403Asphaltic Concrete Pavement

403.19.3 1.2 and calculating the Gse to which a 0.98 correction factor will be applied to obtain the Gsb as

follows: 100 − Pb Gse = 100 _ Pb RAP Gsb = RAP Gse X 0.98 Gmm Gb 403.2.6.1 Reclaimed Asphalt Pavement. Reclaimed Asphalt Pavement (RAP) may be used in any mixture, except SMA mixtures. Mixtures may be used with more than 30 percent virgin effective binder replacement provided testing according to AASHTO M 323 is included with the job mix formula that ensures the combined binder meets the grade specified in the contract. All RAP material, except as noted below, shall be tested in accordance with AASHTO T 327, Method of Resistance of Coarse Aggregate Degradation by Abrasion in the Micro-Deval Apparatus. Aggregate shall have the asphalt coating removed either by extraction or binder ignition during production. The material shall be tested in the Micro-Deval apparatus at a frequency of once per 1500 tons . The percent loss shall not exceed the Micro-Deval loss of the combined virgin material by more than five percent. Micro-Deval testing will be waived for RAP material obtained from MoDOT roadways. All RAP material shall be in accordance with Sec 1002 for deleterious and other foreign material. 403.2.6.2 Reclaimed Asphalt Shingles. Reclaimed Asphalt Shingles (RAS) may be used in any mixture specified to use PG 64-22 in accordance with AASHTO PP 53 except as follows: When the ratio of virgin effective binder to total binder in the mixture is between 60 and 70 percent, the grade of the virgin binder shall be PG 52-28 or PG 58-28. Shingles shall be ground to 3/8-inch minus. Waste, manufacturer or new, shingles shall be essential free of deleterious materials. Post-consumer RAS shall not contain more than 1.5 percent wood by weight or more than 3.0 percent total deleterious by weight. Post-consumer RAS shall be certified to contain less than the maximum allowable amount of asbestos as defined by national or local standards. The gradation of the aggregate may be determined by solvent extraction of the binder or using the following as a standard gradation: Shingle Aggregate Gradation Sieve SizePercent Passing by Weight 3/8 inch 100 No. 4 95 No. 8 85 No. 16 70 No. 30 50 No. 50 45 No. 100 35 No. 200 25 403.3 Composition of Mixtures. 403.3.1 Gradation. Prior to mixing with asphalt binder, the combined aggregate gradation, including filler if needed, shall meet the following gradation for the type of mixture specified in the contract. A job mix formula may be approved which permits the combined aggregate gradation during mixture production to be outside the limits of the master range when the full tolerances specified in Sec 403.5 are applied. Percent Passing by Weight Sieve Size SP250 SP190 BMD SP125BMD SP095 SP048 SP125xSM(R)SP095xSM(R) 1 1/2 inch 100 --- --- --- --- --- --- 1 inch 90 - 100 100 --- --- --- --- --- 3/4 inch 90 max. 90 - 100 100 --- ---- 100 --- 1/2 inch --- 90 max. 90 - 100 100 --- 90-100 100 3/8 inch --- --- 90 max. 90-100 100 50-80 70-95 No. 4 --- --- --- 90 max. 90-100 20 - 35 30-50 No. 8 19 - 45 23 - 49 28 - 58 32-67 --- 16 - 24 20-30 No. 16 --- --- --- --- 30-60 --- 21 max. No. 30 --- --- --- --- --- --- 18 max. No. 50 --- --- --- --- --- --- 15 max. No. 100 --- --- --- --- --- --- --- No. 200 1 - 7 2 - 8 2 - 10 2-10 7-12 8.0-11.0 8.0-12.0 403.3.2 Anti-Strip Agent. An anti-strip will be allowed by the engineer to improve resistance to stripping. Anti- strip agents and application rates shall be from a list approved in accordance with Sec 1071. Anti-strip agents shall be required in all mixtures containing flint chat, gravels, individual aggregate fractions containing greater than 5 percent by weight of chert, and asphalt mixtures that have shown poor field performance due to stripping. The liquid anti-strip dosage shall be in the range recommended by the manufacturer and provided in the JMF. 403.3.3 Porphyry Mixtures. For LP and SMA mixtures, at least 50 percent by volume of the aggregate shall be crushed porphyry retained on the following sieves: No. 30 for SP048, No. 16 for SP095 and No. 8 for SP125. Depending on the actual gradation of porphyry aggregate furnished, the amount of crushed porphyry required may vary, however at least 40 percent by weight of crushed porphyry will be required. Steel slag may be substituted for porphyry in LP and SM mixtures, except at least 45 percent by weight of crushed porphyry and/or slag will be required. Other hard, durable, non-carbonate aggregate such as hard chert, crushed gravel, or flint chat may be used in lieu of porphyry and steel slag provided that an approved anti-strip additive is incorporated into the mix and the mixture passes the Hamburg Wheel Track (HWT) test for the total average rut depth and moisture susceptibility in accordance with Sec 403.4.11.3 and Sec 403.4.11.4, respectively. When an SMR mixture is designated, the mixture shall contain aggregate blends with at least 30 percent non-carbonate material in accordance with Sec 403.3.5. 403.3.4 Minimum Stone Matrix Asphalt Binder. The percent asphalt binder for SMA mixtures shall not be less than 6.0 percent unless otherwise allowed and approved by the engineer. 403.3.5 Surface Mixtures. Design level B surface mixtures and SP048NC, except as described in Sec 403.15.3, containing limestone coarse aggregate shall contain a minimum amount of non-carbonate aggregate. The LA abrasion values, AASHTO T 96, of the limestone will determine the type and amount of non-carbonate aggregate required as shown in the table below. The LA abrasion value will be determined from the most recent source approval sample. In lieu of the above requirements, the aggregate blend shall have an acid insoluble residue (AIR), MoDOT Test Method TM 76, meeting the plus No. 4 criteria of crushed non-carbonate material. Non-carbonate aggregate shall have an AIR of at least 85 percent insoluble residue. Coarse Aggregate (+ No. 4)Minimum Non-Carbonate by Volume Limestone, LA ≤ 30 30% Plus No. 4 Limestone, LA > 30 20% Minus No. 4a Dolomite No Requirement aUse for all SP095 and SP048NC containing limestone. 403.4 Job Mix Formula. At least 30 days prior to placing any mixture on the project, the contractor shall submit a mix design for approval to Construction and Materials. The mixture shall be designed in accordance with AASHTO R 35 or R 46 and shall be tested in accordance with AASHTO T 312 except as noted herein. A detailed description of the mix design process shall be included with the job mix formula (JMF). Representative samples of each ingredient for the mixture shall be submitted with the mix design. Aggregate fractions shall be provided in the same proportions as the proposed job mix formula. A minimum of 150 pounds will be required for any individual fraction. The amount of each ingredient submitted shall be as follows for each mix design to be verified: Ingredient Minimum Amount Aggregate 750 Pounds Hydrated Lime, Mineral Filler and/or Baghouse Fines 20 Pounds Asphalt Binder 10 Gallons 403.4.1 Proficiency Sample Program. Laboratories that participate in and achieve a score of three or greater in the AASHTO proficiency sample program for T 11, T 27, T 84, T 85, T 166, T 176, T 209, T 304 (ASTM C 1252), T 308 and T 312 will have the mixture verification process waived. The mix design shall be submitted to Construction and Materials for approval at least seven days prior to mixture production. 403.4.2 Required Information. The mix design shall include raw data from the design process and contain the following information:

403.10 Construction Requirements.

403.10.1 Weather Limitations. No mixture shall be placed on any wet or frozen surface. No mixture

shall be placed when either the air temperature or the temperature of the surface on which the mixture is to be placed is below 40 F. Temperatures shall be obtained in accordance with MoDOT Test Method TM 20.

