390 The accepted quantities of bituminous material for the asphalt binder coat complete in place, measured as provided above, will be paid for at the contract unit price per ton, except that adjustments in the contract unit price, in accordance with the requirements of Table 1005- 1, will be made for the quantities of material represented by the cor responding test results. Payment for all measures necessary to direct and escort traffic through the area where the pavement fabric is being placed will be made as specified under Section 701 of the specifications. No measurement or direct payment will be made for pneumatic rolling or brooming which is required or at the direction of the Engineer. No measurement or direct payment will be made for furnishing, applying , and removing sand blotter material which may be required by the Engineer. The accepted quantity of time to apply the asphalt binder coat, measured as provided above, will be paid for at the contract unit price per hour, which payment shall be full compensation for applying the asphalt binder coat. 413- 1 Description: The work under this section shall consist of constructing Asphaltic Concrete (Asphalt Rubber), hereinafter asphaltic concrete, by furnishing all materials, mixing at a plant, hauling and placing a mixture of aggregate materials, mineral admixture, and bituminous material (asphalt rubber) to form a pavement course or to be used for other specified purposes, in accordance with the details shown on the project plans and the requirements of these specifications, and as directed by the Engineer. 413- 2 Asphaltic Concrete Mix Design Criteria: Mix designs will be performed in accordance with Arizona Test Method 815, modified as necessary for Asphaltic Concrete (Asphalt - Rubber). Mix designs shall meet the criteria in Table 413- 1. TABLE 413 -1 ASPHALTIC CONCRETE MIX DESIGN CRITERIA Criteria Requirement
TABLE OF CONTENTS INDEX 391 413- 3 Materials: For comparative purposes, quantities shown in the bidding schedule have been calculated as shown in the Special Provisions. 413- 3.01 Mineral Aggregate: The contractor shall provide a source of mineral aggregate in accordance with the requirements of Section 1001 of the specifications. When the contractor selects a source or sources, it shall notify the Engineer. The contractor shall be solely responsible for assuring that the mineral aggregate meets all requirements and, when processed, is fully capable of providing asphaltic concrete which meets all the requirements of these specif ications. Coarse and intermediate mineral aggregate shall consist of crushed gravel, crushed rock, or other approved inert materials with similar characteristics, or a combination thereof, conforming to the requirements of these specifications. Fine mineral aggregate shall be obtained from crushed gravel or crushed rock. All uncrushed material passing a No. 4 sieve shall be removed prior to the crushing, screening, and washing operations necessary to produce the specified gradation. The contractor shall notify the Engineer a minimum of 48 hours in advance of crushing the material to be used as mineral aggregate, so all crushing operations are inspected. Existing stockpile material which has not been inspected during crushing will not be permitted for use unless the contractor is able to document to the Engineer’s satisfaction that the mineral aggregate has been crushed. Any material inspected by the Department as crushed material shall be separated from the contractor’s other stockpiles and reserved for u se by the Department. Mineral aggregate shall be separated into stockpiles by the contractor. No individual stockpile or hot bin usage shall be less than 3 percent of the total mineral aggregate. No individual stockpile shall be permitted to contain more than 6.0 percent passing the No. 200 sieve when tested in accordance with Arizona Test Method 201. If necessary, the contractor shall wash the mineral aggregate to meet this requirement. Mineral aggregate furnished for mix designs shall be representative of the source(s) and sampled from the material stockpiles to be utilized in asphaltic concrete production. Mix designs shall conform to the grading limits in Table 413- 2, when tested in accordance with Arizona Test Method 201. TABLE OF CONTENTS INDEX 392 TABLE 413 -2 MIX DESIGN GRADING LIMITS Sieve Size Percent Passing Without Admixture With Admixture 3/4 Inch 100 100 1/2 Inch 80 - 100 80 - 100 3/8 Inch 65 - 80 65 - 80 No. 4 28 - 42 29 - 43 No. 8 14 - 22 15 - 23 No. 200 0 - 2.5 0 - 3.5 Mineral aggregate shall conform to the requirements in Table 413- 3 when tested in accordance