 1.70 95 1.14 1.35 1.45 1.49 1.52 1.54 1.56 1.57 1.59 1.61 94 1.13 1.32 1.40 1.44 1.46 1.47 1.49 1.50 1.51 1.53 93 1.12 1.29 1.36 1.38 1.40 1.41 1.43 1.43 1.44 1.46 92 1.11 1.26 1.31 1.33 1.35 1.36 1.37 1.37 1.38 1.39 91 1.10 1.23 1.27 1.29 1.30 1.31 1.32 1.32 1.32 1.33 90 1.09 1.20 1.23 1.24 1.25 1.25 1.26 1.26 1.27 1.27 89 1.08 1.17 1.20 1.21 1.21 1.21 1.21 1.21 1.22 1.22 88 1.07 1.14 1.16 1.17 1.17 1.17 1.17 1.17 1.17 1.17 87 1.06 1.11 1.12. 1.12 1.12 1.13 1.13 1.13 1.13 1.13 86 1.05 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 85 1.03 1.05 1.05 1.05 1.05 1.04 1.04 1.04 1.04 1.04 84 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 1.00 83 1.00 0.99 0.98 0.97 0.97 0.96 0.96 0.96 0.96 0.96 82 0.98 0.96 0.95 0.94 0.94 0.93 0.93 0.92 0.92 0.92 81 0.96 0.93 0.92 0.91 0.90 0.90 0.89 0.89 0.89 0.88 80 0.94 0.90 0.88 0.87 0.86 0.86 0.85 0.85 0.85 0.85 79 0.92 0.87 0.85 0.84 0.83 0.83 0.82 0.82 0.82 0.81 78 0.89 0.84 0.82 0.81 0.80 0.79 0.79 0.78 0.78 0.78 77 0.87 0.81 0.79 .0.78 0.77 0.76 0.76 0.75 0.75 0.75 76 0.84 0.78 0.76 0.75 0.74 0.73 0.72 0.72 0.72 0.72 75 0.82 0.75 0.73 0.72 0.71 0.70 0.69 0.69 0.69 0.68 74 0.79 0.72 0.70 0.68 0.67 0.67 0.66 0.66 0.66 0.65 73 0.77 0.69 0.67 0.65 0.64 0.64 0.62 0.62 0.62 0.62 72 0.74 0.66 0.64 0.62 0.61 0.61 0.60 0.59 0.59 0.59 71 0.71 0.63 0.60 0.59 0.58 0.58 0.57 0.56 0.56 0.56 70 0.68 0.60 0.58 0.56 0.55 0.55 0.54 0.54 0.54 0.53 69 0.65 0.57 0.55 0.54 0.53 0.52 0.51 0.51 0.51 0.50 68 0.62 0.54 0.52 0.51 0.50 0.50 0.48 0.48 0.48 0.48 67 0.59 0.51 0.49 0.48 0.47 0.47 0.46 0.45 0.45 0.45 66 0.56 0.48 0.46 0.45 0.44 0.44 0.43 0.42 0.42 0.42 65 0.53 0.45 0.43 0.42 0.41 0.41 0.40 0.40 0.40 0.39 64 0.49 0.42 0.40 0.39 0.38 0.38 0.37 0.37 0.37 0.37 63 0.46 0.39 0.37 0.36 0.35 0.35 0.35 0.34 0.34 0.34 62 0.43 0.36 0.34 0.33 0.33 0.33 0.32 0.31 0.31 0.31 61 0.39 0.33 0.31 0.30 0.30 0.30 0.29 0.29 0.29 0.28 60 0.36 0.30 0.28 0.27 0.26 0.26 0.25 0.25 0.25 0.25 <60 ≤ 0.35 ≤ 0.29 ≤ 0.27 ≤ 0.26 ≤ 0.25 ≤ 0.25 ≤ 0.24 ≤ 0.24 ≤ 0.24 ≤ 0.24 Enter table in the appropriate “number of tests” column and round down to the nearest value.

Hot Mix Asphalt (HMA) 02741 – 9 of 17 January 1, 2012 Table 4 Definitions, Abbreviations, and Formulas for Acceptance Term Explanation Target Value (TV) The target values for gradation and asphalt binder content are given in the Contractor’s volumetric mix design. See this Section, article 1.6 for density target values. Average (AVE) The sum of the lot’s test results for a measured characteristic divided by the number of test results–the arithmetic mean. Sample Standard Deviations The square root of the value formed by summing the squared difference between the individual test results of a measured characteristic and AVE, divided by the number of test results minus one. Upper Limit (UL) The value above the TV of each measured characteristic that defines the upper limit of acceptable production. (Table 2) Lower Limit (LL) The value below the TV of each measured characteristic that defines the lower limit of acceptable production (Table 2) Upper Quality Index (QU) QU = (UL - AVE)/s Lower Quality Index (QL) QL = (AVE - LL)/s Percentage of Lot Within UL (PU) Determined by entering Table 3 with QU. Percentage of Lot Within LL (PL) Determined by entering Table 3 with QL. Total Percentage of Lot Within UL and LL (PT) PT = (PU + PL) – 100 Incentive/Disincentive Determined by entering Table 1 with PT or PL. All values for AVE, s, QU, and QL will be calculated to at least four decimal places and carried through all further calculations. Rounding to lower accuracy is not allowed. 1.7 DISPUTE RESOLUTION A. Refer to Section 01456 when disputing the validity of the Department’s acceptance tests. B. The option to dispute the validity of the Department’s test results is waived if the paired “t” testing described in this Section, article 3.4 is not performed.

Hot Mix Asphalt (HMA) 02741 – 10 of 17 January 1, 2012 PART 2 PRODUCTS 2.1 ASPHALT BINDER A. Project Specific Surfacing Requirements – Refer to Section 02742S. B. Asphalt Material – Refer to Section 02745. 2.2 AGGREGATE A. Crusher processed virgin aggregate material consisting of crushed stone, gravel, or slag. B. Refer to Table 5 to determine the suitability of the aggregate. 1. Coarse aggregates a. Retained on No. 4 sieve 2. Fine aggregates a. Clean, hard grained, and angular b. Passing the No. 4 sieve Table 5 Aggregate Properties – HMA Test Method Test No. 75 Design Gyrations and Greater Less Than 75 Design Gyrations One Fractured Face AASHTO T 335 95% minimum 85% min (1 inch and ¾ inch) 90% min (½ inch and ⅜ inch) Two Fractured Face AASHTO T 335 90% minimum 80% min (1 inch and ¾ inch) 90% min (½ inch and ⅜ inch) Fine Aggregate Angularity AASHTO T 304 45 minimum 45 minimum Flakiness Index UDOT MOI 933 (Based on ⅜ inch sieve and above) 17% maximum 17% maximum L.A. Wear AASHTO T 96 35% maximum 40% maximum Sand Equivalent AASHTO T 176 (Pre-wet method) 60 minimum 45 minimum Plasticity Index AASHTO T 89 and T 90 0 0 Unit Weight AASHTO T 19 minimum 75 lb/cu ft minimum 75 lb/cu ft Soundness (sodium sulfate) AASHTO T 104 16% maximum loss with five cycles 16% maximum loss with five cycles Clay Lumps and Friable Particles AASHTO T 112 2% maximum 2% maximum Natural Fines N/A 0% 10% maximum