403.10.2 Substitutions. With approval from the engineer, the contractor may substitute a smaller

nominal maximum size mixture for a larger sized mixture. Specifications governing the substitute mixture shall apply. Except for a single surface layer, the total pavement thickness shall be maintained when the substitute mixture layer is reduced as allowed in Sec 403.13 by increasing the thickness of other layers or courses. The contract unit price for the original mixture shall be used.

403.11 Field Adjustments of Job Mix Formulas. When test results indicate the mixture produced

does not meet the specification requirements, the contractor may field adjust the job mix formula as noted herein. Field adjustments may consist of changing the percent binder as listed on the original approved job mix by no more than 0.3 percent. Additional fractions of material or new material will not be permitted as field adjustments. The engineer shall be notified immediately when any change is made in the cold feed settings, the hot bin settings or the binder content. A new Gsb shall be calculated using the new aggregate percentages. The gradation of the adjusted mixture shall meet the requirements of the mixture type specified in the contract. When the binder content is adjusted more than 0.3 percent, the mixture will be considered out of specification, and a new mix design shall be established.

403.11.1 Field Mix Redesign. When a new mix design will be required, the contractor will be

permitted to establish the new mix design in the field. The mixture shall be designed in accordance with AASHTO R 35 or AASHTO R 46 and shall meet the mix design requirements, balanced mix design requirements (if required), including TSR or HWT moisture susceptibility requirements. A representative sample of the mixture shall be submitted with the new mix design to the Central Laboratory for mixture verification. The amount of mixture submitted for verification shall weigh at least 50 pounds.

403.11.1 1 Approval. New mix designs established in the field shall be submitted for approval to

Construction and Materials. Upon approval, Construction and Materials will assign a new mix number to the mixture.

403.11.1 2 Resume Production. No mixture shall be placed on the project until the new field mix

design is approved.

403.12 Application of Prime or Tack. The prime coat, if specified, shall be applied in accordance

with Sec 408. A tack coat is required on all existing pavement and shoulder surfaces that will be overlaid with a bituminous mixture. A tack coat is also required between all lifts of bituminous pavements placed within the driving and turn lanes, unless otherwise specified in the contract. All construction requirements of a tacked surface shall be in accordance with Sec 407, and specified herein. The tack coat shall be applied uniformly and shall completely cover the surface upon which the bituminous mixture is to be placed. Placement of a bituminous mixture shall not be placed upon a tacked surface that is not uniformly covered or surfaces that have experienced excessive loss of tack due to tracking. Re-application of tack due to excess tracking or non-uniform coverage shall be at the contractor’s expense.

403.13 Spreading and Finishing. The base course, primed or tacked surface, or preceding course or

layer shall be cleaned of all dirt, packed soil or any other foreign material prior to spreading the asphaltic mixture. If lumps are present or a crust of mixture has formed, the entire load will be rejected. The thickness and width of each course shall conform to the typical section in the contract. The contractor may elect to construct each course in multiple layers. The minimum compacted thickness as a wearing surface shall be 1 inch for SP048, 1.5 inches for SP095, 2 inches for SP125, 3 inches for SP190, and 4 inches for SP250. For leveling courses, the minimum compacted thickness can be reduced by 0.25-inches.

403.13.1 Uneven Lanes. For roadways constructed under traffic, uneven pavement lanes shall not be

left in place for more than seven days, unless approved by the engineer.

403.13.2 Segregation. No segregation will be permitted in handling the mixture at the plant, from the

truck or during spreading operations on the roadbed. All layers shall be feathered out, by hand raking if necessary, in transitioning the depth of the surface to meet present grades at bridges or ends of projects, to provide a uniform, smooth riding surface free of irregularities. Where only the top layer of the surfacing continues across a bridge, the bottom layers shall be feathered out. In situations where there is a dispute in the existence of segregation, the area in question will be tested in accordance with MoDOT Test Method TM 75. Mixture production shall immediately cease if either criteria of MoDOT Test Method TM 75 fail. Segregated mixture shall be removed and replaced to the limits determined by the engineer.

403.13.2 1 Paver Mounted Thermal Profiling (PMTP). PMTP data shall be required behind the

asphalt paver on the roadway for BMD SP095 and SP125 mixtures in accordance with Sec 406. For all other asphalt mixtures, a material transfer vehicle (MTV) shall be required.

403.13.3 Release to Traffic. If the asphaltic concrete construction consists of more than a single layer,

each layer shall be compacted as specified and allowed to cool to the ambient temperature before the next layer is placed. The contractor shall keep traffic off the asphaltic concrete until the surface of the asphaltic concrete is 140 F or below and the asphaltic concrete has cooled sufficiently to prevent flushing of the asphalt binder to the surface, marking or distorting the surface or breaking down the edges.

403.13.4 Draindown. Evidence of asphalt binder separation or draindown at delivery will be cause for

rejection.

403.13.5 Shoulder Substitution. When a Sec 403 mixture is specified for traffic lanes, the same

mixture may be used for the adjacent shoulder, subject to the density requirements in Sec 403.5.2.

403.14 Spot Wedging and Leveling Course. The engineer will specify the locations and thickness of

spot wedging and the thickness of leveling course to obtain the smoothest possible riding surface. This procedure may result in spot wedging operations over small areas with feather-edging at high points and ends of wedge areas. Rigid control of the placement thickness of the leveling course shall be required. Leveling course, consisting of a layer of asphaltic concrete of variable thickness used to superelevate curves and eliminate irregularities in the existing base, shall be spread uniformly to the specified profile grade and cross section. The mixture shall be uniformly spread and compacted, with only minor segregation as accepted by the engineer. Type SP125 or finer mixtures, as applicable, shall be used for the spot wedging and for the leveling course.

403.15 Compaction. After the asphaltic mixture has been spread, struck off and surface irregularities

adjusted, the asphaltic mixture shall be compacted thoroughly and uniformly by rolling to obtain the required compaction while the mixture is in a workable condition. Excessive rolling, to the extent of aggregate degradation, will not be permitted. Rollers shall not be used in the vibratory mode when the mixture temperature is below 225 F. When warm mix technology is used, as approved by the engineer, rollers shall not be used in the vibratory mode when the mixture temperature is below 200 F.

403.15.1 Rolling. Any displacement occurring as a result of starting, stopping or changing direction of

a roller, or from other causes, shall be avoided. Excess liquid, to prevent adhesion of the mixture to the rollers, will not be permitted. Diesel fuel, fuel oil or other detrimental products shall not be used as wetting agents. Along forms, curbs, headers, walls and other places not accessible to the roller, the mixture shall be thoroughly compacted with hot hand tampers, smoothing irons or with mechanical tampers.