with the applicable test methods. Tests on aggregates outlined in Table 413- 3, other than abrasion, shall be performed on materials furnished for mix design purposes and composited to the mix design gradation. Abrasion shall be performed separately on samples from each source of mineral aggregate. All sources shall meet the requirements for abrasion. TABLE 413 -3 MINERAL AGGREGATE CHARACTERISTICS Characteristics Test Method Requirement Combined Bulk Oven Dry Specific Gravity Arizona Test Method 251 2.350 – 2.850 Combined Water Absorption Arizona Test Method 251 0 – 2.5% Sand Equivalent AASHTO T 176 (After thoroughly sieving the sample, no additional cleaning of the fines from the plus No. 4 material is required.) Minimum 55 Fractured Coarse Aggregate Particles Arizona Test Method 212 Minimum 85% (at least two fractured faces) and minimum 92% (at least one fractured face) determined on plus No. 4 material Abrasion AASHTO T 96 100 Rev., Max 9% 500 Rev., Max 40% TABLE OF CONTENTS INDEX 393 TABLE 413 -3 MINERAL AGGREGATE CHARACTERISTICS Carbonates (Only if the asphaltic concrete is the designed final pavement surface normally used by traffic; detours and temporary paving are excluded.) Arizona Test Method 238 Maximum 20%
413- 3.02 Mineral Admixture: Mineral admixture will be required. The amount shall be 1 percent, by weight of the mineral aggregate. Mineral admixture shall be either Portland cement, blended hydraulic cement, or hydrated lime conforming to the requirements of Table 413- 4. TABLE 413 -4 MINERAL ADMIXTURE Material Requirement Portland Cement, Type I or , Type II ASTM C150 Blended Hydraulic Cement, Type IP ASTM C595 Hydrated Lime ASTM C1097 A Certificate of Analysis conforming to the requirements of Subsection 106.05 of the specifications shall be submitted to the Engineer. 413- 3.03 Bituminous Material: Bituminous material shall be asphalt -rubber conforming to the requirements of Section 1009 of the specifications. The type of asphalt - rubber shall be as shown in the Special Provisions. The crumb rubber gradation shall be Type B conforming to the requirements of Section 1009 of the specifications. The percent of asphalt -rubber used shall be based on the weight of total mix (asphalt -rubber, mineral aggregate, and mineral admixture). The percent of asphalt -rubber to be used will be specified by the Engineer . In no case shall the asphalt -rubber be diluted with extender oil, kerosene, or other solvents. Any asphalt -rubber so contaminated will be rejected. Any kerosene or other solvents used in the cleaning of equipment shall be purged from the system prior to any subsequent use of that equipment. TABLE OF CONTENTS INDEX 394 413- 3.04 Blotter Material: An application of blotter material may be required following the placement of the asphaltic concrete and prior to opening the roadway to traffic. The blotter material shall conform to the r equirements of Section 404 of the specifications. The blotter material shall be applied in one or more applications for a total application of 2 pounds per square yard. The Engineer may reduce or eliminate blotter material if deemed to be unnecessary. 413- 4 Mix Design: Approximately 300 pounds of produced mineral aggregate, in proportion to the anticipated percent usage, shall be obtained by the contractor and witnessed by the Engineer so that both parties are satisfied that samples are representative of the mineral aggregate to be utilized in the asphaltic concrete production. In addition to the mineral aggregate samples, the contractor shall also furnish the Engineer with representative samples of the following materials: a 5 -pound sample of the crumb rubber proposed for use, 1 gallon of asphalt cement from the intended supplier, 3 gallons of the proposed mixture of asphalt and rubber, and a 1-gallon can of the proposed mineral admixture. These materials must be representative of the material which wi ll subsequently be used in the production of asphaltic concrete. If the mineral aggregate does not meet the requirements of Subsection 413-3.01 of the specifications, no mix design will be prepared. The contractor shall take the necessary steps to provide material meeting the specified requirements. Along with the samples furnished for mix design testing, the contractor shall submit a letter explaining in detail its methods of producing mineral aggregate including wasting, washing, blending, proportioning, etc., and any special or limiting conditions it may propose. The contractor’s letter shall also state the source(s) of mineral aggregate, the source and type of asphalt cement, the source and type of crumb