405 When required in the Special Provisions, payment for smoothness shall be made in accordance with the requirements of Subsection 109.13 of the specifications. When lime water is used, no separate payment will be made for the lime water or its application, the cost being considered as included in this contract item. (ASPHALT -RUBBER) : 414- 1 Description: The work under this section shall consist of constructing Asphaltic Concrete Friction Course (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 the specifications, and as directed by the Engineer. 414- 2 Asphaltic Concrete Mix Design Criteria: Mix designs will be performed in accordance with Arizona Test Method 814, modified as necessary for Asphaltic Concrete Fr iction Course (Asphalt -Rubber). The allowable range of percent absorbed asphalt -rubber shall be 0 -1.0, when tested in accordance with Arizona Test Method 806. 414- 3 Materials: For comparative purposes, quantities shown in the bidding schedule have been calculated as shown in the Special Provisions. 414- 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 specifications. Mineral aggregate shall be separated into at least two stockpiles. No individual stockpile or hot bin usage shall be less than 3 percent of the total mineral aggregate. TABLE OF CONTENTS INDEX 406 Coarse 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 or blend material shall consist of natural sand, sand prepared from rock, or other approved inert materials, or a combination thereof, conforming to the requirements of these specifications. 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 414- 1, when tested in accordance with Arizona Test Method 201. TABLE 414 -1 MIX DESIGN GRADING LIMITS Sieve Size Percent Passing Without Admixture With Admixture 3/8 Inch 100 100 No. 4 30 - 45 31 - 46 No. 8 4 - 8 5 - 9 No. 200 0 - 2.0 0 - 3.0
Mineral aggregate shall conform to the requirements in Table 414- 2 when tested in accordance with the applicable test methods. Tests on aggregates outlined in Table 414- 2, 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 OF CONTENTS INDEX 407 TABLE 414 -2 MINERAL AGGREGATE CHARACTERISTICS Characteristic 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 Arizona Test Method 242 (After thoroughly sieving the sample, no additional cleaning of the fines from the plus No. 8 material is required.) Minimum 55 Fractured Coarse Aggregate Particles Arizona Test Method 212 Minimum 85% (at least two fractured faces) and minimum 92% (at lea st one fractured face) Flakiness Index Arizona Test Method 233 Maximum 25% Carbonates Arizona Test Method 238 Maximum 20% Abrasion AASHTO T 96 100 Rev., Max. 9% 500 Rev., Max. 40%
414- 3.02 Mineral Admixture: Mineral admixture will be required. The amount shall be 1.0 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 414- 3. TABLE 414 -3 MINERAL ADMIXTURE Material Requirement Portland Cement, Type I or , Type II ASTM C150 Blended Hydraulic Cement, Type IP ASTM C595 Hydrated Lime ASTM C1097 The certification and acceptance of Portland cement, blended hydraulic cement (Type IP), and hydrated lime shall be in accordance with Materials Pr actice and Procedure Directive No. 13, "Certification and Acceptance of Hydraulic Cement, Fly Ash, Natural Pozzolan, Silica Fume, and Lime".
414-3.03Bituminous 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. TABLE OF CONTENTS INDEX 408 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. 414- 4 Mix Design: Approximately 300 pounds of produced mineral aggregate, in proportion to the anticipated percent usage, shall be obtained by the contractor and witne ssed 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 will subsequently be used in the production of asphaltic concrete. If the mineral aggregate does not meet the requirements of Subsection 414-3.01 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 asph alt cement, the source and type of crumb rubber, and the source and type of mineral admixture. 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 of the stockpile; the composite mineral aggregate gradation; the TABLE OF CONTENTS INDEX 409 combined mineral aggregate and mineral admixture gradation; and any special or limiting conditions. The contract time established for the completion of the work includes 10 working days for the required testing and developing of the approved mix design. Asphaltic concrete friction course production shall not begin until there is an approved mix design. The contractor may propose the use of a mix design that has been developed for a previous project. The proposed mix design shall meet the requirements of these specifications. The contractor shall provide evidence that the type and source of bituminous material, the type of mineral admixture, and the source and methods of producing mineral aggrega te have not changed since the formulation of the previous mix design. The contractor shall also provide current test results for all specified characteristics of the mineral aggregate proposed for use. The Engineer will determine if the previously used m ix design is suitable for the intended use and if the previous use of the mix design was satisfactory to the Department. The Engineer will either approve or disapprove the proposed mix design. Should the Engineer disapprove the use of the previously used mix design, the contractor shall prepare and submit a new mix design proposal in accordance with the requirements of these specifications. A previously used mix design older than two years from the date it was formulated, sealed, signed, and dated shall not be allowed for use. Once approved for use on a project, a mix design may be used for the duration of the project. 414- 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 the contractor elects to change its source or type of bituminous material, the type of mineral admixture, or the source(s) of mineral aggregate, or if the contractor adds or deletes the use of a mineral aggre gate stockpile(s) regardless of source, testing to the extent deemed necessary by the Engineer 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. The TABLE OF CONTENTS INDEX 410 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 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 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. 