403.15.2 Defective Mixture. Any mixture that becomes loose and broken, mixed with dirt or is in any

way defective shall be removed and replaced with fresh, hot mixture, which shall be compacted to conform with the surrounding area. Any area showing an excess or deficiency of asphalt binder shall be removed and replaced.

403.15.3 Other Non-Traffic Areas. All mixtures used for other non-traffic areas such as surfacing

medians and similar areas with subgrade or base density controls per Sec 209 shall meet the specified density requirements for the mixture. For non- traffic areas constructed on an older existing pavement or on a subgrade or base that does not require Sec 209 subgrade preparation, density requirements shall be in accordance with Sec 401.7.8. Temporary bypasses to be maintained at the expense of the contractor shall be thoroughly compacted in accordance with Sec 401.7.8. All compaction shall be completed within the compaction temperature range of the asphalt mixture in accordance with Sec 403.15.

403.15.4 Density Measurement. Measurements for determining the in-place density of the mixture

shall be taken no later than the day following placement. Measurements not obtained within the prescribed time limits shall be subject to the requirements of Sec 403.22. If a core is taken, material from underlying layers that remain adhered to the core shall be removed in a manner that does not harm the integrity of the specimen. If the contractor elects to place a lift of mixture greater than six times the nominal maximum aggregate size, cores shall be cut in half and the density of each half determined separately.

403.16 Joints. Transverse joints shall be formed by any method that will produce a dense, vertical

section for use when laying is resumed. When a transverse vertical edge is to be left and opened to traffic, a temporary depth transition shall be built as approved by the engineer. The joint formed when the fresh mixture is placed shall be dense, well sealed, and the grade, line and surface texture of the succeeding surface shall conform to that of the joined surface. If directed by the engineer, the transverse joint shall be painted with a light coating of liquid asphalt. Hand manipulation of the mixture shall be minimized to avoid unsightly surface texture.

403.16.1 Joint Composition. Longitudinal joints shall be formed by the use of an edging plate fixed

on both sides of the finishing machine. Care shall be taken to obtain a well bonded and sealed longitudinal joint by placing the hot mixture in a manner ensuring maximum compaction at this point. If directed by the engineer for properly sealing the longitudinal joint, a light coating of bituminous material shall be applied to the exposed edge before the joint is made. The minimum density of all traveled way pavement within 6 inches of a longitudinal joint, including the pavement on the traveled way side of the shoulder joint, shall not be less than 2.0 percent below the specified mat density when unconfined. The density of the longitudinal joint when confined will be included in the evaluation of the remainder of the mat. Each side of the joint shall be flush and along true lines.

403.16.2 Joint Offset. The longitudinal joint in any layer shall offset that in the layer immediately

below by a minimum of 6 inches; except, the joints in the completed surfacing shall be at the lane lines of the traveled way or other required placement width outside the travel lane. The placement width shall be adjusted such that pavement marking shall not fall on a longitudinal joint.

403.17 Quality Control.

403.17.1 Quality Control Operations. The contractor shall maintain equipment and qualified

personnel to perform all QC field inspection, sampling and testing as required by this specification. All contractor personnel included in the QC operation shall be qualified by the MoDOT Technician Certification Program. Under no circumstances will unqualified personnel be allowed to perform QC sampling or testing. Personnel will be disqualified if acceptable methods and procedures are not followed.

403.17.1 1 Asphalt Test Results. The contractor shall record all test results and furnish a copy,

including all raw data, to the engineer no later than the beginning of the day following the test. The contractor shall maintain all test results in an organized format and shall be available to the QA inspector at all times. Scale readings and other measurements not directly recorded by electronic media shall be recorded in an organized format. Printouts from gyratory compactors and asphalt content devices shall be retained as part of the testing records.

403.17.2 Bituminous Quality Control Plan. Prior to approval of the trial mix design by the engineer,

the contractor shall submit a QC Plan to Construction and Materials for approval. The QC Plan shall include:

403.17.2 1 Third Party. The third party shall be independent of the contractor, MoDOT consultants

and all project subcontractors or suppliers on each specific project. All testing of material for dispute resolution shall be performed by an approved laboratory. Approved laboratories shall be AASHTO Accreditation Program certified in the areas of the material being tested.

403.17.2 2 Plant Calibration. Plant calibration shall be performed by the contractor in accordance

with Sec 404, and records shall be made available to the engineer.

403.17.2 3 Retained Samples. All samples taken by the contractor, including but not limited to tested

aggregate, volumetric, BMD loose mix and density samples, shall be retained for the engineer for a minimum of seven days after the contractor’s tests are complete and accepted unless otherwise instructed. These samples shall be maintained in clean covered containers, without contamination, readily accessible to the engineer. The retained sample's identification shall consist of, but is not limited to:

403.17.2 3.1 Gradation and Deleterious Content Samples. For each gradation and deleterious

sample taken, the contractor shall retain for the engineer, the portion of the sample not tested after reducing the original sample to testing size.

403.17.2 3.2 Loose Mix Sample. All loose mix samples for determination of volumetrics, asphalt

binder content and TSR shall be taken either from the roadway or at the asphalt plant. Samples for BMD testing shall be taken from the asphalt plant. Sampling will be performed randomly as designated by the engineer. A companion loose mix sample shall be taken, identified and retained for the engineer.

403.17.3 Quality Control Laboratory. All QC mixture testing shall be performed in an approved

laboratory.

403.17.3 1 Calibration Schedule. The contractor shall calibrate or verify all significant test equipment

associated with tests covered in this specification. Intervals as set by the contractor shall not exceed the following limits: Equipment - Test Method (AASHTO) Requirement Interval (Month) Gyratory Compactor - T 312 Calibrate – 1.16 ± .02° internal angle12a Gyratory Compactor - T 312 Verify 1c Gyratory Molds - T 312 Check Critical Dimensions 12 Thermometers - T 209, T 166, T 312 Calibrate 12 Hamburg Wheel Track – R 18 Calibrate 12 Performance Testing Load Frames – R18Calibrate 12 Water Baths Verify Temperature 12 Vacuum System - T 209 Check Pressure 12 Pycnometer (Flask) - T 209 Calibrate Daily Binder Ignition Oven - T 308 Verify 12b Nuclear Content Gauge – T 287 or MoDOT TM 54 Drift & Stability – Manuf. Recommendation 1 Mechanical Shakers - T 27 Check Sieving Thoroughness 12 Sieves Check Physical Condition 6 Weighted Foot Assembly - T 176 Check Weight 12 Mechanical Shaker - T 176 Check Rate & Length of Throw 12 Liquid Limit Device - T 89 Check Wear & Critical Dimensions 12 Grooving Tool - T 89 Check Critical Dimensions 12 Ovens Verify Temp. Settings 12 Balances Verify 12b Timers Check Accuracy 12 aCalibrate and/or verify after each move. bVerify after each move. cIncludes ram pressure, LVDT, frequency of gyration, and external angle.