rubber, and the source and type of mineral admix ture. Within 10 working days of receipt of all samples and the contractor's letter in the Central Laboratory, the Department will provide the contractor with a mix design containing the type and percentage of asphalt -rubber; the type and source of asphalt cement; the type and source of crumb rubber; the type, source, and percentage of mineral admixture; the source(s) of mineral aggregate and the percentage from each stockpile; the composite mineral aggregate gradation; the combined mineral aggregate and mineral admixture gradation; and any special or limiting conditions. TABLE OF CONTENTS INDEX 395 The contract time established for the completion of the work includes 10 working days for the required testing and the developing of the approved mix design. Asphaltic concrete produ ction shall not begin until there is an approved mix design. 413- 5 Mix Design Revisions: At any time after production of asphaltic concrete has been started using the approved mix design, changes may be proposed by the contractor or directed by the Engineer. The contractor shall not change its methods of crushing, screening, washing , or stockpiling from those used during production of material used for mix design purposes without approval of the Engineer, or without requesting a new mix design. If changes are made in the source or type of bituminous material or the source(s) of mineral aggregate, or changes are made in the proportions of mineral aggregate equal to or greater than 5 percentage points, additional testing to the extent deemed necessary by the E ngineer will be performed in order that the Engineer may be satisfied that the mix design criteria will be met. During production of asphaltic concrete, the contractor, on the basis of field test results, may request a change to the approved mix design. T he Engineer will evaluate the proposed changes and notify the contractor of the Engineer’s decision within two working days of the receipt of the request. If, at any time, unapproved changes are made by the contractor in the source or type of bituminous material, source(s) of mineral aggregate, production methods, or proportional changes in violation of approved mix design stipulations, production shall cease until a new mix design is developed at no additional cost to the Department, or the contractor complies with the approved mix design. At any time after the mix design has been approved, the contractor may request a new mix design. The costs associated with the testing of materials in the developing of mix designs requested by the contractor after a mix design acceptable to the Department has been developed shall be borne by the contractor. If the Engineer determines that a new mix design is necessary due to changes in mineral aggregate characteristics or gradation, costs associated with the development of the new mix design shall be borne by the contractor. A new mix design can be developed by the Engineer at any time the Engineer deems necessary. Should such a new mix design require TABLE OF CONTENTS INDEX 396 revisions to the contractor's operations which result in additional cost to the contractor, it will be reimbursed for these costs. However, the Engineer reserves the right to modify the asphalt -rubber content without compensation being made to the contractor involving additional operation costs. 413- 6 Acceptance of Materials: 413- 6.01 General: The contractor's attention is directed to the requirements of Subsection 105.13 of the specifications, Removal of Unacceptable and Unauthorized Work. If the production of asphaltic concrete is stopped either for failure to meet the req uirements specified in Subsection 413- 6.03 of the specifications or because changes are made in the mix design, samples will be taken for calculating new consecutive averages either after production resumes or after the changes in the mix design have been made. The acceptance of the mineral aggregate gradation and the bituminous material content will be determined on the basis of the tests specified in Subsection 413-6.03 of the specifications. The Engineer reserves the right to increase the frequency of sampling and testing upon the resumption of asphaltic concrete production. 413- 6.02 Mineral Aggregate: Aggregate shall be free of deleterious materials, clay balls, and adhering films or other materials that prevent thorough coating of the aggregate with t he bituminous material. Prior to and during asphaltic concrete production, the Engineer shall obtain and test samples of mineral aggregate for the determination of the sand equivalent and fractured coarse aggregate particles. Samples shall be obtained from the cold feed belt prior to addition of mineral admixture, or from the stockpiles when sampling from the cold feed belt is not possible. Should such testing indicate results not meeting the requirements outlined in Table 413- 3 for sand equivalent and fr actured coarse aggregate particles, operations shall cease and the contractor shall have the option of requesting a new mix design or correcting deficiencies in the aggregate stockpiles. 413- 6.03 Asphaltic Concrete:
