292Asphalt Treatment (Plant-Mixed)

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

Section unless otherwise shown on the plans. Each source must meet the requirements shown in Table 1. Stockpile aggregates for each source and type separately. Do not add material to an approved stockpile unless approved. The Engineer may allow testing of the proposed combined aggregates, rather than each source, to meet Table 1 requirements. Table 1 Aggregate Quality Requirements Property Test Method Specification Requirement Wet ball mill, % Max Tex-116-E 50 Max increase, % passing #40 20 Los Angeles abrasion1, % Max Tex-410-A 50 Liquid limit, Max Tex-104-E 40 Plasticity index, Max Tex-106-E 10 Sand equivalent, % Min Tex-203-F 40 Decantation, % Max Tex-406-A 5.0 Crushed faces2, % Min Tex-460-A 60 1. May be used instead of the Wet Ball Mill test. 2. Only applies to crushed gravel.

2.2 Recycled Materials. Use of reclaimed asphalt pavement (RAP) and reclaimed asphalt shingles (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 the 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 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 production. Use a separate cold feed bin for each stockpile of RAP and RAS during production.

2.2.1 Reclaimed Asphalt Pavement. RAP is salvaged, milled, pulverized, broken, or crushed asphalt pavement.

Fractionated RAP is defined as a stockpile that contains RAP material with at least 95.0% passing the 1/2- in. 212 sieve, before burning in the ignition oven, unless otherwise approved. The Engineer may allow the Contractor to use an alternate to the 1/2- in. screen to fractionate the RAP. Use of Contractor -owned RAP, including hot -mix asphalt (HMA) plant waste, is permitted unless otherwise shown on the plans. Department -owned RAP stockpiles are available for the Contractor’s use when the stockpile locations are shown on the plans. If Department -owned RAP is available for the Contractor’s use, the Contractor may use Contractor- owned fractionated RAP and replace it with an equal quantity of Department -owned RAP. Department -owned RAP generated 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. 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 loc ation.

2.2.2 Reclaimed Asphalt Shingles. RAS is defined as processed asphalt shingle material from manufacturing of

asphalt roofing shingles or from re- roofing residential structures. Post -manufactured RAS is processed manufacturer’s shingle scrap byproduct. Pos t-consumer RAS is processed shingle scrap removed from residential structures. Up to 3% RAS may be used separately or as a replacement for fractionated RAP in accordance with Table 2. RAS may be used separately or in conjunction with RAP. Comply with all regulatory requirements stipulated for RAS by TCEQ. 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. Add sand meeting the requirements shown in Table 3 and with a maximum linear shrinkage of 3.0% when tested in accordance with Tex -107-E , or fine RAP to RAS stockpiles if needed to keep the processed material workable. For any stockpile that contains RAS, the entire stockpile will be considered a RAS stockpile and be limited to no more than 3.0% of the mixture in accordance with Table 2. Certify compliance of the RAS with DMS -11000 , “Evaluating and Using Nonhazardous Recyclable Materials Guidelines.” If the RAS has not come into contact with any hazardous materials, treat it as an established nonhazardous recyclable material. Use RAS from shingle sources on the Department’s MPL. Before use, remove substantially all materials 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 to the Engineer before submitting the mixture design. The Department will perform the testing for deleterious material of RAS to determine specification c ompliance. 213 Table 2 Max Allowable Amounts of Recycled Binder, RAP, and RAS Mixture Description and Location Maximum Ratio of Recycled Binder to Total Binder1 (%) Maximum Allowable Recycled Material (%) Fractionated RAP2 RAS3 Non-surface 40.0 35.0 3.0 1. Combined recycled binder from fractionated RAP and RAS. 2. May replace up to 3.0% fractionated RAP with RAS. 3. May be used separately or as a replacement for no more than 3.0% of the allowable fractionated RAP. Table 3 Gradation Requirements for Sand When Added to RAS Sieve Size % Passing by Weight or Volume 3/8” 100 #8 70–100 #200 0–30

2.3 Asphalt Binder . Furnish PG64- 22 asphalt binder that meets requirements of Item 300, “Asphalts, Oils, and

Emulsions,” unless otherwise shown on the plans.