Hot Mix Asphalt (HMA) 02741 – 11 of 17 January 1, 2012 C. Meet gradation requirements in Table 6. Table 6 Aggregate Gradations (Percent Passing by Dry Weight of Aggregate) Sieve Size 1 inch ¾ inch ½ inch ⅜ inch Control Sieves 1½ inch 100.0 1 inch 90.0 - 100.0 100.0 ¾ inch <90 90.0 - 100.0 100.0 ½ inch <90 90.0 – 100.0 100.0 ⅜ inch <90 90.0 - 100.0 No. 4 < 90 No. 8 19.0 - 45.0 23.0 - 49.0 28.0 - 58.0 32.0 - 67.0 No. 200 1.0 - 7.0 2.0 - 8.0 2.0 – 10.0 2.0 – 10.0 2.3 HYDRATED LIME A. Meet the requirements of Section 02746. 2.4 RECLAIMED ASPHALT PAVEMENT (RAP) (OPTIONAL) A. Do not adjust the asphalt binder grade when RAP content is not more than 15 percent by total weight of the hot mix and RAP asphalt binder content is not more than 15 percent of the total asphalt binder content by weight. B. Adjust asphalt binder grade according to AASHTO M 323 when RAP asphalt binder content is between 15 to 25 percent of the asphalt binder weight. 1. Select one grade softer than the grade specified. Do not select any grades lower than PG XX-34. 2. Provide test reports indicating that the PG grade and quantity of the recovered asphalt binder is consistent throughout the stockpile. 3. Limit RAP to 25 percent of the total weight of the hot mix and RAP binder to 25 percent of the total binder. C. RAP aggregate is required to meet Table 5 with exception of Sand Equivalent. Refer to AASHTO T 176. 2.5 WARM MIX A. Meet all design requirements of Hot Mix Asphalt.

Hot Mix Asphalt (HMA) 02741 – 12 of 17 January 1, 2012 2.6 VOLUMETRIC DESIGN A. Perform Superpave Volumetric Mix Design according to UDOT Materials Manual of Instruction 960 and the following: 1. Incorporate hydrated lime into all designs. Refer to Section 02746. 2. Comply with Table 7 and Table 8. B. The Department Region Materials Lab verifies the Volumetric Mix Design. Refer to the UDOT Materials Manual of Instruction 960. 1. Do not begin paving until verification is complete. 2. The Resident Engineer and Region Materials Engineer will provide written verification of the field volumetric mix design. C. Mix Design Changes 1. The Department may allow up to two minor target changes per project without penalty to contractor. The Department charges $1,000 for each additional minor target change. 2. The Department allows up to two volumetric mix design verifications, (including field verifications), per project. The Department charges $3,000 for each additional laboratory or field verification required. This includes all laboratory or field volumetric mix design verifications required due to contractor initiated target changes. 3. The Resident Engineer and Region Materials Engineer will review each change and provide written notice of approval or rejection of each mix design change. Table 7 Volumetric Design Gyrations 20 Years Design ESALS (Million) Compaction Parameters Voids Filled with Asphalt (VFA) (%) Ninitial /% of Gmm* Ndesign /% of Gmm* Nmax /% of Gmm* 0.3 6/≤ 91.5 50/ 96.5 75/≤ 98 70 - 80 ** 0.3 to <3 7/≤ 90.5 75/ 96.5 115/≤ 98 70 – 80 3 to < 30 8/≤ 89 100/ 96.5 160/≤ 98 70 – 80 ≥ 30 9/≤ 89 125/ 96.5 205/≤ 98 70 – 80 * Gmm: Theoretical maximum specific gravity of mix. Refer to AASHTO T 209. ** 67 percent specified lower limit VFA for 1-inch nominal maximum size mixture.

Hot Mix Asphalt (HMA) 02741 – 13 of 17 January 1, 2012 Table 8 Volumetric Design Requirements HMA design mixing and compaction temperatures Provided by the Engineer Dust Proportion Range 0.6 - 1.40 Voids in Mineral Aggregate (VMA) at Ndesign AASHTO R 35.9.2 using Gsb at SSD. Equation based on percent of total mix. 12.5% - 13.5% for 1 inch 13.5% - 14.5% for ¾ inch 14.5% - 15.5% for ½ inch 15.5% - 16.5% for ⅜ inch Hamburg Wheel Tracker UDOT MOI 990 75 Design Gyrations and Greater Maximum 10 mm impression at 20,000 passes. Less than 75 Design Gyrations Maximum 10 mm impression at 10,000 passes 2.7 PRIME COAT/TACK COAT A. Refer to Section 02748. PART 3 EXECUTION 3.1 HMA A. Dry aggregate to an average moisture content of not more than 0.2 percent by weight. 1. May be verified by AASHTO T 255. 2. Adjust burners to avoid damage or soot contamination of the aggregate. B. Treat aggregate with hydrated lime. Refer to Section 02746. 1. Method A or B 2. The Department applies a deduction for mix produced by a non- certified supplier to cover the costs of inspection. The deduction is applied according to the UDOT Quality Management Plan 514 Hot- Mix Asphalt. C. Coat with asphalt binder 100 percent of the particles passing and 98 percent of the particles retained on the No. 4 sieve. 1. May be verified by AASHTO T 195. 2. Discontinue operation and make necessary corrections if material is not properly coated.

Hot Mix Asphalt (HMA) 02741 – 14 of 17 January 1, 2012 D. Maintain temperature of the HMA between the limits identified on the Volumetric Mix Design Verification Letter for mixing and compacting. 1. The Department rejects materials heated over the identified limits. 2. Remove all material rejected by the Department for overheating. 3.2 HMA PLANT A. Provide 1. Positive means to determine the moisture content of aggregate. 2. Positive means to sample all material components. 3. Sensors to measure the temperature of the HMA at discharge. 4. The ability to maintain mix discharge temperature according to the mix design. B. Asphalt Binder Storage Tanks 1. Provide a positive means for separating and identifying asphalt grades when multiple products are used in mix production. 2. Provide a positive means of sampling the asphalt binder. Accept a common sampling point where multiple products are used in mix production. 3.3 CEASE PRODUCTION A. Cease production when any two out of three consecutive lots meet one of the following criteria: 1. A net disincentive 2. Air voids at Ndes averaged for each lot are less than 2.5 or greater than 4.75 percent 3. VMA at Ndes averaged for each lot are not within Target Value ± 1.25 percent B. Submit a corrective action plan to the Engineer before production continues indicating the changes in production procedures that will be implemented to correct the deficiencies. Address the specific issues contributing to the cease production directive. The Engineer must approve the revised plan before production continues. C. The Engineer may require a new mix design. D. The Engineer may require Hamburg Wheel-Track testing for up to 5 lots after the cease production order. 1. Sample to be taken randomly from behind the paver for up to 5 lots after the cease production order. 2. Failure to meet the requirements of Table 8 results in rejection of the lot.