403.17.3 1.1 Inventory. An inventory of all major sampling, testing, calibration and verification

equipment, including the serial number or other identifying number shall be maintained.

403.17.3 1.2 Calibration Records. Calibration and verification records shall include but are not

limited to:

403.17.3 2 Record Retention. Test records shall be maintained to permit verification of any test report.

Records pertaining to testing, equipment calibration and verification, test reports, internal quality systems review, proficiency sample testing, test technician training and evaluation and personnel shall be retained in a secure location for a minimum of three years.

403.17.3 3 Test Method Availability. A current copy of all test methods and procedures shall be

maintained in the QC laboratory at all times for reference by the technicians. Examples of report formats and procedures may be found in AASHTO R 18.

403.18 Quality Assurance. All QA field inspection, sampling and testing will be performed by a

qualified MoDOT technician. The QA inspector shall have free access to any and all testing equipment used by the mixture producer and any workbooks, records or control charts maintained by the mixture producer for the QC process. The QA inspector shall also have sufficient access to the plant grounds to assure compliance with the approved QC Plan.

403.18.1 Assurance Testing. The engineer will independently sample and test the mixture from the

location designated by the QC plan (asphalt plant or from the roadway) at the frequency listed in Sec

403.19.3 The independent sample will be of sufficient size to retain half for possible disputes. Further

testing of this sample will be under the direction of the engineer. The retained portion of the QC samples for mixture properties, gradation, and deleterious content will be tested at a frequency no less than once per week. The engineer's test results, including all raw data, will be made available to the contractor when completed and no later than the next working day. For BMD SP095 and SP125 mixtures sampled at the plant, the contractor shall assist the engineer in sampling and fabricating BMD test specimens at the frequency listed in the applicable portions of Sec 403.19.3. QA shall conduct independent BMD testing at the provided random tonnage.

403.18.2 Core Chain of Custody..QA density cores shall be sealed in approved tamper-evident

containers immediately after extraction in the presence of the engineer.

403.18.3 Aggregate Comparison. Comparison for aggregate will be considered favorable when the

contractor’s QC results and the engineer’s QA test results of a retained sample compare within the following limits. For BMD SP095 and SP125 mixtures, field testing requirements of aggregate consensus properties will be waived and conducted only as necessary to determine mix issues.

403.18.3 1 Gradation. Gradations shall apply to all asphalt mixtures.

Sieve Size Percentage Points 3/4 inch and larger 5.0 1/2 inch 5.0 3/8 inch 4.0 No. 4 4.0 No. 8 3.0 No. 10 3.0 No. 16 3.0 No. 20 3.0 No. 30 3.0 No. 40 2.0 No. 50 2.0 No. 100 2.0 No. 200 1.0

403.18.3 2 Coarse Aggregate Angularity. Angular particles shall be within 5 percentage points.

403.18.3 3 Fine Aggregate Angularity. Void content shall be within 2 percentage points.

403.18.3 4 Sand Equivalent. Sand equivalency shall be within 8 percentage points.

403.18.3 5 Thin, Elongated Particles. Flat, elongated particle content shall be within one percentage

point.

403.18.3 6 Deleterious. The total and individual deleterious content shall not exceed the specification

limits.

403.18.4 Federal Highway Administration Requirements. Performance and acceptance of QC/QA

testing under these specifications shall not eliminate any FHWA requirements for acceptance of the material.

403.19 Acceptance of Material. Acceptance of bituminous mixture will be based on lots. Material will

be sampled from either the asphalt plant or the roadway behind the paver in lots or sublots on a random basis through the use of a random number system and evaluated using a Quality Level Analysis (QLA). A QLA will determine payment based on a combination of the total PWL (PWLt) determined for each pay factor item for each lot of material produced.

403.19.1 Random Numbers. The engineer will generate random numbers.

403.19.2 Lots. A lot shall consist of no more than 6,000 tons. The maximum sublot size shall be 1,000

tons and each lot shall contain no less than four (4) sublots. Sublots from incomplete lots shall be combined with the previous complete lot for determination of pay factors. When no previous lot exists, the mixture shall be treated in accordance with Sec 403.23.9.4.1. A new lot shall begin when the asphalt content of a mixture is adjusted in accordance with Sec 403.11, if there is an asphalt binder grade change, or an additive source change.

403.19.3 Test and Pay Factor Items. As a minimum, the contractor and engineer shall test in

accordance with the following tables. Table 1 testing requirements shall apply to BMD SP095 and SP125 mixtures. Table 2 testing requirements shall apply to all non-BMD asphalt mixtures. The number of random tests per sublot may be increased per the contractor’s QC plan. The QC plan shall state the test and testing frequency. All random tests shall be used in the pay factor determination. Where multiple test methods are allowed, the contractor shall designate the test method to be used in the QC Plan. Final payment will be based on the indicated pay factor items. Table 1 - Balance Mix Design for SP095 and SP125 Mixtures Tested Property PWL Pay Factors Test Method Contractor Frequency Engineer Frequency Mat Density (% Yes MoDOT Test Method1 Sample/Sublot; 1 Sample/Lot of theoretical maximum density)a TM 41 or AASHTO T 166d As needed for joints & shoulders Asphalt content Yes AASHTO T 164, or MoDOT Test Method TM-54, or AASHTO T 287, or AASHTO T 308 1/Sublot 1/Lot Va, Ndesb Yes AASHTO T 312 and R 35 1/Sublot 1/Lot VMA, Ndesb No AASHTO T 312 and R 35 1/Sublot 1/Lot CTIndexc No ASTM D 8225 @ 25 ± 0.5º C 1/6,000 tons 1/12,000 tons Unconfined Longitudinal Joint Densitya No MoDOT Test Method TM-41 or AASHTO T 166d 1 Sample/Sublot 1 Sample/Lot RTIndex or HWT No ASTM D 8360 / AASHTO T 324; @ 50 ± 1º C 1/6,000 tons 1/12,000 tons Moisture Susceptibility: TSR or HWTe No AASHTO T 283 / MoDOT Test Method TM-100 1/12,000 tons 1/48,000 tons Cold feed or hot bin gradationNo AASHTO T 27 1/2 Sublots 1/Lot Mixture Temperature No ---- 1/Sublot 1/Day Temperature of Base and Air No ---- As needed As needed aCore samples shall consist of one core. Up to two additional cores may be obtained at the same offset within six feet of the randomly selected location. If more than one core is obtained, all cores shall be used and combined into one sample. bBased on the average of a minimum of two compacted specimens. cPayment will be based on the table in Sec 403.23.7. dAASTHO T 331 shall be required when absorptions of the specimens are greater than 2.0 percent and may be substituted for AASHTO T 166. eHWT shall be used to evaluate moisture susceptibility for acceptance when other hard durable aggregates are used in lieu of either crushed porphyry or steel slag. Table 2 - Non-BMD Asphalt Mixtures Tested Property Pay Factor Test Method Contractor Frequency Engineer Frequency Mixture Temperature No ---- 1/Sublot 1/Day Temperature of Base and Air No ---- As needed As needed Mat Density (% of theoretical maximum density) by contractor Yes MoDOT Test Method TM-41 or AASHTO T 166e 1 Sampleb/Sublot As needed for joints & shoulders. 1 Sample/Lot Unconfined Joint Density No MoDOT Test Method TM-41 or AASHTO T 166e 1 Sampleb/Sublot 1 Sample/Lot Cold feed or hot bin gradation and deleterious content No AASHTO T 27 and AASHTO T 11 1/2 Sublots 1/Lot Ground shingles No AASHTO T 27 1/12,000 tons with a minimum of 1/project 1/project FAA, CAA, Clay Content and Thin, Elongated Particles from material sampled from the cold feed or hot bin No AASHTO T 304, ASTM D 5821, AASHTO T 176 and ASTM D 4791 1/12,000 tons with a minimum of 1/project/mix type 1/project Asphalt content Yes AASHTO T 164, or MoDOT Test Method TM-54, or AASHTO T 287, or AASHTO T 308 1/Sublot 1/Lot Asphalt content of RAPNo AASHTO T 164d 1/4 Sublots 1/project VMA @ Ndes gyrations Yesa AASHTO T 312 and R 35e 1/Sublot 1/Lot Va @ Ndes gyrations Yesa AASHTO T 312 and R 35e 1/Sublot 1/Lot VFA @ Ndes gyrations Noa AASHTO T 312 and R 35e 1/Sublot 1/Lot Theo. max SG of the mixture No AASHTO T 209 1/Sublot 1/Lot TSR of the in place mixture Noc AASHTO T 283 1/12,000 Tons or fraction thereof 1/48,000 Tons or 1/project combination aBased on the average of a minimum of two compacted specimens. bCore samples shall consist of one core. Up to two additional cores may be obtained at the same offset within six feet of the randomly selected location. If more than one core is obtained, all cores shall be combined into one sample. cPayment will be based on the table in Sec 403.23.5. dOther methods may be approved by establishing correction factors for RAP from the same source. eAASTHO T 331 shall be required when absorption of the specimens are greater than 2.0 percent and may be substituted for AASTHO T 166. fIn addition to TSR testing, HWT shall be used to evaluate moisture susceptibility for acceptance when other hard durable aggregates are used in lieu of either crushed porphyry or steel slag.

