Attachment_1._SABER_Specifications_Part8.pdf

2.4.2 RAP Aggregates and Asphalt Cement

2.4.2.1 The blend of aggregates used in the recycled mix shall meet the requirements of paragraph

AGGREGATES. The percentage of asphalt in the RAP shall be established for the mixture design according to ASTM D 2172 using the appropriate dust correction procedure.

2.4.3 RAP Mix

2.4.3.1 The blend of new asphalt cement and the RAP asphalt binder shall meet the penetration, viscosity or dynamic shear rheometer at high temperature and bending beam at low temperature requirements in paragraph ASPHALT CEMENT BINDER. The virgin asphalt cement shall not be more than two standard asphalt material grades different than that specified in paragraph

ASPHALT CEMENT BINDER.

2.5 SOURCE QUALITY CONTROL

2.5.1 Employ a commercial laboratory approved by the Contracting Officer to perform testing. The laboratory used to develop the JMF and the laboratory used to perform all sampling and testing shall meet the requirements of ASTM D 3666. A certification signed by the manager of the laboratory stating that it meets these requirements or clearly listing all deficiencies shall be submitted to the Contracting Officer prior to the start of construction. The certification shall contain as a minimum:

2.5.1.1 Qualifications of personnel; laboratory manager, supervising technician, and testing technicians.

2.5.1.2 A listing of equipment to be used in developing the job mix.

2.5.1.3 A copy of the laboratory's quality control system.

2.5.1.4 Evidence of participation in the AASHTO Materials Reference Laboratory (AMRL) program.

2.5.2 Tests

2.5.2.1 Perform testing in accordance with the following:

a. Specific Gravity Test of Asphalt: ASTM D 70

b. Coarse Aggregate Tests:

(1) Bulk Specific Gravity: ASTM C 127

(2) Abrasion Loss: ASTM C 131

(3) Soundness Loss: ASTM C 88

c. Weight of Slag Test: ASTM C 29/C 29M

d. Percent of Crushed Pieces in Gravel: Count by observation and weight

e. Fine Aggregate Tests:

(1) Bulk Specific Gravity: ASTM C 128

(2) Soundness Loss: ASTM C 88

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Attachment 1 20 May 2014

f. Specific Gravity of Mineral Filler: ASTM C 188 or ASTM D 854

g. Bituminous Mixture Tests:

(1) Bulk Specific Gravity: ASTM D 1188 or ASTM D 2726

(2) Theoretical Maximum Specific Gravity: ASTM D 2041

(3) Tensile Strength Ratio: ASTM D 4867/D 4867M

2.5.3 Specimens

2.5.3.1 ASTM D 1559 for the making and testing of bituminous specimens with the following exceptions:

a. Compaction: Apply 75 blows of the hammer to each flat face of the specimens for mix numbers as indicated and 50 blows for mix numbers as indicated.

b. Curves: Plot curves for the leveling, binder, and wearing course[s] to show the effect on the test properties of at least four different percentages of asphalt on the unit weight, stability, flow, air voids, and voids in mineral aggregate; each point on the curves shall represent the average of at least four specimens.

c. Cooling of Specimen: After compaction is completed, allow the specimen to cool in air to the same temperature approximately as that of the water, 77 degrees F, to be used in the specific gravity determination.

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 Preparation of Asphalt Binder Material

3.1.1.1 The asphalt cement material shall be heated avoiding local overheating and providing a continuous supply of the asphalt material to the mixer at a uniform temperature. The temperature of unmodified asphalts shall be no more than 325 degrees F when added to the aggregates. Modified asphalts shall be no more than 350 degrees F when added to the aggregate.

3.1.2 Preparation of Mineral Aggregates

3.1.2.1 Store different size aggregate in separate stockpiles so that different sizes shall not mix.

Stockpile different-sized aggregates in uniform layers by use of a clam shell or other approved method so as to prevent segregation. The use of bulldozers in stockpiling of aggregate or in feeding aggregate to the dryer is prohibited. Feed aggregates into the cold elevator by means of separate mechanical feeders so that aggregates are graded within requirements of the job-mix formulas and tolerances specified. Regulate rates of feed of the aggregates so that moisture content and temperature of aggregates are within tolerances specified herein. Dry and heat aggregates to the temperature necessary to achieve the mixture determined by the job mix formula within the job tolerance specified. Adequate dry storage for mineral filler shall be provided.