Hot Mix Asphalt (HMA) 02741 – 15 of 17 January 1, 2012 3.4 LABORATORY CORRELATION A. Perform split-sample, paired t-testing with the Department based on project quality control testing using Department LQP qualified lab. 1. Perform split-sample, paired t analysis on all mix acceptance tests and tests related to volumetric properties. 2. Perform paired t analysis as defined in the UDOT Materials Manual of Instruction, Appendix C. 3. Continue paired t-testing until at least two consecutive production days meet α = 0.05 for a two tailed distribution. 4. Resolve discrepancies in lab results within the first five production days. a. Cease production if two consecutive days in the first five days cannot be achieved. b. Submit a corrective action plan to the Engineer before production continues indicating the changes in procedures that will be implemented to correct the deficiencies. Both Contractor and Department labs must make paired t test results available within 24 hours of sampling. 3.5 SURFACE PREPARATION A. Locate, reference, and protect all utility covers, monuments, curb and gutter, and other components affected by the paving operations. B. Remove all moisture, dirt, sand, leaves, and other objectionable material from the prepared surface before placing the tack coat and mix. C. Complete spot leveling before placing pavement courses. 1. Place, spread, and compact leveling mix on portions of the existing surface. 2. Fill and compact any localized potholes more than 1 inch deep. 3. Allow compacted mix to cool sufficiently to below 150 degrees F to provide a stable structural platform before placing additional lifts of HMA. D. Apply tack coat to all paved surfaces before applying a leveling course or pavement lift as required in Section 02748. E. Allow sufficient cure time for prime coat/tack coat before placing HMA.

Hot Mix Asphalt (HMA) 02741 – 16 of 17 January 1, 2012 3.6 SURFACE PLACEMENT A. Provide a compactable sloped edge adjacent to the next lane to be paved when full-width or Echelon paving is impractical and more than one pass is required. 1. Coat edge with tack coat according to Section 02748 at a residual rate of 0.05 gal/yd2. 2. Echelon paving is the preferred method for constructing a longitudinal joint. 3. Refer to Section 01554 and DD and TC Series Standard Drawings for pavement edge slope required to safely maintain traffic. B. Adjust the production of the mixing plant and material delivery until a steady paver speed is maintained. C. Offset longitudinal joints 6 to 12 inches in succeeding courses. 1. Place top course joint within 1 ft of the centerline or lane line. 2. Tack the longitudinal edge before placing the adjacent pass if the previous pass has cooled below 175 degrees F. D. Offset transverse construction joints at least 6 ft longitudinally. E. Do not allow construction vehicles, general traffic, or rollers to pass over the uncompacted end or edge of freshly placed mix until the mat temperature drops to a point where damage or differential compaction will not occur. F. Taper the end of a course subjected to traffic at approximately 50:1 (horizontal to vertical). 1. Remove the portion of the pass that contains the tapered end before placing fresh mix. 2. Tack the contact surfaces before fresh mix is placed against the compacted mix. G. Use a motor grader, spreader box, or other approved spreading methods for projects under 180 yd2, irregular areas, or for miscellaneous construction such as detours, sidewalks, and leveling courses. 3.7 COMPACTION A. Use a small compactor or vibratory roller at structures in addition to normal rolling. B. Operate in a transverse direction next to the back wall and approach slab.

Hot Mix Asphalt (HMA) 02741 – 17 of 17 January 1, 2012 3.8 LIMITATIONS A. Do not place on frozen base or during adverse climatic conditions such as precipitation or when roadway surface is icy or wet. B. Use a release agent that does not dissolve asphalt and is acceptable to the Engineer for all equipment and hand tools used to mix, haul, and place the HMA. C. Place between April 15, and October 15, and when the air temperature in the shade and the roadway surface temperature are above 50 degrees F. 1. The Department determines and provides written approval if it is acceptable to place outside the above limits. END OF SECTION

Asphalt Material 02745 – Page 1 of 21 January 1, 2012 SECTION 02745 ASPHALT MATERIAL PART 1 GENERAL 1.1 SECTION INCLUDES A. Asphalt materials 1.2 RELATED SECTIONS Not Used 1.3 REFERENCES A. AASHTO M 81: Cutback Asphalt (Rapid-Curing Type) B. AASHTO M 82: Cutback Asphalt (Medium-Curing Type) C. AASHTO M 140: Emulsified Asphalt D. AASHTO M 208: Cationic Emulsified Asphalt E. AASHTO M 226: Viscosity Graded Asphalt Cement F. AASHTO M 282: Joint Sealants, Hot-Poured, Elastomeric-Type, for Portland Cement Concrete Pavements G. AASHTO M 320: Performance Graded Asphalt Binder H. AASHTO R 28: Accelerated Aging of Asphalt Binder Using a Pressurized Aging Vessel (PAV) I. AASHTO T 44: Solubility of Bituminous Materials J. AASHTO T 48: Flash and Fire Points by Cleveland Open Cup K. AASHTO T 49: Penetration of Bituminous Materials L. AASHTO T 50: Float Test for Bituminous Materials M. AASHTO T 51: Ductility of Bituminous Materials N. AASHTO T 59: Emulsified Asphalt O. AASHTO T 201: Kinematic Viscosity of Asphalts (Bitumens)

Asphalt Material 02745 – Page 2 of 21 January 1, 2012 P. AASHTO T 228: Specific Gravity of Semi-Solid Asphalt Materials Q. AASHTO T 240: Effect of Heat and Air on a Moving Film of Asphalt Binder (Rolling Thin-Film Oven Test) R. AASHTO T 300: Force Ductility of Asphalt Materials S. AASHTO T 301: Elastic Recovery Test of Asphalt Materials by Means of a Ductilometer T. AASHTO T 313: Determining the Flexural Creep Stiffness of Asphalt Binder Using the Bending Beam Rheometer (BBR) U. AASHTO T 314: Determining the Fracture Properties of Asphalt Binder in Direct Tension V. AASHTO T 315: Determining the Rheological Properties of Asphalt Binder Using a Dynamic Shear Rheometer (DSR) W. AASHTO T 316: Viscosity Determination of Asphalt Binder Using Rotational Viscometer X. ASTM D 2006: Method for Characteristic Groups in Rubber Extender and Processing Oils by the Precipitation Method. Y. ASTM D 2007: Characteristic Groups in Rubber Extender and Processing Oils and Other Petroleum Derived Oils by the Clay Gel Absorption Chromatographic Method Z. ASTM D 2026: Cutback Asphalt (Slow Curing Type) AA. ASTM D 4402: Viscosity Determination of Asphalt at Elevated Temperatures Using a Rotational Viscometer BB. ASTM D 5329: Sealants and Fillers, Hot-Applied, For Joints and Cracks in Asphaltic and Portland Cement Concrete Pavements CC. ASTM D 5801: Toughness and Tenacity of Bituminous Materials DD. California Test Methods EE. UDOT Materials Manual of Instruction FF. UDOT Minimum Sampling and Testing Requirements

Asphalt Material 02745 – Page 3 of 21 January 1, 2012 GG. UDOT Quality Management Plan 1.4 DEFINITIONS Not Used 1.5 SUBMITTALS A. A vendor-prepared bill of lading showing the following information for each material shipment: 1. Type and grade of material 2. Type and amount of additives used, if applicable 3. Destination 4. Consignee’s name 5. Date of Shipment 6. Railroad car or truck identification 7. Project number 8. Loading temperature 9. Net weight in tons or net gallons corrected to 60 degrees F, when requested 10. Specific gravity 11. Bill of lading number 12. Manufacturer of asphalt material 1.6 ACCEPTANCE A. Acceptance sampling and testing of material is according to UDOT Minimum Sampling and Testing Requirements. 1.7 DELIVERY, STORAGE, AND HANDLING A. Each shipment of asphalt material must: 1. Be uniform in appearance and consistency. 2. Show no foaming when heated to the specified loading temperature. B. Do not supply shipments contaminated with other asphalt types or grades than those specified. 1.8 GRADE OF MATERIAL A. The Engineer determines the grade of material to be used based on the supply source designated by the Contractor when the bid proposal lists more than one grade of asphalt material.