403.19.3 1 Test Method Modification.

403.19.3 1.1 Binder Ignition Modification. Asphalt content determination in accordance with

AASHTO T 308, Section 6.9.1 shall be modified by adding the following: If the calibration factor exceeds 1.0 percent, lower the test temperature to 800 ± 8 F and repeat test. Use the calibration factor obtained at 800 F even if it exceeds 1.0 percent. If RAP is used, the binder ignition oven shall be calibrated in accordance with MoDOT Test Method TM 77. At the engineer’s discretion, testing may be waived when production does not exceed 200 tons per day. The contractor shall certify the proper proportions of a previously proven mixture were used.

403.19.3 1.2 Rice Test. When the water absorption of any aggregate fraction is greater than 2.0

percent, the test method for determining theoretical maximum specific gravity, AASHTO T 209, shall be modified as follows: After completing the procedure in accordance with Section 9.5.1 or 9.5.2, drain water from the sample. To prevent loss of fine particles, decant the water through a paper towel held over the top of the container. Spread the sample before an electric fan to remove surface moisture. Weigh at 15-minute intervals, and when the loss in mass is less than 0.05 percent for this interval, the sample may be considered to be surface dry. This procedure requires about 2 hours and shall be accompanied by intermittent stirring of the sample. Break conglomerations of mixture by hand. Take care to prevent loss of particles of mixture. Calculate the specific gravity of the sample by substituting the final surface-dry mass for A in denominator of Equations 2 or 3.

403.19.3 1.3 Mixture Bulk Specific Gravity. Determining bulk specific gravity using paraffin-coated

specimens, AASHTO T 275, shall not be used when required by AASHTO T 166. Alternate methods are AASHTO T 331 and ASTM D1188. The surface of specimens prepared for testing by these methods may have the surface texture removed by sawing a minimal amount. Specimens shall be securely held in a jig or other clamping device to eliminate distortion and retain a face parallel to the original surface. Measurements for lift thickness shall be made prior to sawing.

403.19.3 1.4 BMD SP095 and SP125 Mix Sampling and Specimen Fabrication. BMD loose mix

shall be sampled at the plant by the contractor during production in accordance with AASHTO R 97 and split to the appropriate size in accordance with AASHTO R 47. After QC has been notified of the random sample, the first truck shall be sampled as directed by the engineer. If the random number for multiple tests overlap, the contractor shall complete the first testing requirements and then immediately proceed with the second testing requirements. The contractor shall wait 30 minutes after sampling loose mix before fabricating specimens for CTIndex, RTIndex and HWT (including HWT moisture susceptibility) testing. Loose mix temperatures shall not drop below the molding temperature. The 30 minutes shall start when all the material for the loose mix sample has been obtained and the time this occurs shall be recorded. All specimens shall be fabricated as soon as possible after the 30-minute delay. QC and QA samples shall be sampled and fabricated at separate random times. The following table details the minimum number of specimens required for QC or QA testing: Test Method Minimum Number of Specimense Cracking Tolerance Index (CTIndex) 5 Compacted Specimens Rutting Tolerance Index (RTIndex)a,b3 Compacted Specimens Retained Loose Mixc 125 lbs % Asphalt Content 1 Sample Theo. Max SG of mixture, Gmm 1 Sample % Air Voids 2 Compacted Specimens Retained Loose Mixc 30 lbs Tensile Strength Ratio (TSR)d 250 lbs aRetained loose mix for Hamburg verification of mixture not meeting minimum RTIndex thresholds. bHWT may be used in lieu of the RTIndex tests or a RTIndex correlation. Four (4) compacted 62 ±1mm specimens shall be fabricated. cRetain loose mix material for dispute resolution. The loose mix shall be stored in a climate-controlled environment. dHWT may be used in lieu of TSR tests in accordance with MoDOT TM-100. eCompacted test specimens shall be allowed to cool to 77 ± 5 F prior to determining the air void content. After sample fabrication, the samples shall be stored in a climate-controlled environment and tested within 7 days.

403.19.3 1.5 Performance Test Reporting. CTIndex testing shall be performed on five compacted

specimens. All five results shall be reported. The average CTIndex shall be calculated after discarding the highest and lowest CTIndex values. The average CTIndex shall be used to determine acceptance. RTIndex testing shall be performed on three compacted specimens and the average result used to determine acceptance. HWT testing shall be performed on four compacted specimens and the average result used to determine acceptance. Compacted specimens for CTIndex, RTIndex and HWT testing shall be selected at random. After sample fabrication, the samples shall be stored in a climate-controlled environment and tested within 7 days from when the specimens were compacted. Compaction temperature, times in and out of the oven, gyratory specimen weights and times, and sample identification shall be recorded.

403.19.3 2 Miscellaneous Applications.