414- 6 Acceptance of Materials: 414- 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 requirements specified in Subsection 414- 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 414-6.03 of the specifications. The Engineer reserves the right to increase the frequency of sampling and testing upon the resumpti on of asphaltic concrete production. TABLE OF CONTENTS INDEX 411 414- 6.02 Mineral Aggregate: Aggregate shall be free of deleterious materials, clay balls, and adhering films or other material that prevent thorough coating of the aggregate with the 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, fractured coarse aggregate particles, and flakiness index. Samples shall be obtained either from the cold f eed belt prior to the 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 of Table 414- 2 for sand equivalent, fractured coarse aggregate particles, and flakiness index, operations shall cease and the contractor shall have the option of requesting a new mix design or correcting deficiencies in the aggregate stockpiles. 414- 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 requirements for the three- consecutive test limits indicated below. If the mineral aggregate does 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 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 to 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 percentages as follows: TABLE OF CONTENTS INDEX 412 Passing Sieve Number of Tests Three Consecutive One No. 4 ± 4 ± 6 No. 8 ± 3 ± 4 No. 200 ± 1.0 ± 1.5 One hundred percent of the material shall pass the 3/8- inch sieve. 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 req uirements given in Materials Practice and Procedure Directive No. 19, “ADOT System for the Evaluation of Testing Laboratories”. 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 ± 0.4 0, from the amount directed by the Engineer. 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. 414- 6.04 Material Spread: The estimated target spread rate will be as shown in the table in Subsection 414- 3 of the specifications. The Engineer may adjust the estimated target spread rate, and establish a new target spread rate, as necessary to maintain a suitable thickness. The thickness behind the screed shall be measured by the contractor continuously throughout each spread lot to ensure that the minimum TABLE OF CONTENTS INDEX 413 compacted thickness specified in Subsection 414 -3 of the specifications is being met. A spread lot shall be considered to be one- half shift of production. The contractor shall record information pertaining to each spread lot on forms provided by the Engineer. Information shall include the project number, date and period of time that each spread lot was placed, the spread lot number, beginning and ending station, the plans thickness, target spread rate, and tons placed in each spread lot. Completed spread lot forms shall be signed by the contractor and given to the Engineer at the end of each shift. The Engineer will calculate the quantity required in each spread lot using the target spread rate. The calculated quantity required in each spread lot will be compared to the actual quantity placed. A spread lot will be considered to be acceptable if the actual quantity placed does not vary by more than +5.0 percent from the required quantity. 414- 7 Construction Requirements: 414- 7.01 Quality Control: Quality control of mineral aggregate production and asphaltic concrete production shall be the responsibil ity of the contractor. 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. 414- 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 conditions 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. 414- 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 usa ge shall be less than 3 percent of the total mineral aggregate. TABLE OF CONTENTS INDEX 414 No fine material which has been collected in the dust collection system shall be returned to the mixture unless the 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 accor dance with Arizona Test Method 406. The temperature of asphaltic concrete or mineral aggregate upon discharge from the dryer shall not exceed 350 degrees F. 414- 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 wheels and tires of compactors shall be wetted with water, or if necessary soapy water, or a release ag ent in order to prevent the sticking of asphaltic concrete. All other equipment surfaces shall be treated when necessary with a release agent. Only release agents evaluated through NTPEP are acceptable for use. The results from NTPEP testing, when tested in accordance with AASHTO TP 102, shall meet the following criteria: RELEASE AGENT TEST REQUIREMENT Asphalt Stripping Test Diluted Non -Diluted (Full Strength) No Stripping No Stripping Mixture Slide Test 10 g Retained, Max. Asphalt Performance Test Less than or equal to 10.0% after the third cycle
Release agents which degrade, dissolve, or in any way damage the bituminous material shall not be used. Diesel fuel shall not be used as a release agent. 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. Unless otherwise specified on the project plans, asphal tic concrete shall not be placed on the 2-foot widened section where guardrail is to be installed. TABLE OF CONTENTS INDEX 415
Asphaltic concrete shall be placed when the temperature of the surface on which the asphaltic concrete is to be placed is at least 85 degrees F and the ambient temperature at the beginning of placement is at least 70 degrees F and rising. The placement shall be stopped when the ambient temperature is 75 degrees F or less and falling. Night time placement may occur during falling temperature if the low temperature is 70 degrees F or higher. No placement of asphaltic concrete shall occur if ambient temperatures are forecasted to be at or below 40 degrees F at any time during the day or night after placement. No placement of asphaltic concrete shall occur if ambient temperatures exceed, or are forecasted to exceed, 110 degrees F the day before, the day of, or the day after paving. No placement of asphaltic concrete shall occur if sustained wind speeds in excess of 15 miles per hour are forecast on the day of the scheduled placement. However, the Engineer may allow placement of asphaltic concrete during high wind conditions if the ambient temperature is 85 degrees F and rising. No asphaltic concrete placement shall take place if rain occurs at any time in the two days prior to the scheduled placement of the asphaltic concrete, nor shall placement be expected to occur if rain is forecast during the proposed day of placement. However, at the discretion of the Engineer, pl acement may commence if actual conditions are conducive to placement. 