Asphalt Material 02745 – Page 4 of 21 January 1, 2012 1.9 PAYMENT PROCEDURES A. Price adjustments for asphalt binder and liquid asphalt including chip-seal emulsions and cut-backs. 1. Department procedures governs price adjustments made where asphalt material does not conform to the specifications. a. The Engineer may order the removal of any or all the defective asphalt material if the price adjustment exceeds 30 percent. b. The pay factor for such material is 0.50 when allowed to remain in place. B. Price adjustments for Performance Graded Asphalt Binder (PGAB) 1. Department PGAB management plan governs price reductions or removal of material where the binder does not meet the specifications. PART 2 PRODUCTS 2.1 PERFORMANCE GRADED ASPHALT BINDER (PGAB) A. Supply PGABs under the Approved Supplier Certification (ASC) System. Refer to the UDOT Quality Management Plan Section 509, Asphalt Binder. B. Refer to AASHTO M 320 for all PGABs having algebraic differences less than 92 degrees between the high and low design temperatures. C. Refer to AASHTO M 320 modified by Tables 1, 2, 3, 4, 5, 6, 7, and 8 for all PGABs having algebraic differences equal to or greater than 92 degrees between the high and low design temperatures.

Asphalt Material 02745 – Page 5 of 21 January 1, 2012 Table 1 PG58-34 Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 58° C, G*, kPa @ 58° C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135° C, Pa.s Flash Point, AASHTO T 48 °C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @ 58° C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100° C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 16° C, kPa Bending Beam Rheometer, AASHTO T 313 @ -24° C, S, MPa @ -24° C, m-value Direct Tension Test, AASHTO T 314 @ -24° C, Failure Strain, % @ -24° C, Failure Stress (b), MPa 1.30 Min. 74.0 Max. 3 Max. 260 Min. 2.20 Min. 65 Min. 5,000 Max. 300 Max. 0.300 Min. 1.5 Min. 4.0 Min. (a) Modify paragraph 4.5 as follows: Stop the ductilometer after 20 cm has been reached and within 2 seconds. Sever the specimen at its center with a pair of scissors. (b) No allowances will be given for passing at a colder grade. Table 2 PG64-28 Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 64° C, G*, kPa @ 64° C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135° C, Pa.s Flash Point, AASHTO T 48 °C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @ 64° C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 °C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 22° C, kPa Bending Beam Rheometer, AASHTO T 313 @ -18° C, S, MPa @ -18° C, m-value Direct Tension Test, AASHTO T 314 @ -18° C, Failure Strain, % @ -18° C, Failure Stress (b), MPa 1.30 Min. 74.0 Max. 3 Max. 260 Min. 2.20 Min. 65 Min. 5,000 Max. 300 Max. 0.300 Min. 1.5 Min. 4.0 Min. (a) Modify paragraph 4.5 as follows: Stop the ductilometer after 20 cm has been reached and within 2 seconds. Sever the specimen at its center with a pair of scissors. (b) No allowances will be given for passing at a colder grade.

Asphalt Material 02745 – Page 6 of 21 January 1, 2012 Table 3 PG64-34 Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 64° C, G*, kPa @ 64° C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135° C, Pa.s Flash Point, AASHTO T 48 °C RTFO Residue, AASHTO T-240 Dynamic Shear Rheometer, AASHTO T 315 @ 64° C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 °C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 19° C, kPa Bending Beam Rheometer, AASHTO T 313 @ -24° C, S, MPa @ -24° C, m-value Direct Tension Test, AASHTO T 314 @ -24° C, Failure Strain, % @ -24° C, Failure Stress (b), MPa 1.30 Min. 71.0 Max. 3 Max. 260 Min. 2.20 Min. 70 Min. 5,000 Max. 300 Max. 0.300 Min. 1.5 Min. 4.0 Min. (a) Modify paragraph 4.5 as follows: Stop the ductilometer after 20 cm has been reached and within 2 seconds. Sever the specimen at its center with a pair of scissors. (b) No allowances will be given for passing at a colder grade. Table 4 PG70-22 Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 70° C, G*, kPa @ 70° C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135° C, Pa.s Flash Point, AASHTO T 48 °C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @70°C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 °C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 28° C, kPa Bending Beam Rheometer, AASHTO T 313 @ -12° C, S, MPa @ -12° C, m-value Direct Tension Test, AASHTO T 314 @ -12° C, Failure Strain, % @ -12° C, Failure Stress (b), MPa 1.30 Min. 74.0 Max. 3 Max. 260 Min. 2.20 Min. 65 Min. 5,000 Max. 300 Max. 0.300 Min. 1.5 Min. 4.0 Min. (a) Modify paragraph 4.5 as follows: Stop the ductilometer after 20 cm has been reached and within 2 seconds. Sever the specimen at its center with a pair of scissors. (b) No allowances will be given for passing at a colder grade.

Asphalt Material 02745 – Page 7 of 21 January 1, 2012 Table 5 PG70-28 Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 70° C, G*, kPa @ 70° C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135° C, Pa.s Flash Point, AASHTO T 48 °C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @ 70° C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 °C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 25° C, kPa Bending Beam Rheometer, AASHTO T 313 @ -18° C, S, MPa @ -18° C, m-value Direct Tension Test, AASHTO T 314 @ -18° C, Failure Strain, % @ -18° C, Failure Stress (b), MPa 1.30 Min. 71.0 Max. 3 Max. 260 Min. 2.20 Min. 70 Min. 5,000 Max. 300 Max. 0.300 Min. 1.5 Min. 4.0 Min. (a) Modify paragraph 4.5 as follows: Stop the ductilometer after 20 cm has been reached and within 2 seconds. Sever the specimen at its center with a pair of scissors. (b) No allowances will be given for passing at a colder grade. Table 6 PG70-34 Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 70° C, G*, kPa @ 70° C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135 °C, Pa.s Flash Point, AASHTO T 48 °C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @ 70° C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 °C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 22° C, kPa Bending Beam Rheometer, AASHTO T 313 @ -24° C, S, MPa @ -24° C, m-value Direct Tension Test, AASHTO T 314 @ -24° C, Failure Strain, % @ -24° C, Failure Stress (b), MPa 1.30 Min. 71.0 Max. 3 Max. 260 Min. 2.20 Min. 75 Min. 5,000 Max. 300 Max. 0.300 Min. 1.5 Min. 4.0 Min. (a) Modify paragraph 4.5 as follows: Stop the ductilometer after 20 cm has been reached and within 2 seconds. Sever the specimen at its center with a pair of scissors. (b) No allowances will be given for passing at a colder grade.