3.1.3 Preparation of Bituminous Mixture

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Attachment 1

3.1.3.1 Accurately weigh aggregates and dry mineral filler and convey into the mixer in the proportionate amounts of each aggregate size required to meet the job-mix formula. In batch mixing, after aggregates and mineral filler have been introduced into the mixer and mixed for not less than 15 seconds, add asphalt by spraying or other approved methods and continue mixing for a period of not less than 20 seconds, or as long as required to obtain a homogeneous mixture. The time required to add or spray asphalt into the mixer shall not be added to the total wet-mixing time provided the operation does not exceed 10 seconds and a homogeneous mixture is obtained. When a continuous mixer is employed, mixing time shall be more than 35 seconds to obtain a homogeneous mixture. Additional mixing time, when required, shall be as directed by the Contracting Officer. When mixture is prepared in a twin-pugmill mixer, volume of the aggregates, mineral filler, and asphalt shall not extend above tips of mixer blades when blades are in a vertical position. Overheated and carbonized mixtures, or mixtures that foam or show indication of free moisture, shall be rejected. When free moisture is detected in batch or continuous mix plant produced mixtures, waste the mix and withdraw the aggregates in the hot bins immediately and return to the respective stockpiles; for drum-dryer mixer plants, waste the mix, including that in surge or storage bins that is affected by free moisture.

3.1.4 Transportation of Bituminous Mixtures

3.1.4.1 Bituminous material shall be transported from the mixing plant to the paving site in trucks having tight, clean, smooth beds that have been coated with a minimum amount of concentrated solution of hydrated lime and water or other approved coating to prevent adhesion of the mixture to the truck. Petroleum products shall not be permitted for coating truck. If air temperature is less than 60 degrees F or if haul time is greater than 30 minutes, cover each load with canvas or other approved material of ample size to protect the mixture from the loss of heat. Make deliveries so that the spreading and rolling of all the mixture prepared for one day's run can be completed during daylight, unless adequate approved artificial lighting is provided.

Deliver mixture to area to be paved so that the temperature at the time of dumping into the spreader is within the range specified herein. Reject loads that are below minimum temperature, that have crusts of cold unworkable material, or that have been wet excessively by rain. Hauling over freshly laid material is prohibited.

3.1.5 Surface Preparation of Underlying Course

3.1.5.1 Prior to the laying of the asphalt concrete, clean underlying course of foreign or objectionable matter with power blowers or power brooms, supplemented by hand brooms and other cleaning methods where necessary. During the placement of multiple lifts of bituminous concrete, each succeeding lift of bituminous concrete shall have its underlying lift cleaned and provided with a bituminous tack coat if the time period between the placement of each lift of bituminous concrete exceeds 14 days, or the underlying bituminous concrete has become dirty. Remove grass and other vegetative growth from existing cracks and surfaces.

3.1.6 Spraying of Contact Surfaces

3.1.6.1 Contact surfaces shall be sprayed of previously constructed pavement with a thin coat of bituminous materials to act as an anti-stripping agent, conforming to Section 32 12 10 BITUMINOUS TACK AND PRIME COATS. Paint contact surfaces of structures with a thin coat of emulsion or other approved bituminous material prior to placing the bituminous mixture. Tack coat the previously placed primed coats on base courses when surface has become excessively dirty and cannot be cleaned or when primed surface has cured to the extent that it has lost all bonding effect.

3.2 PLACEMENT

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Attachment 1

3.2.1 Machine Spreading

3.2.1.1 The range of temperatures of the mixtures at the time of spreading shall be between 250 degrees F and 300 degrees F. Bituminous concrete having temperatures less than minimum spreading temperature when dumped into the spreader shall be rejected. Adjust spreader and regulate speed so that the surface of the course is smooth and continuous without tears and pulling, and of such depth that, when compacted, the surface conforms with the cross section, grade, and contour indicated. Unless otherwise directed, begin the placing along the centerline of areas to be paved on a crowned section or on the high side of areas with a one-way slope.

Place mixture in consecutive adjacent strips having a minimum width of 10 feet, except where the edge lanes require strips less than 10 feet to complete the area. Construct longitudinal joints and edges to true line markings. Establish lines parallel to the centerline of the area to be paved, and place string lines coinciding with the established lines for the spreading machine to follow.