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. Unless otherwise directed by the Engineer, no traffic (including construction traffic, with the exception of required striping equipment) shall be allowed on the AR -ACFC overlay until at least eight hours after the placement of AR -ACFC. The Engineer may reduce this time for materials placed on ramps and auxiliary lanes, or for traffic related purposes. Prior to opening to any traffic, the Engineer may require up to three applications of lime water (a minimum of 50 pounds of lime per 2,000 gallons of water). Reasons may include, but are not limited to, opening prior to the eight -hour curing time, or ambient temperatures above 100 degrees F. Lime water shall be applied in a manner that uniformly covers the enti re 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 416 The contractor shall prepare their bid submittal and initial construction schedule, submitted at the Preconstruction Conference as described in Subsection 108.03 of the specifications, based on the following beginning and ending dates for asphaltic concrete production. Average Elevation of Project, Feet Beginning and Ending Dates 0 – 3499 0 – 3499 3500 – 4999 5000 – 5999 6000 and over March 15 – May 31 September 1 – October 31 April 15 – October 15 June 1 – September 15 June 1 – August 15
Any proposed placement deviating from the beginning and ending days shall be detailed in the written schedule of construction submitted at the weekly meeting described in Subsection 108.04 of the specifications. No contract time extension will be granted for placement outside of the beginning and ending dates. Any placement deviating from the beginning and ending dates shall be at the sole risk of the contractor.
Asphaltic concrete delivered to the screed unit shall be a free flowing, homogeneous mass in which there is no segregation, crusts, lumps, or migration of the asphalt -rubber. Should any one or more of such conditions be evident in the material delivered to the screed unit, and which cannot be eliminated by one or more of the following methods, the Engineer will order the work to be stopped until conditions are conducive to the delivery of the material in the condition as hereinbefore required:
Other measures proposed by the contractor w hich will deliver asphaltic concrete meeting the above requirements will be considered by 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. TABLE OF CONTENTS INDEX 417 If the asphaltic concrete is dumped upon the surface being paved and subsequently loaded into the paving machine, it shall not be dumped at a distance greater than 150 feet in front of 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 within the specified tolerances, without segregation or tearing, 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 strike -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. 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 machi nes 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 sl ope 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: TABLE OF CONTENTS INDEX 418
throughout its entire length; and
Failure of the control system to function properly shall be cause for the suspension of the asphaltic concrete operations. 414- 7.05 Joints: Longitudinal joints shall be staggered a minimum of 1 foot with r elation 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 asphal tic 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 centerline between two adjacent lanes. 414- 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 wet ted with water, or if necessary soapy water, or a release agent approved in accordance with the requirements of Subsection 414- 7.04 of the specifications, to prevent the asphaltic concrete from sticking to the steel wheels during rolling. Release agents which degrade, dissolve, or in any way damage the bituminous material shall not be used. Diesel fuel shall not be used as a release agent. 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.
Compacting and smoothing shall be accomplished by the use of static steel wheel compactors. Vibrator compacto rs may be used in the static mode only. The compactors shall be self -propelled and shall be operated with the drive wheel in the forward position. A minimum of three compactors shall be provided; however, sufficient compactors shall be provided so that t he drums of the compactors when staggered TABLE OF CONTENTS INDEX 419 will cover the entire width of the paving machine during initial breakdown. Compactors shall be operated in accordance with the manufacturer's recommendations. Compactors shall be designed and properly maintained so that they are capable of accomplishing the required compaction. The compactors shall weigh not less than 8 tons.
A pass shall be defined as one movement of a compactor in either direction. Coverage shall be the number of passes as are necessary to cover the entire width being paved. Compaction shall consist of the following rolling sequence: Rolling Sequence Number of Coverages Initial 1 Finish 1 - 2 A sufficient number of compactors shall be used for initial breakdown so that when the compactors are staggered the entire width of the mat being laid is compacted with one forward pass of the compactors. The distance between the paving machine and the initial rolling shall not exceed 300 feet. A separate roller(s) shall be used for final compaction. The roller(s) used for final compaction shall follow as closely behind the initial breakdown rollers as possible. Compaction will be deemed to be acceptable on the condition that the asphaltic concrete is compacted using the type of compactors specified, ballasted and operated in accordance with the manufacturer's recommendations, and with the number of coverages of the compactors as specified. 414- 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. 414- 7.08 Smoothness and Surface Tolerances: Asphaltic concrete shall be compacted as required, smooth and true to the required lines, grades, and dimensions. TABLE OF CONTENTS INDEX 420 The Special Provisions may require the smoothness of the final pavement surface to be tested in accordance of 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 b y 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; and
be corrected by the contractor, to the satisfaction of the Engineer. 414- 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. 414- 8 Method of Measurement: Asphaltic concrete wi ll 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 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 for the mineral admixture actually used in accordance with Subsection 403- 2 of the specifications. 414- 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, adjusted if TABLE OF CONTENTS INDEX