Prior to the initial startup of asphaltic concrete production, and prior to startup after any subsequent mix design revisions affecting gradation, a sample of the combined mineral aggregate shall be tested. The mineral aggregate shall meet the gradation r equirements for the three- consecutive test limits indicated below. If the mineral aggregate does TABLE OF CONTENTS INDEX 397 not meet these requirements, production shall not begin until the mineral aggregate is in compliance with this requirement. For each approximate 500 tons of asphaltic concrete produced, at least one sample of mineral aggregate will be taken. Samples will be taken in accordance with the requirements of Arizona Test Method 105 on a random basis. For batch plants, the sample shall be taken from the hot bins. For plants other than batch plants, the sample shall be taken from the cold feed belt. Samples will be taken by means of a sampling device which is capable of obtaining representative samples. The device, which shall be approved by the Engineer, shall be furnished by the contractor. In any shift that the production of asphaltic concrete is less than 500 tons, at least one sample will be taken. Samples will be tested for conformance with the mix design gradation, with or without mineral admixture as appropriate, in accordance with the requirements of Arizona Test Method 201. The gradation will be considered to be acceptable unless the average of any three- consecutive tests or the result of any single test varies from the mix design gradation per centages as follows: Passing Sieve Number of Tests Three Consecutive One 3/8 Inch and larger ± 4 ± 6 No. 4 ± 4 ± 6 No. 8 ± 3 ± 5 No. 200 ± 1.0 ± 1.5
One hundred percent of the material shall pass the largest sieve size shown in Table 413-2. At any time that test results indicate that the gradation does not fall within all of the limits indicated, the production of asphaltic concrete shall cease immediately and shall not begin again until a calibration test indicates that the gradation is within the three -consecutive test limits indicated.
During production of asphaltic concrete, the contractor shall maintain at the plant site a nuclear asphalt content gauge calibrated and operated in accordance with Arizona Test Method 421. At the discretion of the Engineer, the Department may choose to prepare the calibration samples for use by the contractor. Under the observation of the Engineer, the contractor shall determine the asphalt -rubber content by means of the nuclear asphalt content gauge a minimum of four times per full shift. The Engineer shall determine the times that the samples are taken. The contractor’s technicians performing the testing, including the calibration of the nuclear gauge, shall meet the technician requirements given in the Department’s System for the Evaluation of Testing Laboratories. TABLE OF CONTENTS INDEX 398 The requirements may be obtained from ADOT Materials Group, 1221 North 21st Avenue, Phoenix, AZ 85009. Production of asphaltic concrete shall cease immediately and the plant and/or the nuclear asphalt content gauges re -calibrated if any single test result varies by an amount greater than ± 0.60, or the average of three- consecutive test results varies by an amount greater than ± 0.40, from the amount directed by the E ngineer. Material that has already been produced may be used on the project if the single test value representative of that material varies by an amount from ± 0.61 to ± 0.75, inclusive, from the amount directed by the Engineer. Material that has already been produced may not be used on the project if the single test value representative of that material varies by an amount greater than ± 0.75 from the amount directed by the Engineer unless, by retesting, the material is found to be acceptable. 