Asphalt Material 02745 – Page 8 of 21 January 1, 2012 Table 7 PG76-22 Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 76° C, G*, kPa @ 76° C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135° C, Pa.s Flash Point, AASHTO T 48 °C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @ 76° C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 °C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 31°C, kPa Bending Beam Rheometer, AASHTO T 313 @ -12° C, S, MPa @ -12° C, m-value Direct Tension Test, AASHTO T 314 @ -12° C, Failure Strain, % @ -12° C, Failure Stress (b), MPa 1.30 Min. 71.0 Max. 3 Max. 260 Min. 2.20 Min. 70 Min. 5,000 Max. 300 Max. 0.300 Min. 1.5 Min. 4.0 Min. (a) Modify paragraph 4.5 as follows: Stop the ductilometer after 20 cm has been reached and within 2 seconds. Sever the specimen at its center with a pair of scissors. (b) No allowances will be given for passing at a colder grade. Table 8 PG76-28 Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 76° C, G*, kPa @ 76° C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135° C, Pa.s Flash Point, AASHTO T 48 °C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @ 76° C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 °C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 28° C, kPa Bending Beam Rheometer, AASHTO T 313 @ -18° C, S, MPa @ -18° C, m-value Direct Tension Test, AASHTO T 314 @ -18° C, Failure Strain, % @ -18° C, Failure Stress (b), MPa 1.30 Min. 71. 0 Max. 3 Max. 260 Min. 2.20 Min. 75 Min. 5,000 Max. 300 Max. 0.300 Min. 1.5 Min. 4.0 Min. (a) Modify paragraph 4.5 as follows: Stop the ductilometer after 20 cm has been reached and within 2 seconds. Sever the specimen at its center with a pair of scissors. (b) No allowances will be given for passing at a colder grade.

Asphalt Material 02745 – Page 9 of 21 January 1, 2012 2.2 ASPHALTIC CEMENT, LIQUID ASPHALTS, AND REJUVENATING AGENTS A. Refer to AASHTO M 226, Table 2 with the following modifications: 1. Delete and replace ductility at 77 degrees F (25 degrees C) with ductility at 39.2 degrees F (4 degrees C) using the values specified below. AC - 2.5 AC - 5 AC - 10 AC - 20 50+ 25+ 15+ 5+ B. Cationic and Anionic Emulsified Asphalt 1. All standard Slow Setting (SS, CSS), Quick Setting (QS, CQS) Medium Setting (MS, CMS), and Rapid Setting (RS, CRS) grades including all High-Float designations (HF). 2. Supply under the Approved Supplier Certification System (ASC). 3. Refer to and meet AASHTO M 208 and M 140. C. Meet the requirements of one of these tables: 1. Table 9 – Cationic Rapid Setting Emulsified Polymerized Asphalt (CRS-2P) 2. Table 10 – Latex Modified Cationic Rapid Setting Emulsified Asphalt (LMCRS-2) 3. Table 11 – Cationic Medium Setting Emulsified Asphalt (CMS-2S) 4. Table 12 – High Float Medium Setting Emulsified Asphalt (HFMS-2) 5. Table 13 – High Float Medium Setting Emulsified Polymerized Asphalt (HFMS-2P) 6. Table 14 – High Float Medium Setting Emulsified Polymerized Asphalt (HFMS-2SP) 7. Table 15 – High Float Rapid Setting Emulsified Polymerized Asphalt (HFRS-2P). 8. Table 16 – Setting Cationic Rapid Emulsified Asphalt (CRS-2A, B) D. Curing Cut-Back Asphalt 1. Refer to specification ASTM D 2026 for slow curing (SC). 2. Refer to specification AASHTO M 82 for medium curing (MC). 3. Refer to specification AASHTO M 81 for rapid curing (RC). E. Meet the requirements for Emulsified Asphalt Pavement Rejuvenating Agent: 1. Table 17 – Type A 2. Table 18 – Type B 3. Table 19 – Type B Modified 4. Table 20 – Type C 5. Table 21 – Type D

Asphalt Material 02745 – Page 10 of 21 January 1, 2012 Table 9 Cationic Rapid Setting Emulsified Polymerized Asphalt (CRS-2P) Tests Test Method Min. Max. Emulsion Viscosity , SF, 140º F (60º C), s (Project-site Acceptance/Rejection Limits) AASHTO T 59 100 400 Settlement (a) 5 days, percent AASHTO T 59 5 Storage Stability Test (b) 1 d, 24 h, percent AASHTO T 59 Demulsibility (c) 35 ml, 0.8% sodium dioctyl Sulfosucinate, percent AASHTO T 59 40 Particle Charge Test AASHTO T 59 Positive Sieve Test, percent AASHTO T 59 0.10 Distillation Oil distillate, by volume of emulsion, percent 0 Residue (d), percent 68 Residue from Distillation Test Penetration, 77º F (25º C), 100 g, 5 s, dmm AASHTO T 49 80 150 Ductility, 39.2º F (4º C), 5 cm/min, cm Toughness, lb-in Tenacity, lb-in AASHTO T 51 ASTM D 5801 ASTM D 5801 35 75 50 Solubility in trichloroethylene, percent AASHTO T 44 97.5 The test requirement for settlement may be waived when the emulsified asphalt is used in less than five days or the purchaser may require that the settlement test be run from the time the sample is received until it is used, if the elapsed time is less than five days. (b) The 24-hour (1-day) storage stability test may be used instead of the five day settlement test. (c) The demulsibility test is made within 30 days from date of shipment. (d) Distillation is determined by AASHTO T 59 with modifications to include a 350 ± 5º F (177 ± 3º C) maximum temperature to be held for 15 minutes. Modify the asphalt cement before emulsification.

Asphalt Material 02745 – Page 11 of 21 January 1, 2012 Table 10 Latex Modified Cationic Rapid Setting Emulsified Asphalt (LMCRS-2) Tests Test Method Min. Max. Emulsion Viscosity, SF, 122º F (50º C), s (Project Site Acceptance/Rejection Limits) AASHTO T 59 140 400 Settlement (a) 5 days, percent AASHTO T 59 5 Storage Stability Test (b) 1 d, 24 h, percent AASHTO T 59 1 Demulsibility (c) 35 ml, 0.8% sodium Dioctyl Sulfosucinate, percent AASHTO T 59 40 Particle Charge Test AASHTO T 59 Positive Sieve Test, percent AASHTO T 59 0.3 Distillation Oil distillate, by volume of emulsion, percent 0 Residue (d), percent 65 Residue from Distillation Test Penetration, 77º F (25º C), 100 g, 5 s, dmm AASHTO T 49 40 200 Torsional Recovery (e) 18 (a) The test requirement for settlement may be waived when the emulsified asphalt is used in less than a five-day time; or the purchaser may require that the settlement test be run from the time the sample is received until it is used, if the elapsed time is less than 5 days. (b) May use the 24-hour (1-day) storage stability test instead of the five-day settlement test. (c) Make the demulsibility test within 30 days from date of shipment. (d) Determine distillation by AASHTO T 59, with modifications to include a 350 ± 5ºF (177±3ºC) maximum temperature to be held for 15 minutes. (e) CA 332 (California Test Method) Co-mill latex and asphalt during emulsification