403.19.3 2.1 Small Quantities. Small quantities are less than 6000 tons for each separate mixture. This

applies to individual projects, individual projects in combination contracts or projects with short discontinuous sections. The contractor has the option to use all testing frequencies in accordance with Sec 403.19.3 or the following shall apply:

403.19.3 2.2 Base Widening and Entrances. For base widening mixture and entrance work, the

following will apply:

403.19.4 Dispute Resolution. When there are significant discrepancies between the engineer's and the

contractor's test results, dispute resolution procedures will be used.

403.19.4 1 Cease Work. The contractor's operations may be required to cease until the dispute is

resolved if the test results indicate the mixture is subject to failure.

403.19.4 2 Third Party Resolution. The first step in dispute resolution will be to identify differences

in procedures and correcting inappropriate procedures before moving to third party resolution. If that does not resolve the dispute, either the contractor or the engineer may request the approved QC Plan third party involvement. The recommendations of the approved third party shall be binding on both the engineer and contractor.

403.19.4 2.1 Dispute Resolution for BMD SP095 and SP125 Test Results. If QA and QC results for

CTIndex or RTIndex do not compare favorably according to Sec 403.23.9.1.2, the first step will be to identify differences in procedures, including specimen aging. If that does not resolve the dispute, the QA CTIndex result shall be averaged with the QC CTIndex result to determine pay. If RTIndex results are in dispute, QC shall fabricate specimens for Hamburg testing in the presence of the engineer using the retained loose mix material. Compacted specimens shall be submitted to a third party laboratory for HWT testing. Third-party HWT results shall be used to determine acceptance.

403.19.4 3 Third Party Payment. The contractor shall be responsible for the cost associated with the

third party testing and resolution if the final result indicates the engineer's test results were correct. Likewise the Commission will be responsible for the cost associated with the third party testing and resolution when the final result indicates the contractor's results were correct.

403.19.4 4 Other Adjustments. The contractor shall not be entitled to any additional payment for costs

incurred due to use of the dispute resolution procedures such as, but not limited to, those for delay, cessation of operations, costs to subcontractors, etc. The engineer may give consideration to adjustment of working days if warranted.

403.20 Surface Smoothness. The finish of the pavement surface shall be substantially free from waves

or irregularities and shall be true to the established crown and grade. The pavement surface shall be thoroughly tested for smoothness by profiling or straightedging in accordance with Sec 610.

403.21 General Requirements.

403.21.1 Sequence of Operations. To reduce inconvenience to the traveling public during widening or

surfacing, the contractor will not be permitted to place any final surface course until the base widening, the leveling course and the binder course have been completed throughout the entire combination of sections, unless otherwise authorized by the engineer. The proper condition of the base widening, the leveling course and the binder course, at the time of placing the surface course, shall be the contractor's responsibility.

403.21.2 Pavement Marking. If the contractor's work has obliterated the existing pavement marking

on resurfacing projects open to through traffic, the pavement marking shall be replaced in accordance with Sec 620.

403.21.3 Surfaced Approaches. At locations designated in the contract or as specified by the engineer,

approaches shall be primed in accordance with Sec 408 and surfaced with Type SP125 asphaltic concrete. The asphaltic concrete surface shall be placed in accordance with the details shown on the plans or as specified by the engineer. Approaches shall not be surfaced until after the surface course adjacent to the entrance is completed. Any work required to condition and prepare the subgrade on the approaches will be at the contractor’s expense.

403.21.4 Filling Drain Basins. If shown on the plans, existing drain basins shall be filled to the top of

the lip with plant mix bituminous base course or asphaltic concrete from the pavement edge to the edge of the shoulder. Any difficulty or delay created by this requirement will be at the contractor’s expense.

403.21.5 Pavement Repairs (Blow-Ups). A blow-up will be considered that area where excessive

expansion has resulted in distress to the existing pavement. Blow-ups occurring prior to the application of the tack coat on the existing surface will normally be repaired by the Commission. Blow-ups occurring after the application of the tack coat shall be repaired by the contractor by removing the distressed concrete and replacing the pavement in accordance with Sec 613.

403.22 Method of Measurement.

403.22.1 Weight Determination. The weight of the mixture will be determined from the batch weights

if a batch-type plant is used, and will be determined by weighing each truck load on scales in accordance with Sec 310 if other types of plants are used. Measurement will be made to the nearest 0.1 ton for the total tonnage of material accepted.

403.22.2 Full Depth.

403.22.2 1 The final driving surface area, for the full depth of the pavement, will be used as the area for

all underlying bituminous lifts and will not include the additional quantity needed to construct the 1:1 slope.

403.22.2 2 Final measurement of the completed pavement will not be made except for authorized

changes during construction, or where appreciable errors are found in the contract quantity. Where required, measurement of the pavement complete in place will be made to the nearest 0.1 square yard. The revision or correction will be computed and added to or deducted from the contract quantity.

403.22.3 Alternate Overlay.

403.22.3 1 Field Established Quantity. When bid as an alternate to a Portland cement concrete

overlay, the contractor shall establish the existing roadway profile and set the final overlay profile. The engineer may adjust the final profile as needed. The tons of hot mix asphalt required will be determined by the engineer from the set or adjusted profile. This quantity will be the field established plan quantity.

403.22.3 2 Overlay Measurement. Final measurement of the completed pavement will be based on

the field established plan quantity except for authorized changes during construction. The revision or correction will be computed and added to or deducted from the contract quantity. Measurement of the pavement complete in place will be made to the nearest 0.1 ton.

403.22.4 Pavement Testing. The finished courses shall have the nominal thickness shown on the plans.

Tests will be conducted to ensure that each course is being constructed to proper thickness, composition and density. The contractor shall cut samples from any layer of the compacted mixture at locations designated by the engineer. QA samples shall be cut and delivered to the engineer no later than the end of the next day following the laydown operation. If the samples are not cut and delivered as stated, the asphaltic laydown operation may be suspended and a deduction of 5 percent per day of the contract unit price of the representative material may be applied, until samples are cut and delivered to the engineer. Samples may be obtained by either sawing or drilling 4-inch minimum diameter cores. Each sawed sample shall consist of a single piece of the pavement of the size designated by the engineer, but no larger than 12 inches square.

403.22.4 1 Pavement Thickness. Lift thickness may be determined by the average thickness of cores

taken for density measurements for each lot. Total thickness samples for new full depth asphalt pavements shall be obtained after all bituminous construction is completed on the project and shall be taken at locations specified by the engineer. For the purpose of determining the constructed thickness of full depth pavement, cores shall be taken at random intervals in each traffic lane at the rate of one core per 1000 feet or increment thereof, or at any other locations as may be determined by the engineer and measured in accordance with AASHTO T 148. Sections of any asphaltic concrete determined to be 0.5 inches or more, less than the thickness shown on the plans, shall be corrected by the contractor. No payment will be made for any costs incurred by the contractor in correcting pavement deficient in thickness. Each core is representative of the pavement thickness for a distance extending one-half the distance to the next core, measured along centerline, or in the case of a beginning or ending core, the distance will extend to the end of the pavement.

403.22.4 2 Surface Restoration. The surface from which samples have been taken, including those for

density measurements, shall be restored by the contractor with the mixture then being produced no later than the next day of plant operation, if construction is still active. If bituminous construction has been completed, the surface from which samples have been taken shall be restored within 48 hours with an approved commercial mixture or with cold patch mixtures acceptable to the engineer.