413- 7 Construction Requirements: 413- 7.01 Quality Control: Quality control of mineral aggregate production and asphaltic concrete production shall be the responsibility of the cont ractor. The contractor shall perform sufficient testing to assure that mineral aggregate and asphaltic concrete are produced which meet all specified requirements. The Engineer reserves the right to obtain samples of any portion of any material at any point of the operations for the Engineer's own use. 413- 7.02 Stockpiling: The contractor will not be allowed to feed the hot plant from stockpiles containing less than two full days of production unless only two days production remain to be done or special c onditions exist where the Engineer deems this requirement waived. Mineral aggregate shall be separated and stockpiled so that segregation is minimized. An approved divider of sufficient size to prevent intermingling of stockpiles shall be provided. 413- 7.03 Proportioning, Drying, Heating, and Mixing: The asphaltic concrete hot plant shall conform to the requirements of Section 403 of the specifications. Unless approved by the Engineer, no individual mineral aggregate stockpile or hot bin usage shall be less than 3 percent of the total mineral aggregate. Changes in stockpile or hot bin use in excess of 5 percent from the approved mix design will not be permitted without the approval of the Engineer. TABLE OF CONTENTS INDEX 399 No fine material which has been collected in the dust collection system shall be returned to the mixture unless collected fines are uniformly metered into the mixture. The moisture content of the asphaltic concrete shall not exceed 0.5 percent. The moisture content will be determined in accordance with Arizona T est Method 406. The temperature of asphaltic concrete or mineral aggregate upon discharge from the dryer shall not exceed 350 degrees F. 413- 7.04 Placing and Finishing:
The handling of asphaltic concrete shall at all times be such as to minimize segregation. Any asphaltic concrete which displays segregation shall be removed and replaced. All equipment surfaces shall be treated when necessary with a product approved by the Engineer in order to prevent the sticking of asphaltic concret e. Before asphaltic concrete is placed, the surface to be paved shall be cleaned of all objectionable material and tacked with bituminous material in accordance with the requirements of Section 404 of the specifications. The base or subgrade upon which the asphaltic concrete is to be placed shall be prepared in accordance with the applicable requirement for the material involved and maintained in a smooth and firm condition until placement. Asphaltic concrete shall not be placed on a frozen or excessively wet base or subgrade. Asphaltic concrete shall be placed only when the temperature of the surface on which the asphaltic concrete is to be placed is at least 65 degrees F and the ambient temperature at the beginning of placement is at least 65 degrees F and rising. The placement shall be stopped when the ambient temperature is 70 degrees F or less and falling. At any time, the Engineer may require that the work cease or that the work day be reduced in the event that weather conditions, either existing or expected, are anticipated to have an adverse effect upon the asphaltic concrete. Prior to opening to any traffic, the Engineer may require an application of lime water (a minimum of 50 pounds of lime per 2,000 gallons of water). Lime water shall be applied in a manner that uniformly covers the entire surface of the paving pass. No separate payment will be made for lime water or its application, the cost being considered as included in this contract item. TABLE OF CONTENTS INDEX 400 All asphaltic concrete shall be placed either as a leveling course or as a surfacing course. Leveling courses are defined as courses placed for the primary purpose of raising an existing paved or unpaved surface to a smooth plane. Surfacing courses are defined as courses placed to serve either as the traffic surface or as a surface upon which a finishing course or seal coat is to be placed. Thickness of leveling and surfacing courses will be shown on the project plans. No change in thickness will be allowed without the written approval of the Engineer.
If the asphaltic concrete is dumped directly into the paving machine from the hauling trucks, care shall be taken to avoid jarring the machine or moving it out of alignment. No vertical load shall be exerted on the paving machine by the trucks. Trucks, while dumping, shall be securely attached to the paving machine. If the asphaltic concrete is dumped upon the surface being paved and subsequently loaded into the paving machine, the loading equipment shall be self -supporting and shall not exert any vertical load on the paving machine. Substantially all of the asphaltic concrete shall be picked up and loaded into the paving machine.