The number and location of the lines needed to accomplish proper grade control shall be provided. When specified grade and smoothness requirements can be met for initial lane construction by use of an approved long ski-type device of not less than 30 feet in length and for subsequent lane construction by use of a short ski or shoe, in-place string lines for grade control may be omitted. Place mixture as nearly continuous as possible and adjust the speed of placing as needed to permit proper rolling.

3.2.2 Shoveling, Raking, and Tamping After Machine-Spreading

3.2.2.1 Shovelers and rakers shall follow the spreading machine. Add or remove hot mixture and rake the mixture as required to obtain a course that when completed shall conform to requirements specified herein. Broadcasting or fanning of mixture over areas being compacted is prohibited.

When segregation occurs in the mixture during placing, suspend spreading operation until the cause is determined and corrected. Correct irregularities in alignment left by the spreader by trimming directly behind the machine. Immediately after trimming, compact edges of the course by tamping laterally with a metal lute or by other approved methods. Distortion of the course during tamping is prohibited.

3.2.3 Hand-Spreading in Lieu of Machine-Spreading

3.2.3.1 In areas where the use of machine spreading is impractical, spread mixture by hand. The range of temperatures of the mixtures when dumped onto the area to be paved shall be between 250 and 300 degrees F. Mixtures having temperatures less than minimum spreading temperature when dumped onto the area to be paved shall be rejected. Spread hot mixture with rakes in a uniformly loose layer of a thickness that, when compacted, shall conform to the required grade, thickness, and smoothness. During hand spreading, place each shovelful of mixture by turning the shovel over in a manner that shall prevent segregation. Do not place mixture by throwing or broadcasting from a shovel. Do not dump loads any faster than can be properly handled by the shovelers and rakers.

3.3 COMPACTION OF MIXTURE

3.3.1 Compact mixture by rolling. Begin rolling as soon as placement of mixture shall bear rollers.

Delays in rolling freshly spread mixture shall not be permitted. Start rolling longitudinally at the extreme sides of the lanes and proceed toward center of pavement, or toward high side of pavement with a one-way slope. Operate rollers so that each trip overlaps the previous adjacent strip by at least one foot. Alternate trips of the roller shall be of slightly different lengths.

Conduct tests for conformity with the specified crown, grade and smoothness immediately after

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Attachment 1 initial rolling. Before continuing rolling, correct variations by removing or adding materials as necessary. If required, subject course to diagonal rolling with the steel wheeled roller crossing the lines of the previous rolling while mixture is hot and in a compactable condition. Speed of the rollers shall be slow enough to avoid displacement of hot mixture. Correct displacement of mixture immediately by use of rakes and fresh mixture, or remove and replace mixture as directed. Continue rolling until roller marks are eliminated and course has a density of at least [*Insert appropriate percent density; normally, 96 percent for pavements subject to vehicular traffic and 97 percent for pavements subject to aircraft traffic.] percent but not more than 100 percent of that attained in a laboratory specimen of the same mixture prepared in accordance with ASTM D 1559. During rolling, moisten wheels of the rollers enough to prevent adhesion of mixture to wheels, but excessive water is prohibited. Operation of rollers shall be by competent and experienced operators. Sufficient rollers shall be provided for each spreading machine in operation on the job and to handle plant output. In places not accessible to the rollers, compact mixture thoroughly with hot hand tampers. Skin patching of an area after compaction shall be prohibited. Remove mixture that becomes mixed with foreign materials or is defective and replace with fresh mixture compacted to the density specified herein. Roller shall pass over unprotected edge of the course only when laying of course is to be discontinued for such length of time as to permit mixture to become cold.

3.4 JOINTS

3.4.1 Joints shall present the same texture and smoothness as other portions of the course, except permissible density at the joint may be up to 2 percent less than the specified course density.

Carefully make joints between old and new pavement or within new pavements in a manner to ensure a thorough and continuous bond between old and new sections of the course. Vertical contact surfaces of previously constructed sections that are coated with dust, sand, or other objectionable material shall be painted with a thin uniform coat of emulsion or other approved bituminous material just before placing fresh mixture.