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

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

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

conformance with the manufacturer’s recommendation. Additives that facilitate mixing or compaction or improv e 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 Lime and Liquid Antistripping Agent . Lime or liquid antistripping agent is required when shown on the

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

2.7 Warm -Mix Asphalt (WMA). WMA is allowed for use on all projects. Use WMA additives or processes from

the Department’s MPL.

4.1 Certification . Personnel certified by the Department -approved certification program must produce the

mixture design and placement sampling. Provide a mixture design developed by a Level 2 certified specialist. Provide a Level 1B certified specialist to conduct placement sampling. 214 4.2. Reporting and Responsibilities . Use Department -provided templates to record and calculate all test data, including mixture design, production, and placement. Obtain the current version of the templates from the Department’s website or from the Engineer. The Engineer and the Contractor will provide any available test results to the other party when requested.

4.3 Mixture Design . Produce a mixture design in accordance with Tex -204-F , Part IV. Determine the optimum

asphalt content required to produce a mixture meeting the requirements shown in Table 4 for the grade shown on the plans. The gradation of the combined aggregates will be determined in accordance with Tex-200-F , Part I. Design the mixture using a Superpave Gyratory Compactor (SGC), and 50– 75 gyrations as the design number of gyrations. Use a target laboratory -molded density from 96.0–97.0% to design the mixture; however, adjustments can be made to the Ndesign value as shown in Table 4. Table 4 Mix Requirements Master Gradation Bands Tex-200-F, Part I, % Passing by Weight Sieve Size Grade 1 Grade 2 Grade 31 Grade 4 1-3/4” – 100 – As shown on the plans 1-1/2” 100 90–100 – 1” 90–100 – – 1/2” – – 98–100 3/8” 45–70 – – #4 30–55 25–55 30–70 #40 15–30 15–40 15–45 Target laboratory -molded density, % 96.0–97.0% Design gyrations (Ndesign)2 50–75 Asphalt content, %, Min 4.0 4.0 4.5 Indirect tensile strength, Tex -226-F3, psi 85–200 85–200 85–200 Boil test, Tex-530-C4 – – – 1. Applicable to 1” bond breaker mixtures. 2. May be changed to a number of gyrations within a range of 35– 100 when approved. 3. Tested at the optimum asphalt content. 4. Used to establish a baseline for comparison to production results. May be waived when directed.

4.4 Ignition Oven Correction Factors . The Engineer will determine the aggregate and asphalt correction

factors from the ignition oven in accordance with Tex -236-F , Part II. 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. Correction factors must be performed every 12 mo. Notify the Contractor before performing Tex-236-F , Part II. Allow the Contractor to witness the Engineer perform Tex-236-F , Part II.

4.5 Boil Test . The Engineer will test and retain the tested sample from Tex-530-C until completion of the project

or as directed. This sample will be used for comparison purposes during production. The Engineer may waive the requirement for the boil test.

4.6 Mix Design Verification . Provide a plant -produced trial batch upon receiving conditional approval of the

mixture design and authorization to produce a trial batch for verification testing. Produce a trial batch mixture that meets the requirements shown in Tables 1, 2, 3, and 4. The Engineer may waive a trial batch to verify the mixture design if similar designs have proven satisfactory.

4.6.1 Trial Batch Production Equipment . Use only equipment and materials proposed for use on the project to

produce the trial batch. 215 4.6.2. Trial Batch Quanti ty. Produce enough quantity of the trial batch to ensure the mixture meets the specification requirements .

4.6.3 Number of Trial Batches. Produce trial batches as necessary to obtain a mixture that meets the

specification requirements .

4.6.4 Trial Batch Testing . Withi n 1 full working day, the Engineer will test the trial batch to ensure the gradation,

laboratory -molded density, minimum asphalt content, and indirect tensile strength meet the requirements shown in Table 4. The asphalt content cannot be less than the minimum asphalt content shown in Table 4 and not vary by more than 0.5% from the optimum asphalt content determined from the mixture design. The allowable difference between the trial batch and mix design gradation must not exceed a tolerance of 5.0% and must be within the master gradation band.