Self -Propelled Paving Machines: All courses of asphaltic concrete shall be placed and finished by means of self -propelled paving machines except under certain conditions or at certain locations where the Engineer deems the use of self -propelled paving machines impractical. In order to achieve, as far as practical, a continuous operation, the speed of the paving machine shall be coordinated with the production of the plant. Self -propelled paving machines shall spread the mixture without segregation or tearing within the specified tolerances, true to the line, grade, and crown indicated on the project plans. Pavers shall be equipped with hoppers and augers which will distribute the mixture uniformly in front of adjustable screeds. Screeds shall include any st rike-off device operated by tamping or vibrating action which is effective without tearing, shoving , or gouging the mixture and which produces a course with a uniform texture and density for the full width being paved. Screeds shall be adjustable as to height and crown and shall be equipped with a controlled heating device for use when required. TABLE OF CONTENTS INDEX SECTIO N 413 401 Tapered sections not exceeding 8 feet in width, or widened sections not exceeding 4 feet in width may be placed and finished by other means approved by the Engineer.
Except under certain conditions or at certain locations where the Engineer deems the use of automatic controls impractical, asphaltic concrete shall be placed and finished by means of self -propelled paving machines equipped with an automatically actuated control system. The control system shall control the elevation of the screed at each end by controlling the elevation of one end directly and the other end indirectly, either through controlling the transverse slope or, alternately when directed, by controlling the elevation of each end independently. The control system shall be capable of working with the following devices which shall be furnished with the machine:
throughout its entire length;
The control line shall be set and maintained taut by the contractor to the grade and alignment established by the Engineer. Failure of the control system to function properly shall be cause for the suspension of the asphaltic concrete operations. 413- 7.05 Joints: Longitudinal joints of each course shall be staggered a minimum of 1 foot with relation to the longitudinal joint of the immediate underlying course. The contractor shall schedule its paving operations to minimize exposed longitudinal edges. Unless otherwise approved by the Engineer, the contractor shall limit the placement of asphaltic concrete courses, in advance of adjacent courses, to one shift of asphaltic concrete production. The contractor shall schedule its paving operations in such a manner to eliminate exposed longitudinal edges over weekends or holidays. Longitudinal joints shall be located within 1 foot of the center of a lane or within 1 foot of the centerline between two adjacent lanes. Joints TABLE OF CONTENTS INDEX 402 shall be formed by a slope shoe or hot lapped and shall be compacted while the mixture is still hot. Before a surface course is placed in contact with a cold transverse construction joint, the cold existing asphaltic concrete shall be trimmed to a vertical face by cutting the existing asphaltic concrete back for its full depth and exposing a fresh face. After placement and finishing of the new asphaltic concre te, both sides of the joint shall be dense and the joint shall be well sealed. The surface in the area of the joint shall conform to the requirements hereinafter specified for surface tolerances when tested with the straightedge placed across the joint. When surfacing courses are placed on 10 -foot or wider shoulders that are to receive a rumble strip, any longitudinal joint between the shoulder and the travel lane shall be located at the travel lane edge of the rumble strip. 413- 7.06 Compaction:
The temperature of asphaltic concrete just prior to compaction shall be at least 275 degrees F. The wheels of compactors shall be wetted with water, or if necessary soapy water, or a product approved by the Engineer to prevent the asphaltic concrete from sticking to the steel wheels during rolling. The Engineer may change the rolling procedure if in the Engineer's judgment the change is necessary to prevent picking up of the asphaltic concrete.