3.4.2 Transverse

3.4.2.1 Roller shall pass over unprotected end of freshly laid mixture only when laying of course is to be discontinued. Except when an approved bulkhead is used, cut back the edge of previously laid course to expose an even, vertical surface for the full thickness of the course. When required, rake fresh mixture against joints, thoroughly tamp with hot tampers, smooth with hot smoothers, and roll. Transverse joints in adjacent lanes shall be offset a minimum of 2 feet.

3.4.3 Longitudinal Joints

3.4.3.1 Space 6 inches apart. Do not allow joints to coincide with joints of existing pavement or previously placed courses. Spreader screed shall overlap previously placed lanes 2 to 3 inches and be of such height to permit compaction to produce a smooth dense joint. With a lute, push back mixture placed on the surface of previous lanes to the joint edge. Do not scatter mix.

Remove and waste excess material. When edges of longitudinal joints are irregular, honeycombed, or poorly compacted, cut back unsatisfactory sections of joint and expose an even vertical surface for the full thickness of the course. When required, rake fresh mixture against joint, thoroughly tamp with hot tampers, smooth with hot smoothers, and roll while hot.

3.5 FIELD QUALITY CONTROL

3.5.1 Sampling

3.5.1.1 Aggregates At Source

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Attachment 1

a. Prior to production and delivery of aggregates, take at least one initial sample in accordance with ASTM D 75 at the source or from each stockpile. Collect each sample by taking three incremental samples at random from the source material to make a composite sample of not less than 50 pounds. Repeat the sampling when the material source changes or when testing reveals unacceptable deficiencies or variations from the specified grading of materials.

3.5.1.2 Cold Feed Aggregate Sampling

a. Take two samples daily from the belt conveying materials from the cold feed. Collect materials in three increments at random to make a representative composite sample of not less than 50 pounds. Take samples in accordance with ASTM D 75.

3.5.1.3 Coarse and Fine Aggregates

a. Take a 50 pound sample from the cold feed at least once daily for sieve analyses and specific gravity tests. Additional samples may be required to perform more frequent tests when analyses show deficiencies, or unacceptable variances or deviations. The method of sampling shall be as specified herein for aggregates.

b. Mineral Filler

(1) ASTM D 546. Take samples large enough to provide ample material for testing.

3.5.1.4 Pavement and Mixture

a. Plant samples shall be taken for the determination of mix properties and field samples for thickness and density of the completed pavements. Furnish tools, labor and material for samples, and satisfactory replacement of pavement. Take samples and tests at not less than frequency specified hereinafter and at the beginning of plant operations; for each day's work as a minimum; each change in the mix or equipment; and as often as directed. Accomplish sampling in accordance with ASTM D 979.

3.5.2 Testing

3.5.2.1 Aggregates Tests

a. Gradation: ASTM C 136.

b. Mineral Filler Content: ASTM D 546.

c. Abrasion: ASTM C 131 for wear (Los Angeles test). Perform one test initially prior to incorporation into the work and each time the source shall be changed.

3.5.2.2 Bituminous Mix Tests

a. Test one sample for each 500 tons, or fraction thereof, of the uncompacted mix for extraction in accordance with ASTM D 2172; perform a sieve analysis on each extraction sample in accordance with ASTM C 136 and ASTM C 117. Test one sample for each 500 tons or fraction thereof for stability and flow in accordance with ASTM D 1559. Test one sample for each material blend for Tensile Strength Ratio in accordance with ASTM D 4867/D 4867M.

3.5.2.3 Pavement Courses

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a. Perform the following tests:

(1) Density: For each 1000 tons of bituminous mixture placed, determine the representative laboratory density by averaging the density of four laboratory specimens prepared in accordance with ASTM D 1559. Samples for laboratory specimens shall be taken from trucks delivering mixture to the site; record in a manner approved by the Contracting Officer the project areas represented by the laboratory densities. From each representative area recorded, determine field density of pavement by averaging densities of 4 inch diameter cores obtained from leveling, binder, and wearing course[s]; take one core for each 2000 square yards or fraction thereof of course placed. Determine density of laboratory prepared specimens and cored samples in accordance with ASTM D 1188 or ASTM D 2726, as applicable. Separate pavement layers by sawing or other approved means. Maximum allowable deficiency at any point, excluding joints, shall not be more than 2 percent less than the specified density for any course. The average density of each course, excluding joints, shall be not less than the specified density. Joint densities shall not be more than 2 percent less than specified course densities and are not included when calculating average course densities. When the deficiency exceeds the specified tolerances, correct each such representative area or areas by removing the deficient pavement and replacing with new pavement.