403.23 Basis of Payment.

403.23.1 Aggregate Variation. Due to possible variations in the specific gravity of the aggregates, the

tonnage of mixture used may vary from the proposal quantities. No adjustment in contract unit price will be made because of such variation.

403.23.2 Compacted Samples. Payment for obtaining and delivering samples of compacted mixture

from the pavement and replacing for QA testing, or any additional tests as directed by the engineer, the surface will be made per sample at the fixed price specified in Sec 109. No direct payment will be made for samples taken for QC testing.

403.23.3 Payment for Pavement Repairs (Blow-ups). Payment for repairing blow-ups will be made

in accordance with Sec 104.

403.23.4 Smoothness Adjustment. The contract unit price for all mixes, except wedge or level course,

will be adjusted in accordance with Sec 610.5. The contract unit prices for asphaltic concrete pavement will be considered full compensation for all materials entering into the construction of the pavement and for the cost of the smoothness testing and correction.

403.23.5 Tensile Strength Retained Adjustment for non-BMD Mixtures. The contract unit price of

each 12,000 tons or fraction thereof for all mixtures, except BMD SP095 and SP125 mixtures, shall be adjusted based on TSR according to the following: TSR Percent of Contract Price Greater than 85% 103 80-85% 100 70-79% 97 Less than 70% Remove

403.23.5 1 Moisture Susceptibility Requirements for BMD SP095 and SP125 Mixtures. No TSR

price adjustment shall be provided for BMD SP095 and SP125 mixtures.

403.23.6 Unconfined Longitudinal Joint Density Adjustment. The minimum density of all traveled

way pavement within 6 inches of a longitudinal joint, including the pavement on the traveled way side of the shoulder joint, shall not be less than 90.5 percent of the theoretical maximum specific gravity for all dense graded SuperPave mixtures and shall not be less than 92.0 percent of the theoretical maximum specific gravity for SMA mixtures. The density of the longitudinal joint when confined will be included in the evaluation of the remainder of the mat. Pay adjustments due to longitudinal joint density will apply to the full width of the lane paved. The average of joint cores from each sublot will determine specification compliance. If payment reductions are necessary, the lowest PFTotal shall apply. Adjustments due to unconfined longitudinal joint density will be in accordance with the following table and apply to the sublot from which the core(s) are obtained. Unconfined Longitudinal Joint Density Field Density (Percent of Laboratory Max. Theoretical Specific Gravity) Percent of Contract Unit Price SuperPave Mixtures ≥90.5 PFTotalnot changed by longitudinal joint density 89.5–90.4 Maximum PFTotal= 100%, Correction Requireda <89.5 Remove and Replace SMA Mixtures ≥92.0 PFTotalnot changed by longitudinal joint density 90.0–91.9 Maximum PFTotal= 100%, Correction Requireda <90.0 Remove and Replace aCorrection requires spraying rapid penetrating emulsion on deficient density areas in accordance with JSP2303. All costs associated with correction shall be at the contractor’s expense with no additional payment.

403.23.6 1 Rapid Penetrating Emulsion. Should use of Rapid Penetrating Emulsion (RPE) be

necessary for corrective action of longitudinal joint density, RPE shall be in accordance with MoDOT JSP2303 Rapid Penetrating Emulsion (available at: https://epg.modot.org/index.php/Job_Special_Provisions), except that no payment will be made for use of RPE.

403.23.7 CTIndex Adjustment for BMD SP095 and SP125 Mixtures. The contract unit price for each

6,000 tons or fraction thereof for BMD mixtures shall be adjusted based on the average CTIndex results for the tonnage according to the following table provided that acceptable stability and moisture susceptibility results are obtained. The lower adjusted contract unit price from the CTIndex and TSR results shall apply. HWT stability and moisture susceptibility results shall be implemented as a pass/fail basis. BMD SP095 and SP125 SuperPave Mixtures Cracking Tolerance Index (CTIndex) Tensile Strength Ratio (TSR) Percent of Contract Pricea 100 or Greater Greater than 85%b,c 103% 50–99 80-85% 100% 40–49 70–79% 97% aThe CTIndex adjustment only applies if the RTIndex or HWT results meet the specification. bThe HWT moisture susceptibility testing may be used in lieu of TSR in accordance with MoDOT TM-100. Passing HWT results will equate to a TSR greater than 85 percent. cIf an approved liquid anti-strip is used, the TSR shall be greater than or equal to 80 percent to receive full incentive.

403.23.7 1 Stability Requirements for BMD SP095 and SP125 Mixtures. BMD asphalt mixtures

shall pass the stability requirements with a passing RTIndex or HWT rut depth criteria in accordance with Sec 403.5.11.2 to receive CTIndex incentives.

403.23.7 2 Moisture Susceptibility Requirements for BMD SP095 and SP125 Mixtures. BMD

asphalt mixtures shall either meet the above TSR requirements or meet the HWT moisture susceptibility requirements in accordance with Sec 403.5.11.3 to receive CTIndex incentives.

403.23.8 Paver Mounted Thermal Profiler Adjustments for BMD SP095 and SP125 Mixtures. The

contract unit price for all BMD mixes will be adjusted in accordance with Sec 406. The contract unit prices for asphaltic concrete pavement will be considered full compensation for all materials entering into the construction of the pavement and for the cost of the PMTP testing and correction.

403.23.9 Percent Within Limits. PWL will be based on the mean, standard deviation and quality

index of each lot's test results for density, percent asphalt, percent air voids, and VMA (VMA not applicable to BMD mixtures). The upper PWL (PWLu) and lower PWL (PWL1) is determined from the table in Sec 502.15.8. Total percent within limits, PWLt, is: PWLt = (PWLu + PWL1) - 100. The mean is: xa = (∑xi)/n Where: xa = Average of the individual values being considered ∑ xi = The summation of all the individual values being considered n = The number of individual values under consideration The Standard Deviation is: s = (∑(xi - xa)2/(n - 1))1/2 The Upper Quality Index is: Qu = (USL - xa)/s The Lower Quality Index is: Q1 = (xa - LSL)/s Where: Qu = Upper Quality Index Q1 = Lower Quality Index USL = Pay Factor Item Upper Spec Limit LSL = Pay Factor Item Lower Spec Limit

403.23.9 1 Quality Level Analysis. The engineer will make the QLA no more than 24 hours after

receipt of the contractor's test results, by determining the PWLt for each designated pay factor item.

403.23.9 1.1 Acceptance. The contractor's test results will be used when applicable to determine the

PWL, provided the contractor's QC tests and the engineer's QA tests compare favorably, and provided the engineer's inspection and monitoring activities indicate the contractor is following the approved QC Plan.