For courses greater than 1 inch in nominal thickness, a minimum of one static steel -wheel compactor and two vibratory steel -wheel compactors shall be provided; however, sufficient vibratory steel -wheel compactors shall be provided so that the drums of the compactors when staggered will cover the entire width of the paving machine. For courses of 1 inch or less in nominal thickness, a minimum of three static steel -wheel compactors shall be provided; however, sufficient compactors must be provided so that the drums of the compactors when staggered will cover the entire width of the paving machine on the initial forward pass while a static compactor remains to complete final rolling. If the asphaltic concrete production rate exceeds 250 tons per hour, an additional static steel -wheel compactor shall be provided. The compactors shall weigh not less than 8 tons. The compactors shall be self -propelled and shall be operated with the drive wheel in the forward position. Vibratory rollers shall be used in the mode required by the Engineer. Vibratory compactors shall not be TABLE OF CONTENTS INDEX 403 used in the vibratory mode for courses of 1 inch or less in nominal thickness.
Vibratory compactors shall be used for initial breakdown on courses greater than 1 inch in nominal thickness. Static steel wheel compactors, or vibratory compactors in the static mode, shall be used for initial breakdown on courses 1 inch or less in nominal thickness. Initial breakdown rollers shall be maintained no more than 300 feet behind the paving machine. The roller(s) for final compaction shall follow as closely behind the initial breakdown as practical, such that a uniformly smooth surface is achieved. As many passes as are possible shall be made with the compactors before the temperature of the asphaltic concrete falls below 220 degrees F. All edges shall be compacted by methods approved by the Engineer, while the mixture is still hot. 413- 7.07 Compacting Miscellaneous Items and Surfaces: Asphaltic concrete used in the construction of miscellaneous items and surfaces shall be compacted using compactors, hot -hand tampers, smoothing irons, mechanical vibrating hand tampers, or with other devices to the extent considered necessary by the Engineer. 413- 7.08 Smoothness and Surface Tolerances: All courses of asphaltic concrete shall be compacted as required, smooth and true to the required lines, grades, and dimensions. The Special Provisions may require the smoothness of the final pavement surface to be tested in accordance with Subsection 109.13 of the specifications. Regardless of whether testing in accordance with Subsection 109.13 of the specifications is specified or not, the following requirements shall be met:
shall not vary by more than 1/8 inch from the lower edge of a 10-foot straightedge when it is placed in the longitudinal direction (including across transverse joints), and when it is placed in the transverse direction across longitudinal joints;
section of the specifications, other than the final lift, shall be tested and shall not vary by more than 1/4 inch from the lower edge of a 10- foot straightedge when it is placed in the longitudinal direction (including across transverse joints), TABLE OF CONTENTS INDEX 404 and when it is placed in the transverse direction across longitudinal joints; and
be corrected by the contractor, to the satisfaction of the Engineer. 413- 7.09 Acceptance: Asphaltic concrete will be accepted complete in place, if, in the judgment of the Engineer, the asphaltic concrete reasonably conforms to the requirements specified herein. Asphaltic concrete that is not acceptable and is rejected shall be replaced to the satisfaction of the Engineer and at no additional cost to the Department. 413- 8 Method of Measurement: Asphaltic concrete will be measured by the ton for the mixture actually used, which will include the weight of mineral aggregate, mineral admixture, and asphalt -rubber. Measurement will include any weight used in construction of intersections, turnouts, or other miscellaneous items or surfaces. Asphalt -rubber material will be measured by the ton. The weight of the asphalt -rubber material shall either be determined by weighing directly enroute from the reaction vessel to the point of delivery or be determined from the weight of the asphalt cement and the weight of the rubber minus wastage. Mineral admixture will be measured by the ton. 413- 9 Basis of Payment: The accepted quantities of asphaltic concrete, measured as provided above, will be paid for at the contract unit price per ton, which price shall be full compensation for the work, complete in place, as specified herein. Payment for the asphalt -rubber will be made by the ton, including asphalt cement and crumb rubber. The results of a nuclear asphalt content gauge shall not be used to determine the weight of asphal t-rubber material as the basis of payment. Adjustments in payment shall be made in accordance with the requirements of Subsection 1009- 2.03 of the specifications. Mineral admixture will be paid for at the predetermined price established in the Bidding Schedule. TABLE OF CONTENTS INDEX