(2) Thickness: Determine thickness of [binder and] wearing courses from samples taken for the field density test. The maximum allowable deficiency at any point shall not be more than 1/4 inch less than the thickness for the indicated course. Average thickness of course or of combined courses shall be not less than the indicated thickness. Where a deficiency exceeds the specified tolerances, correct each such representative area or areas by removing the deficient pavement and replacing with new pavement.

(3) Smoothness: Straightedge test the compacted surface of leveling, binder, and wearing course[s] as work progresses. Apply straightedge parallel with and at right angles to the centerline after final rolling. Unevenness of leveling and binder course[s] shall not vary more than 1/4 inch in 10 feet; variations in the wearing course shall not vary more than 1/8 inch in 10 feet. Correct each portion of the pavement showing irregularities greater than that specified.

(4) Finished Grades: Finish grades of each course placed shall not vary from the finish elevations, profiles, and cross sections indicated by more than 1/2 inch. Finished surface of the final wearing course shall be tested by the Contracting Officer by running lines of levels at intervals of 25 feet longitudinally and transversely to determine elevations of completed pavement. Within 45 days after completion of final placement, perform a level survey at the specified grid spacing and plot the results on a plan drawn to the same scale as the drawings. Elevations not in conformance with the specified tolerance shall be noted on the plan in an approved manner. The survey shall be performed by a registered land surveyor. The Contracting Officer shall inform the Contractor in writing of paved areas that fail to meet the final grades indicated within the specified tolerances. Correct deficient paved areas by removing existing work and replacing with new materials that meet the specifications. Skin patching for correcting low areas shall be prohibited.

(5) Finish Surface Texture of Wearing Course: Visually check final surface texture for uniformity and reasonable compactness and tightness. Final wearing course with a surface texture having undesirable irregularities such as segregation, cavities, pulls or tears, checking, excessive exposure of coarse aggregates, sand streaks, indentations, ripples, or lack of uniformity shall be removed and replaced with new materials.

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Attachment 1

3.6 PROTECTION

3.6.1 Do not permit vehicular and aircraft traffic, including heavy equipment, on pavement until surface temperature has cooled to at least 120 degrees F. Measure surface temperature by approved surface thermometers or other satisfactory methods.

END OF SECTION 32 12 17

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Attachment 1

SECTION 32 12 21

BITUMINOUS ROAD-MIX SURFACE COURSE

PART 1 GENERAL

1.1 REFERENCES

1.1.1 The latest issue of the publications listed below and referenced to thererafter by basic designations only, forms a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

1.1.1.1 ASTM INTERNATIONAL (ASTM)

a. ASTM C 131 Standard Test Method for Resistance to Degradation of Small- Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

b. ASTM C 183 Standard Practice for Sampling and the Amount of Testing of

Hydraulic Cement

c. ASTM C 29/C 29M Standard Test Method for Bulk Density ("Unit Weight") and Voids in Aggregate

d. ASTM D 1073 Fine Aggregate for Bituminous Paving Mixtures

e. ASTM D 1250 Petroleum Measurement Tables

f. ASTM D 140 Sampling Bituminous Materials

g. ASTM D 2026 Cutback Asphalt (Slow-Curing Type)

h. ASTM D 2027 Cutback Asphalt (Medium-Curing Type)

i. ASTM D 2028 Cutback Asphalt (Rapid-Curing Type)

j. ASTM D 2397 Standard Specification for Cationic Emulsified Asphalt

k. ASTM D 242 Mineral Filler for Bituminous Paving Mixtures

l. ASTM D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils

m. ASTM D 490 Road Tar

n. ASTM D 633 Volume Correction Table for Road Tar

o. ASTM D 75 Standard Practice for Sampling Aggregates

p. ASTM D 977 Emulsified Asphalt

1.2 UNIT PRICES

1.2.1 Measurement

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Attachment 1

1.2.1.1 Surface Course

a. The square yards of surface course shall be the number of square yards of completed and accepted surface course.