403.23.9 1.2 Comparison. Favorable comparison will be obtained when the engineer's QA test results

on a production sample are within two standard deviations, or the comparison tolerance, whichever is greater, from the mean of the contractor's test results for that particular lot. Comparison tolerances shall be as follows: air voids within ±0.5 percent, asphalt content within ±0.2 percent, density within ±1.3 percent, and, if applicable, VMA within ±1.25 percent (VMA not applicable to BMD Mixtures). For BMD SP095 and SP125 mixtures, QA CTIndex results shall be within ± 30 of the nearest QC test result. For the CTIndex test, if all QC and QA are greater than 80, then results are considered comparable. QA RTIndex results shall be within ±15 percent of the nearest QC test result. QC and QA RTIndex results shall be considered to compare favorably if both QC and QA RTIndex results meet specification requirements. QC and QA HWT results shall be considered to compare favorably if both QC and QA HWT results meet specification requirements. Further comparisons may be made by using F & t testing at a significance level of 1 percent as directed by the engineer.

403.23.9 1.3 Outliers. No test result shall be discarded, except individual test results on a lot basis may

be checked for an outlier in accordance with the statistic T in ASTM E 178, at a significance level of 5 percent. If an outlier is found, material from the retained QA sample may be tested, in the presence of the engineer, to determine a replacement test value. The replacement test value shall be used in the PWL determination.

403.23.9 1.4 Roadway/Shoulder Lots. For the purpose of QLA, mixture placed on the traveled way

and placed on the traveled way and shoulders integrally, shall be accounted for in a regular lot/sublot routine. Mixture placed on shoulders only shall be accounted for in a shoulder lot/sublot routine.

403.23.9 1.5 Random Sampling. For the purpose of QLA, all mixture placed on the roadway shall be

subject to random testing, except mixture placed within 6 inches of an unconfined longitudinal joint shall not be subject to evaluation. Random samples taken in the same day may be separated by 200 tons.

403.23.9 2 Pay Factors.

403.23.9 2.1 Pay Factors for non-BMD Mixtures (SP048, SP190, SP250, and SMA).The total pay

factor (PFT) for each lot for non-BMD mixtures will be equal to the weighted sum of the pay factors (PF) for each pay factor item for each lot, and is determined as follows: PFT = + (0.25) PFdensity + (0.25) PFAC + (0.25) PFVMA + (0.25) PFVa The PFT for each lot, on the shoulder or otherwise when the density pay factor is not directly included, will be equal to the weighted sum of the PF for each pay factor item for each lot, and will be determined as follows: PFT = + (0.3333) PFAC + (0.3333) PFVMA + (0.3333) PFVa The PF for each pay factor item for each lot will be based on the PWLt of each pay factor item of each lot and will be determined as follows: When PWLt is greater than or equal to 70: PF = 0.5 PWLt + 55 When PWLt is less than 70: PF = 2 PWLt - 50

403.23.9 2.2 Pay Factors for BMD SP095 and SP125 Mixtures. The total pay factor (PFT) for each

lot for BMD SP095 and SP125 mixtures will be equal to the weighted sum of the pay factors (PF) for each pay factor item for each lot, and is determined as follows: PFT = + (0.5) PFDensity + (0.25) PFVa + (0.25) PFAC The PFT for each lot, on the shoulder or otherwise when the density pay factor is not directly included, will be equal to the weighted sum of the PF for each pay factor item for each lot, and will be determined as follows: PFT = + (0.5) PFVa + (0.5) PFAC The PF for each pay factor item for each lot will be based on the PWLt of each pay factor item of each lot and will be determined as follows: When PWLt is greater than or equal to 90: PF = 0.3 PWLt + 73; When PWLt is greater than or equal to 70 and PWLt is less than 90: PF = 0.5 PWLt + 55; When PWLt is less than 70: PF = 2 PWLt - 50

403.23.9 2.3 Density Pay Factor. The theoretical maximum specific gravity of the mixture, as

determined for each sublot and the bulk specific gravity of no less than one core from each sublot, will be used to perform the QLA for the percent of theoretical maximum density. Thick cores required to be cut in half in accordance with Sec 403.15.4 shall effectively double the number of sublots for cores. When density is not used as a pay factor, additional adjustment of the contract unit price will be based on the table in Sec 403.23.9.4.1(c).

403.23.9 2.4 Asphalt Content Pay Factor. The QLA will be performed using the asphalt content test

results from each lot.

403.23.9 2.5 Voids in the Mineral Aggregate (VMA not applicable for BMD Mixtures) and Air

Voids Pay Factor. Two gyratory specimens shall be compacted for each sublot and the average of the two specimens will be used to calculate the volumetrics of the sublot. The VMA, VFA, and air voids shall be determined from the gyratory compacted specimens. The VMA and air voids for the QLA shall be those calculated using the combined bulk specific gravity of the aggregate as listed on the approved job mix formula, the average bulk specific gravity of the gyratory compacted specimens and the theoretical maximum specific gravity of the mixture determined for the sublot of material. The aggregate content used for the calculation shall be that determined from field asphalt content testing for that sublot.

403.23.9 3 Removal of Material. All lots of material with a PFT less than 50.0 shall be removed and

replaced with acceptable material by the contractor. Any sublot of material with a percent of theoretical maximum density of less than 90.5 percent or greater than 98.5 percent shall be removed and replaced with acceptable material by the contractor. For SMA mixtures, any sublot of material with a percent of theoretical maximum density of less than 92.0 percent shall be removed and replaced with acceptable material by the contractor. Any sublot of non-SMA mixtures with air voids in the compacted specimens less than 1.5 percent shall be removed and replaced with acceptable material by the contractor. Any sublot of SMA mixtures with air voids in compacted specimens less than 2.5 percent shall be removed and replaced with acceptable material by the contractor. Any material with TSR results below 70 percent or material not meeting MoDOT TM-100 requirements from the HWT shall be removed and replaced with acceptable material by the contractor. For BMD SP095 and SP125 mixtures, any lots of material with a rut depth greater than 12.5 mm of rutting at the designated number of wheel passes for the contract binder grade shall be removed and replaced with acceptable material by the contractor. For BMD SP095 and SP125 mixtures, any lots of material with a CTIndex less than 40 shall be removed and replaced with acceptable material by the contractor. No additional payment will be made for such removal and replacement. The replaced material will be tested at the frequencies listed in the applicable portions of Sec 403.19. Pay for the material will be determined in accordance with the applicable portions of Sec 403.23 based on the replacement material.

403.23.9 4 Miscellaneous Applications.

403.23.9 4.1 Small Quantities. Small quantities are defined in Sec 403.19.3.2.1. Unless the contractor

has elected to use the normal evaluation in the Bituminous QC Plan for small quantities, the following shall apply for each separate mixture qualifying as a small quantity:

403.23.9 4.2 Base Widening and Entrances. For base widening mixtures and entrance work, BMD

testing, and PWL will not be required. Payment for these mixtures will be made at 100 percent of contract unit price for material that otherwise meets the specifications.

403.23.9 4.3 Single Lift on Unmilled Surface or Leveling Course Work. For resurfacing projects

specifying a single lift on an unmilled surface, surface mixture of 3,000 tons or more, or for leveling course work, the following shall apply to the traveled way mixture. All bituminous mixture QC/QA requirements shall apply, except the density pay factor designated in Sec 403.23.9.2 will not be directly included in the total pay factor. In lieu of that, one density sample shall be taken per sublot and the pay adjustment for density will be made using the table in Sec 403.23.9.4.1(c).