Asphalt Material 02745 – Page 12 of 21 January 1, 2012 Table 11 Cationic Medium Setting Emulsified Asphalt (CMS-2S) Tests Test Method Specification Emulsion Viscosity, SF, 122º F (50º C), s AASHTO T 59 50 - 450 Percent residue AASHTO T 59 60 min Storage Stability Test, 1d, 24h, percent AASHTO T 59 1 max Sieve, percent AASHTO T 59 0.10 max Particle charge AASHTO T 59 Positive Oil Distillate, percent by volume of emulsion AASHTO T 59 5-15 Residue Penetration, 77º F (25º C), 100g, 5 sec, dmm AASHTO T 59 100-250 Solubility, percent AASHTO T 59 97.5 min. Table 12 High Float Medium Setting Emulsified Asphalt ( HFMS-2) Tests Test Method Min. Max. Emulsion Viscosity, SF, 122° F (50° C), s (Project Site Acceptance/Rejection Limits AASHTO T 59 70 300 Storage Stability Test, 1d, 24 h, percent AASHTO T 59 1.0 Sieve Test , percent AASHTO T 59 0.1 Distillation AASHTO T 59 Oil Distillate, by volume of emulsion, percent AASHTO T 59 NA NA Residue, percent AASHTO T 59 65 Residue from Distillation Test Penetration, 77° F (25° C), 100g, 5 s, dmm AASHTO T 49 50 200 Float Test, 140° F (60° C), s AASHTO T 50 1,200 Solubility in Trichloroethylene, percent AASHTO T 44 97.5 Ductility, 77° F (25° C) 5cm/min, cm AASHTO T 51 40

Asphalt Material 02745 – Page 13 of 21 January 1, 2012 Table 13 High Float Medium Setting Emulsified Polymerized Asphalt (HFMS-2P) (a) Tests Test method Min. Max. Emulsion Viscosity, SF, 122º F (50º C), s (Project Site Acceptance/Rejection Limits) AASHTO T 59 100 450 Storage Stability Test, 1 d, 24 h, percent AASHTO T 59 1.0 Sieve Test, percent AASHTO T 59 0.1 Distillation Oil distillate, by volume of emulsion, percent AASHTO T 59 7 Residue (b), percent AASHTO T 59 65 Residue from Distillation Test Penetration, 77º F (25º C), 100 g, 5 s, dmm AASHTO T 49 70 300 Float Test, 140º F (60º C), s AASHTO T 50 1,200 Solubility in trichloroethylene, percent AASHTO T 44 97.5 Elastic Recovery, 77º F (25º C), percent AASHTO T 301 50 (a) Supply an HFMS-2P (anionic, polymerized, high-float) as an emulsified blend of polymerized asphalt cement, water, and emulsifiers. Polymerize the asphalt cement with at least 3.0% polymer by weight of the asphalt cement before emulsification. The emulsion must be smooth and homogeneous throughout with no white, milky separation, pumpable, and suitable for application through a distributor after standing undisturbed for at least 24 hours. (b) Determine the distillation by AASHTO T 59, with modifications to include a 350 ± 5º F (177 ± 3º C) maximum temperature to be held for 15 minutes.

Asphalt Material 02745 – Page 14 of 21 January 1, 2012 Table 14 High Float Medium Setting Emulsified Polymerized Asphalt (HFMS-2SP) (a) Tests Test method Min. Max. Emulsion Viscosity, SF, 122º F (50º C), s (Project Site Acceptance/Rejection Limits) AASHTO T 59 50 450 Storage Stability Test, 1 d, 24 h, percent AASHTO T 59 1 Sieve Test, percent AASHTO T 59 0.1 Distillation Oil distillate, by volume of emulsion, percent AASHTO T 59 7 Residue (b), percent AASHTO T 59 65 Residue from Distillation Test Penetration, 77º F (25º C), 100 g, 5 s, dmm AASHTO T 49 150 300(c) Float Test, 140ºF (60ºC), s AASHTO T 50 1200 Solubility in trichloroethylene, percent AASHTO T 44 97.5 Elongation Recovery(d), 77º F (25º C), percent AASHTO T 301 50 (a) Supply an HFMS-2SP (anionic, polymerized, high-float) as an emulsified blend of polymerized asphalt cement, water, and emulsifiers. Polymerize the asphalt cement with at least 3.0% polymer by weight of the asphalt cement before emulsification. The emulsion must be smooth and homogeneous throughout with no white, milky separation, pumpable, and suitable for application through a distributor after standing undisturbed for at least 24 hours. (b) Determine the distillation by AASHTO T 59, with modifications to include a 350 ± 5º F (177 ± 3º C) maximum temperature to be held for 15 minutes. (c) Emulsified Asphalt (HFMS-2SP) with a residual penetration greater than 300 dmm may be used with Cold Bituminous Pavement (Recycle) to address problems with cool weather or extremely aged existing pavement when approved by the Engineer. (d) Report only when penetration is greater than 300 dmm.

Asphalt Material 02745 – Page 15 of 21 January 1, 2012 Table 15 High Float Rapid Setting Emulsified Polymerized Asphalt (HFRS-2P) (a) Tests Test method Min. Max. Emulsion Viscosity, SF @ 122º F (50º C), s (Project Site Acceptance/Rejection Limits) AASHTO T 59 50 450 Storage Stability Test (b) 1 d, 24 h, percent AASHTO T 59 1 Demulsibility 0.02 N Ca Cl2, percent AASHTO T 59 40 Sieve Test, percent AASHTO T 59 0.1 Distillation Oil distillate, by volume of emulsion, percent AASHTO T 59 3 Residue (b), percent AASHTO T 59 65 Residue from Distillation Test Penetration, 77º F (25º C), 100 g, 5 s, dmm AASHTO T 49 70 150 Float Test, 140º F (60º C), s AASHTO T 50 1,200 Solubility in trichloroethylene, percent AASHTO T 44 97.5 Elastic Recovery, 77º F (25º C), percent AASHTO T 301 58 (a) Supply an HFMS-2SP (anionic, polymerized, high-float) as an emulsified blend of polymerized asphalt cement, water, and emulsifiers. Polymerize the asphalt cement with at least 3.0% polymer by weight of the asphalt cement before emulsification. The emulsion must be smooth and homogeneous throughout with no white, milky separation, pumpable, and suitable for application through a distributor after standing undisturbed for at least 24 hours. (b) Determine the distillation by AASHTO T 59, with modifications to include a 350 ± 5ºF (177±3ºC) maximum temperature to be held for 15 minutes. Table 16 Cationic Rapid Setting Emulsified Asphalt (CRS-2A,B) Tests Test Method Min Max Emulsion Viscosity, SF, 122º F (50º C), s (Project Site Rejection/Acceptance Limits) AASHTO T 59 140 400 Storage stability test, 24 h, percent AASHTO T 59 1 Demulsibility, 35 mL 0.8 percent Sodium Dioctyl Sulfosucinate, percent AASHTO T 59 40 Particle charge test AASHTO T 59 Positive Sieve test, percent AASHTO T 59 0.10 Distillation Oil distillate, by volume of emulsion, percent AASHTO T 59 0 Residue, percent AASHTO T 59 65 Use PG58-22 and PG64-22 as base asphalt cement for CRS-2A, B, respectively. Specification for high temperature performance – original and RTFO G*/sinδ within 3º C of grade.