4.7 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 with the specificati on. Submit a new mix design and perform a new trial batch when the asphalt binder content of:  RAP stockpile used in the mix is more than 0.5% higher than the value shown in the mixture design report, or  RAS stockpile used in the mix is more than 2.0% higher than the value shown in the mixture design report.

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

Item 300 or outside the manufacturer’s recommended values. Provide the Engineer with daily records of asphalt binder and HMA discharge temperatures (in legible and discernible increments) in accordance with Item 320, unless otherwise directed. Do not store mixture for a period long enough to affect the quality of the mixture, or in any case longer than 12 hr. unless otherwise approved.

4.7.2 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 325°F. The Department will not pay for or allow placement of any mixture produced at more than 325°F. 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.

4.8 Hauling Operations . Before use, clean all truck beds to ensure that the mixture will not become

contaminated. When a release agent is necessary, use a release agent on the Department’s MPL to coat the truck bed. Do not use diesel or any release agent not shown on the Department’s MPL.

4.9 Placement Operations. Prepare the surface by removing objectionable material such as moisture, dirt,

sand, leaves, and other loose impediments before placing the mixture. Remove vegetation from pavement edges. Coordinate mixture delivery and paver speed to ensure a continuous placement operation. Suspend placement operations when, in the opinion of the Engineer, a continuous paving operation is not maintained. Place the mixture to produce a smooth, finished surface with a uniform appearance and texture that meet typical section requirements. Offset longitudinal joints of successive courses of stabilized base by at least 6 in. Place the mix adjacent to gutters and structures so that the pavement will drain properly.

4.9.1 Weather Conditions . Tack coat and mixture may be placed only when the roadway surface temperature is

45°F or higher unless otherwise approved. Measure the roadway surface temperature using a handheld infrared thermometer. Place tack coat or mixtures only when the Engineer determines that general weather conditions and moisture conditions of the roadway surface are suitable.

4.9.2 Tack Coat . The Engineer may waive the requirement to place tack coat.

216 4.9.2.1. Application . Clean the surface before placing the tack coat. The Engineer will set the rate between 0.04 and

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

unless otherwise directed. Apply the tack coat in a uniform manner to avoid streaks and other irregular patterns. Apply the tack coat to all surfaces that will come in contact with the subsequent material plac ement, unless otherwise directed. Allow adequate time for emulsion to break completely before placing any material. Prevent splattering of tack coat when placed adjacent to curb, gutter, and structures. Do not dilute emulsified asphalts at the terminal, in the field, or at any other location before use, unless required in conformance with the manufacturer’s recommendation for approved TRAIL product use, or when shown on the plans. 4.9.2.2. Sampling . The Engineer will obtain at least one sample of the tack coat binder per project per source in accordance with Tex -500-C , Part III, and test it to verify compliance with Item 300. The Engineer will notify the Contractor when the sampling will occur and will witness the collection of the sample from the asphalt distributor immediately before use. Label the can with the producer name, producer facility location, grade, district, date sampled, all applicable bills of lading (if available), and project information including highway and control number. For emulsions, the Engineer may test as often as necessary to ensure the residual of the emulsion is greater than or equal to the specification requirement in accordance with Item 300.

4.9.3 Lay-Down Operations . Dump and spread the asphalt mixture on the approved prepared surface using a

spreading and finishing machine. Place the material without tearing, shoving, gouging, or segregating the mixture. Do not jar or bounce the finishing machine when loading it. Obtain the required lines and grades without hand finishing. The Engineer may authorize hand finishing when the mixture is:  placed in a narrow strip along the edge of existing pavement,  used to level small areas, or  placed in small irregular areas where the use of a finishing machine is not practical. Leveling courses and other areas may be spread using a motor grader or other equipment when shown on the plans or approved. When mixture is placed in windrows, operate windrow pickup equipment so that substantially all the mixture deposited on the roadbed is picked up and loaded into the spreading and finishing machine. Adjust the hopper flow gates of the spreading and finishing machine to provide an adequate and consistent flow of material. Operate the augers at least 85% of the time. Keep the augers one- half to three- quarters full of mixture. Maintain an adequate flow of material to the center of the paver for the full width of the mat. Immediately take appropriate corrective action if surface irregularities including, but not limited to, segregation, rutting, raveling, flushing, fat spots, mat slippage, color, texture, roller marks, tears, gouges, or streaks are detected. Continue placement for no more than 1 day of production while appropriate action is taken. If no appropriate corrective action is taken or if the problem still exists after 1 day, suspend paving until the Engineer approves further production.