1.2.1.2 Bituminous Material

a. Bituminous material to be paid for shall be the number of 2000 pound tons gallons of the material used in the accepted work, as determined by the Contracting Officer, corrected to gallons at 60 degrees F in accordance with ASTM D 633 and ASTM D 1250. A coefficient of expansion of 0.00025 per degree F shall be used for asphalt emulsions.

1.2.2 Payment

1.2.2.1 The amount of pavements and quantities of bituminous material, determined as specified in paragraph Measurement, shall be paid for at the respective contract unit prices in the bid schedule on which the contract is based, which payment shall constitute full compensation for preparing or reconditioning subgrade or base course; furnishing all plant, materials, equipment, and tools; correcting unsatisfactory areas; and the labor and incidentals necessary to complete the work required by this section of the specifications.

1.3 SUBMITTALS

1.3.1 Government approval may be required on any of the following items. Items requiring submittals shall be listed on the Submittal Register. Copies of all submittals shall be provided per the requirements in Section 01 33 00, Submittal Procedures, or as listed on the Submittal Register.

1.3.1.1 SD-03 Product Data

a. Waybills and Delivery Tickets

(1) Copies of waybills or delivery tickets, during the progress of the work.

1.3.1.2 SD-06 Test Reports

a. Tests

(1) Copies of test results, within 24 hours after completion of tests.

1.4 SAFETY PRECAUTIONS

1.4.1 No smoking, or open flames shall be permitted within 25 feet of heating, distributing, or transferring operations of cutback bituminous materials. When tar is used, a full-face, organic, vapor-type respirator and protective creams shall be used by personnel exposed to fumes.

1.5 WEATHER LIMITATIONS

1.5.1 Bituminous courses shall be constructed only when the surface is dry. The bituminous course shall not be constructed when the atmospheric or aggregate temperature is below 40 degrees F.

1.6 EQUIPMENT, PLANT, AND TOOLS

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Attachment 1

1.6.1 Equipment, plant, and tools used in the performance of the work shall be maintained in a satisfactory working condition at all times. The Contracting Officer shall have access at all times to the equipment and plant to insure proper operation and compliance with specifications.

1.6.2 Traveling-Plant Mixer

1.6.2.1 Traveling-plant mixer shall be self-propelled or tractor-drawn, and shall be capable of maintaining a uniform rate of travel. The plant shall be mounted on wheels or tread equipment of such type as shall not overload or damage the subgrade or base course when the mixer is loaded to capacity. The device for picking up aggregates from windrows shall be such as shall pick up only the windrowed aggregate, leaving the base clean. The pick-up and elevator shall be entirely enclosed to prevent the wind from removing the fine and filler aggregate. The equipment for proportioning the aggregate and bituminous material shall accurately measure the specified amounts of material for the mix while the machine is in operation, and shall be equipped with devices for accurately proportioning the filler added to the mixture. The plant shall be capable of thoroughly combining the aggregates and bituminous material into a uniform mixture, completely coating all particles of aggregate, and shall be capable of depositing the processed mixture on the base course.

1.6.3 Bituminous Distributor

1.6.3.1 Bituminous distributor shall have pneumatic tires of such width and number that the load produced on the base course shall not exceed 650 pounds per inch of tire width. The distributor shall be so designed and equipped as to distribute the bituminous material uniformly at even heat on variable widths of surface at readily determined and controlled rates from 0.05 to 2.0 gallons/square yard, with a specified rate not exceeding 5 percent. Distributor equipment shall include a separate power unit for the bitumen pump, fully circulating spray bars, a tachometer, pressure gauges, volume-measuring devices, a thermometer for reading the temperature of the tank contents, and a hose attachment suitable for applying bituminous material to spots missed by the distributor. The distributor shall be equipped for circulation and agitation of the bituminous material during the heating process. Heating equipment shall be capable of maintaining the bituminous material at the specified temperature.

1.6.4 Heating Equipment for Storage Tanks

1.6.4.1 Heating equipment for storage tanks shall maintain specified temperature but direct flame shall not be applied to walls of storage tank or transfer lines. An armored thermometer with a range from 150 to 400 degrees F shall be fixed to the tank so that the temperature of the bituminous material can be determined at all times.

1.6.5 Blade Graders

1.6.5.1 Blade graders for windrowing aggregate, for mixing, and for spreading processed material shall be self-powered. Each grader shall have a wheelbase not less than 17 feet, a blade not less than 12 feet long, and shall be equipped with pneumatic tires. Blade graders shall be adequately powered in order to perform the work properly and shall weigh at least 8 tons.