Asphalt Material 02745 – Page 16 of 21 January 1, 2012 Table 17 Emulsified Type A Asphalt Pavement Rejuvenating Agent Concentrate Property Test Method Limits Viscosity, SF, 77º F (25º C), s AASHTO T 59 15 Min 40 Max Residue , percent W (a) AASHTO T 59 60 Min. 65 Max. Miscibility Test (b) AASHTO T 59 No Coagulation Sieve Test, percent W ( c) AASHTO T 59 0.20 Max. 5-day Settlement, percent W AASHTO T 59 5.0 Max. Particle Charge AASHTO T 59 Positive Light Transmittance , % UDOT MOI 8-973 30 Max. Cement Mixing AASHTO T 59 2 Max. Residue from Distillation (a) Viscosity, 140º F (60º C), mm2/s ASTM D 4402 150 - 300 Flash Point, COC, º F (º C) AASHTO T 48 385 Min. Asphaltenes, percent W ASTM D 2006 0.4 Min. 0.75 Max. Maltene Distribution Ratio (PC + A1)/(S + A2) (d) ASTM D 2006 0.3 Min. 0.6 Max Saturated Hydrocarbons, S (d) ASTM D 2006 21 Min. 28 Max. PC/S Ratio (d) ASTM D 2006 1.5 Min. (a) AASHTO T 59, Evaporation Test, modified as follows: Heat a 50 gram sample to 300ºF until foaming ceases, then cool immediately and calculate results. (b) AASHTO T 59, modified as follows: Use a 0.02 Normal Calcium Chloride solution in place of distilled water. (c) AASHTO T 59, modified as follows: Use distilled water in place of a two percent sodium oleate solution. (d) Chemical composition by ASTM Method D-2006-70: PC= Polar Compounds, A1 = First Acidaffins A2 = Second Acidaffins, S = Saturated Hydrocarbons

Asphalt Material 02745 – Page 17 of 21 January 1, 2012 Table 18 Emulsified Type B Asphalt Pavement Rejuvenating Agent Concentrate Tests Test Method Limits Viscosity, SF, 77º F (25º C), s AASHTO T 59 25 - 150 Residue, percent W AASHTO T 59 (mod) (a) 62 Min. Sieve Test, percent W AASHTO T 59 0.10 Max. 5-day Settlement AASHTO T 59 5.0 Max. Particle Charge AASHTO T 59 Positive Pumping Stability (b) Pass Residue from Distillation (a) Viscosity @ 140º F (60º C), mm2/s AASHTO T 201 2,500 - 7,500 Solubility in 1,1,1 Trichloroethylene, percent AASHTO T 44 98 Min. Flash Point, COC AASHTO T 48 204º C, Min. Asphaltenes, percent W ASTM D 2007 15 Max. Saturates, percent W ASTM D 2007 30 Max. Aromatics, percent W ASTM D 2007 25 Min. Polar Compounds, percent W ASTM D 2007 25 Min. (a) Determine the distillation by AASHTO T 59 with modifications to include a 300 ± 5º F (149 ± 3º C) maximum temperature to be held for 15 minutes. (b) Test pumping stability by pumping 475 ml of Type B diluted 1 part concentrate to 1 part water, at 77º F (25º C) through a ¼ inch gear pump operating at 1750 rpm for 10 minutes with no significant separation or coagulation in pumped material. Type B – an emulsified blend of lube oil or lube oil extract and petroleum asphalt.

Asphalt Material 02745 – Page 18 of 21 January 1, 2012 Table 19 Emulsified Type B Modified Asphalt Pavement Rejuvenating Agent Concentrate Property Test Method Limits Viscosity, SF, 77º F (25º C), s AASHTO T 59 50 - 200 Residue(a), percent W AASHTO T 59 62 Min. Sieve Test, percent W AASHTO T 59 0.20 Max. 5-day Settlement, percent W AASHTO T 59 5.0 Max. Particle Charge AASHTO T 59 Positive Pumping Stability (b) Pass Residue from Distillation (a) Viscosity (c) 275º F (135º C), cP ASTM D 4402 150 - 300 Penetration, 77º F (25º C), dmm AASHTO T 49 180 Min. Solubility in 1,1,1 Trichloroethylene, percent AASHTO T 44 98 Min. Flash Point, COC, º F (º C) AASHTO T 48 400(204) Min. Asphaltenes, percent W ASTM D 2007 20 - 40 Saturates, percent % W ASTM D 2007 20 Max. Polar Compounds, percent W ASTM D 2007 25 Min. Aromatics, percent W ASTM D 2007 20 Min. PC/S Ratio ASTM D 2007 1.5 Min. (a) Determine the distillation by AASHTO T 59 with modifications to include a 300±5ºF (149 ± 3º C) maximum temperature to be held for 15 minutes. (b) Pumping stability is tested by pumping 475 ml of Type B diluted 1 part concentrate to 1 part water, at 77º F (25º C) through a ¼ inch gear pump operating at 1750 rpm for 10 minutes with no significant separation or coagulation in pumped material. (c) Brookfield Thermocel Apparatus-LV model. ≥ 50 rpm with a #21 spindle, 7.1 g residue, at > 10 torque As required by the Asphalt Emulsion Quality Management Plan, UDOT Minimum Sampling and Testing Requirements, Section 508) the supplier certifies that the base stock contains at least 15% by weight of Gilsonite Ore. Use the HCL precipitation method as a qualitative test to detect the presence of Gilsonite.

Asphalt Material 02745 – Page 19 of 21 January 1, 2012 Table 20 Emulsified Type C Asphalt Pavement Rejuvenating Agent Concentrate Property Test Method Limits Viscosity, SF, 77º F (25º C), s AASHTO T 59 10 - 100 Residue (a), percent W (Type C supplied ready to use 1:1 or 2:1. AASHTO T 59 30 Min. 1:1 40 Min. 2:1 Sieve Test, percent W (b) 0.10 Max. 5-day Settlement, percent W AASHTO T 59 5.0 Max. Particle Charge AASHTO T 59 Positive pH (May be used if particle charge test is inconclusive) 2.0 - 7.0 Pumping Stability (c) Pass Tests of Residue from Distillation (a) Viscosity, 275º F (135º C), mm2/s AASHTO T 201 475 - 1,500 Solubility in 1,1,1 Trichloroethylene, percent AASHTO T 44 97.5 Min. RTFO mass loss, percent W AASHTO T 240 2.5 Max. Specific Gravity AASHTO T 228 0.98 Min. Flash Point, COC AASHTO T 48 232º C, Min. Asphaltenes, percent W ASTM D 2007 25 Min., 45 Max. Saturates, percent W ASTM D 2007 10 Max. Polar Compounds, percent W ASTM D 2007 30 Min. Aromatics, percent W ASTM D 2007 15 Min. (a) Determine the distillation by AASHTO T 59 with modifications to include a 300 ± 5º F (149 ± 3º C) maximum temperature to be held for 15 minutes. (b) Test method identical to AASHTO T 59 except that distilled water is used in place of 2% sodium oleate solution. (c) Test pumping stability by pumping 475 ml of Type diluted 1 part concentrate to 1 part water, at 77º F (25º C) through a ¼ inch gear pump operating at 1750 rpm for 10 minutes with no significant separation or coagulation in pumped material. As required by the Asphalt Emulsion Quality Management Plan, UDOT Minimum Sampling and Testing Requirements, Section 508), the supplier certifies that the base stock contains at least 10% by weight of Gilsonite ore. Use the HCL precipitation method as a qualitative test to detect the presence of Gilsonite.