4.10 Compaction. Compact the pavement using density control, unless otherwise shown on the plans or approved. Use ordinary compaction for miscellaneous areas.

Furnish the type, size, and number of rollers necessary to ensure desired compaction. Use additional rollers as required to remove any roller marks. Use only water or an approved release agent on rollers, tamps, and other compaction equipment unless otherwise directed. Use the control strip method in accordance with 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 using rollers. The Engineer may require rolling using a trench roller in widened areas, in trenches, and in other limited areas. 217 Complete all compaction operations using breakdown rollers before the pavement temperature drops below 180°F unless otherwise allowed. Compaction using a pneumatic or light finish roller operated in static mode is allowed for pavement temperatures above 160°F.

4.10.1 Density Control . Compact the pavement uniformly to contain 3.8 –8.5% in- place air voids, unless otherwise

shown on the plans. The Engineer will determine in-place air voids from roadway cores taken in accord ance with Section 292.4.11.3., “Placement Sampling.” The Engineer will determine air voids in accordance with Tex-207-F and Tex -227-F . Before drying to a constant weight, cores may be pre-dried using a CoreDry or similar vacuum device to remove excess moisture. Take immediate corrective action to bring the paving operation to 3.8– 8.5% in- place air voids when the air voids of roadway cores exceed this amount. The Engineer will allow paving to resume when the pro posed corrective action is likely to yield 3.8– 8.5%. The Engineer may suspend operations or may allow the Contractor to continue operations for no more than 1 day while taking appropriate corrective action. If the in-place air voids are not within 3.8– 8.5% within 1 full day of operation, suspend operations.

4.10.2 Ordinary Compaction. Furnish the type, size, and number of rollers required for compaction, as approved

or directed. Establish rolling patterns in accordance with Tex -207-F , Part IV, unless otherwise directed. Follow the selected rolling pattern unless changes in mixture or placement conditions that affect compaction occur. When changes occur, establish a new rolling pattern. Placement sampling and testing of roadway cores are not required.

4.10.3 Miscellaneous Areas. Miscellaneous areas include areas that typically involve significant handwork or discontinuous paving operations, such as temporary detours, driveways, mailbox turnouts, crossovers,

gores, spot level -up areas, pavement repair sections less than 300 ft., and other similar areas. Temporary detours are subject to in- place air void determination when shown on the plans. Miscellaneous areas also include bond breaker, thin level -up, and thin overlays when the layer thickness shown on the plans is less than the minimum untrimmed core height eligible for testing in accordance with Section 292.4.11.3., “Placement Sampling.” The specified layer thickness is based on the rate of 110 lb. per square yard for each inch of pavement unless another rate is shown on the plans. Miscellaneous areas are not subject to in- place air void determination.

4.11 Sampling and Testing.

4.11.1 Production Sampling.

4.11.1.1. Mixture Sampling. The Engineer will obtain mixture samples in accordance with Tex -222-F . 4.11.1.2. Asphalt Binder Sampling. Obtain a 1- qt. sam ple of the asphalt binder witnessed by the Engineer for each day of production. The Contractor must notify the Engineer when the sampling will occur. Sample in accordance with Tex -500-C , Part II. Label the container with the corresponding producer name, producer facility location, grade, district, date sampled, and project information including highway and control number. The Engineer will retain these samples for 1 yr. The Engineer may also obtain independent samples. If obtaining an independent asphalt binder sample and upon request of the Contractor, the Engineer will split a sample of the asphalt binder with the Contractor. At least once per project, the Engineer will collect split samples of each binder grade and source used. The Engineer will submit one split sample to the Materials and Tests Division (MTD) to verify compliance with Item 300, and will retain the other split sample for 1 yr.

4.11.2 Production Testing. The Engineer will perform production tests.

4.11.2.1. Operational Tolerances. The Engineer will determine compliance with operational tolerances. The gradation of the aggregate must be within 5.0% of the trial batch gradation and within the master grading limits for the specified grade, except that a tolerance of 2% is allowed on the sieve size for each mixture grade that shows 100% passing in Table 4. The laboratory -molded density must be within 96.0 ± 1.0%. The asphalt content must not be less than the minimum asphalt content and not vary by more than 0.5% from the 218 optimum asphalt content determined from the mixture design. The Engineer may suspend production when test results exceed these operational tolerances. 4.11.2.2. Individual Loads of Asphalt -Treated Base. The Engineer may reject individual truckloads of mixture. When a load of mixture is rejected for reasons other than temperature, contamination, or excessive uncoated particles, the Contractor may request that the rejected load be t ested. Make this request within 4 hr. of rejection. The Engineer will sample and test the mixture. If test results are within the operational tolerances required in accordance with Section 292.4.11.2.1., “Operational Tolerances,” payment will be made for the load. If test results are not within operational tolerances, no payment will be made for the load.

4.11.3 Placement Sampling . The Engineer will select random numbers for all coring locations at the beginning of

the project. The Engineer will determine the random locations in accordance with Tex -225-F , Part II and mark the locations. The random sample location will be no more than necessary to achieve a 2- ft. clearance if the location is within 2 ft. of a longitudinal joint or pavement edge. Provide the equipment and means to obtain and trim roadway cores onsite. Onsite is defined as in close pr oximity to where the cores are taken. Obtain the cores within 1 working day of the time of placement unless otherwise approved. Obtain two 6 -in. diameter cores s ide-by-side from within 1 ft. of the random location marked by the Engineer. 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. Trim the cores immediately after obtaining them from the roadway in accordance with Tex -251-F . The minimum untrimmed core height eligible for density testing is 1.75 in. Trim the cores onsite in the presence of the Engineer. Use a permanent marker or paint pen to designate as Core A or Core B. The Engineer may require additional information to be marked on the core and may choose to sign or initial the core. The Engineer will take custody of the cores immediately after witnessing the trimming of the cores and will retain custody of the cores until the Department’s testing is completed. Before turning the trimmed cores over to the Engineer, the Contractor may wrap the trimmed cores or secure them in a manner that will reduce the risk of possible damage occurring during transport by the Engineer. After testing, the Engineer will return the cores to the Contractor. The Engineer may have the cores transported back to the Department’s laboratory at the HMA plant via the Contractor ’s haul truck or other designated vehicle. In such cases where the cores will be out of the Engineer’s possession during transport, the Engineer will use Department -provided security bags and the Roadway Core Custody protocol located on the Department’s website to provide a secure means and process that protect the integrity of the cores during transport. Instead of the Contractor trimming the cores onsite immediately after coring, the Engineer and the Contractor may mutually agree to have the trimming operations performed at an alternate location such as a field laboratory or other similar location. In such cases, the Engineer will take possession of the cores immediately after they are obtained from the roadway and will retain custody of the cores until testing is completed. Either the Department or Contractor representative may perform trimming of the cores. The Engineer will witness all trimming operations in cases where the Contractor representative performs the trimming operation. 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 the core holes using other methods when approved.

4.11.4 Irregularities . Remove and replace, at the expense of the Contractor and to the satisfaction of the Engineer,

any mixture that does not bond to the existing pavement or has other surface irregularities identified by the Engineer.

4.12 Production Asphalt Binder Properties . 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 requirements for recovered asphalt properties and may be deemed defective when tested and evaluated by MTD. The aging ratio is the dynamic shear rheometer (DSR) value of the extracted 219 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 .

4.13 Ride Quality. When shown on the plans, measure ride quality using Surface Test Type A in accordance with

Item 585, “Ride Quality for Pavement Surfaces.”

4.14 Opening to Traffic . Open the completed course to traffic when permitted or directed. If the surface ravels,

flushes, ruts, or deteriorates in any manner before final acceptance, correct it at the Contractor’s expense and to the satisfaction of the Engineer.

5.1 Asphalt -Treated Base. Base will be measured by the ton of composite mixture, which includes asphalt,

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

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

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