Asphalt Material 02745 – Page 20 of 21 January 1, 2012 Table 21 Emulsified Type D Asphalt Pavement Rejuvenating Agent Concentrate Property Test Method Limits Viscosity, SF, 77º F (25º C), s AASHTO T 59 30 - 90 Residue, (b) percent W AASHTO T 59 65 Sieve Test, percent W AASHTO T 59 0.10 Max. pH 2.0 - 5.0 Residue from Distillation (b) Viscosity, 140º F (60º C), cm2/s AASHTO T 201 300 - 1200 Viscosity, 275º F (135º C), mm2/s AASHTO T 201 300 Min. Modified Torsional Recovery (a) percent CA 332 (Mod) 40 Min. Toughness, 77º F (25º C), in-lb ASTM D 5801 8 Min. Tenacity, 77º F (25º C), in-lb ASTM D 5801 5.3 Min. Asphaltenes, percent W ASTM D 2007 16 Max. Saturates, percent W ASTM D 2007 20 Max. (a) Torsional recovery measurement to include first 30 seconds. (b) Determine the distillation by AASHTO T 59 with modifications to include a 300 ± 5º F (149 ± 3º C) maximum temperature to be held for 15 minutes. 2.3 HOT-POUR CRACK SEALANT FOR BITUMINOUS CONCRETE A. Combine a homogenous blend of materials to produce a sealant according to properties and tests in Table 22. B. Packaging and Marking – Supply sealant pre-blended, pre-reacted, and pre-packaged in lined boxes weighing no more than 30 lb. 1. Use a dissolvable lining that will completely melt and become part of the sealant upon subsequent re-melting. 2. Deliver the sealant in the manufacturer’s original sealed container. Clearly mark each container with the manufacturer’s name, trade name of sealant, batch or lot number, and recommended safe heating and application temperatures.

Asphalt Material 02745 – Page 21 of 21 January 1, 2012 Table 22 Hot-Pour Bituminous Concrete Crack Sealant Application Properties Workability Pour readily and penetrate 0.25 inch and wider cracks for the entire application temperature range recommended by the manufacturer. Curing No tracking caused by normal traffic after 45 minutes from application. Asphalt Compatibility ASTM D 5329, Section 14. No failure in adhesion. No formation of an oily ooze at the interface between the sealant and the bituminous concrete or softening or other harmful effects on the bituminous concrete. Material Handling Follow the manufacturer’s safe heating and application temperatures. Test Method Property Minimum Maximum AASHTO T 51 Ductility, modified, 1cm/min, 39.2º F (4º C), cm 30 UDOT method 967 Cold Temperature Flexibility no cracks AASHTO T 300 (a) Force-Ductility, lb force 4 ASTM D 5329 Flow 140ºF (60º C), 5 hrs 75º angle, mm 3 AASHTO M 282 (b) Tensile-Adhesion, modified 300% AASHTO T 228 Specific Gravity, 60º F (15.6º C) 1.140 ASTM D 5329 Cone Penetration, 77º F (25º C), 150 g, 5 sec., dmm 90 ASTM D 5329 Resilience, 77º F (25º C), 20 sec., percent 30 ASTM D 4402 Viscosity, 380ºF (193.3ºC), SC4-27 spindle, 20 rpm, Cp 2,500 ASTM D 5329 Bond, Non-Immersed as specified in AASHTO M 282 Pass (a) Maximum of 4 lb force during the specified elongation of 30 cm @ 1 cm/min, 39.2º F (4º C). (b) Delete Bond, Non-Immersed modification in AASHTO M 282. Perform tensile-adhesion test according to ASTM D 5329. PART 3 EXECUTION Not Used END OF SECTION

Abbreviations and acronyms used without definitions in TRB publications: A4A Airlines for America AAAE American Association of Airport Executives AASHO American Association of State Highway Officials AASHTO American Association of State Highway and Transportation Officials ACI–NA Airports Council International–North America ACRP Airport Cooperative Research Program ADA Americans with Disabilities Act APTA American Public Transportation Association ASCE American Society of Civil Engineers ASME American Society of Mechanical Engineers ASTM American Society for Testing and Materials ATA American Trucking Associations CTAA Community Transportation Association of America CTBSSP Commercial Truck and Bus Safety Synthesis Program DHS Department of Homeland Security DOE Department of Energy EPA Environmental Protection Agency FAA Federal Aviation Administration FAST Fixing America’s Surface Transportation Act (2015) FHWA Federal Highway Administration FMCSA Federal Motor Carrier Safety Administration FRA Federal Railroad Administration FTA Federal Transit Administration HMCRP Hazardous Materials Cooperative Research Program IEEE Institute of Electrical and Electronics Engineers ISTEA Intermodal Surface Transportation Efficiency Act of 1991 ITE Institute of Transportation Engineers MAP-21 Moving Ahead for Progress in the 21st Century Act (2012) NASA National Aeronautics and Space Administration NASAO National Association of State Aviation Officials NCFRP National Cooperative Freight Research Program NCHRP National Cooperative Highway Research Program NHTSA National Highway Traffic Safety Administration NTSB National Transportation Safety Board PHMSA Pipeline and Hazardous Materials Safety Administration RITA Research and Innovative Technology Administration SAE Society of Automotive Engineers SAFETEA-LU Safe, Accountable, Flexible, Efficient Transportation Equity Act: A Legacy for Users (2005) TCRP Transit Cooperative Research Program TDC Transit Development Corporation TEA-21 Transportation Equity Act for the 21st Century (1998) TRB Transportation Research Board TSA Transportation Security Administration U.S.DOT United States Department of Transportation

TRANSPORTATION RESEARCH BOARD 5 0 0 F ifth S tre e t, N W W a s h in g to n , D C 2 0 0 0 1 A D D R ESS SER VICE R EQ UESTED NO N-PRO FIT O RG . U.S. PO STAG E PA ID CO LUM BIA, M D PER M IT NO . 88 ISBN 978-0-309-27213-1 9 7 8 0 3 0 9 2 7 2 1 3 1 9 0 0 0 0 Perform ance Specifications for Asphalt M ixtures NCHRP Synthesis 492 TRB