1.6.6 Power Rollers

1.6.6.1 Power rollers shall be steel-wheel or pneumatic-tired types conforming to the following requirements:

1.6.6.2 Steel-Wheel

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a. Steel-wheel rollers shall be either tandem or three-wheel type weighing not less than 5 tons, and equipped with adjustable scrapers. The rollers which may be static or vibratory shall be equipped with watertanks and sprinkling apparatus that shall be used when necessary to keep the wheels wet to prevent adherence of the bituminous material to the wheels.

1.6.6.3 Pneumatic-Tired

a. Pneumatic-tired rollers shall be self-propelled and equipped with not less than 9 wheels mounted on 2 axles in such manner that the rear tires shall not follow in the tracks of the forward group. The pneumatic-tired rollers shall also be equipped with suitable beams or platforms for ballast loading and shall be loaded to provide required compaction. The tires shall be uniformly inflated to not less than 45 psi.

1.6.7 Mechanical Spreaders

1.6.7.1 The equipment for spreading, shaping, and finishing shall consist of approved self-contained power machines capable of taking the bituminous mixture directly from the discharge end of traveling plant and spreading the mixture at the required application rate.

1.6.8 Tractors

1.6.8.1 Tractors shall be of the crawler type and shall be equipped with street plates or flat treads.

1.6.9 Miscellaneous Equipment

1.6.9.1 Disk, spike-tooth, or spring-tooth harrows, multiple-blade or retread mixers, small tools, and other equipment shall be the required types.

1.7 WAYBILLS AND DELIVERY TICKETS

1.7.1 Before the final statement is allowed, the Contractor shall file with the Contracting Officer certified waybills and delivery tickets for all the bituminous and paving materials used in the construction covered by this section of specifications.

PART 2 PRODUCTS

2.1 AGGREGATES

2.1.1 Aggregates shall consist of a mixture of coarse aggregate, fine aggregate, and mineral filler complying with the requirements specified hereinafter.

2.1.2 Coarse Aggregate

2.1.2.1 Coarse aggregate shall consist of the following:

2.1.2.2 Crushed Stone

a. Crushed stone shall consist of hard durable fragments which are free from soft or disintegrated pieces, vegetation, lumps or balls of clay, adherent coatings of clay, and other objectionable matter, and shall have a percentage of wear not exceeding 50 after 500 revolutions, as determined by ASTM C 131.

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Attachment 1

2.1.2.3 Crushed Gravel

a. Crushed gravel shall consist of clean, tough, durable fragments, free from an excess of flat, elongated, soft, or disintegrated pieces, and free from fragments coated with dirt or other objectionable matter. At least 50 percent by weight of the particles retained on No. 4 sieve shall have two or more fractured faces. The crushed gravel shall have a percentage of wear not exceeding 50 after 500 revolutions, as determined by ASTM C 131.

2.1.2.4 Crushed Slag

a. Crushed slag shall be an air-cooled, blast furnace product having a dry weight of not less than 70 pcf and shall consist of angular fragments which are reasonably uniform in density, free from dust, and without an excess of thin, elongated pieces, and other objectionable matter. The weight per cubic foot of slag aggregate shall be determined by ASTM C 29/C 29M. The slag aggregate shall have a percentage of wear not exceeding 50 after 500 revolutions, as determined by ASTM C 131.

2.1.3 Fine Aggregate

2.1.3.1 Fine aggregate shall conform to ASTM D 1073. Quantity of natural sand shall not exceed 25 percent of the total aggregate. The gradations specified in ASTM D 1073 may be adjusted to meet local materials as directed. That portion of the fine aggregate, including any blended filler, passing a No. 40 sieve shall have a plasticity index not exceeding 6 as determined by ASTM D 4318, a liquid limit not exceeding 25 as determined by ASTM D 4318, and a clay content not to exceed 5 percent after washing and straining.

2.1.4 Mineral Filler

2.1.4.1 Mineral filler shall conform to ASTM D 242.

2.2 BITUMINOUS MATERIALS

2.2.1 Bituminous materials shall conform to ASTM D 490, ASTM D 977, ASTM D 2026, ASTM D

2027, ASTM D 2028, ASTM D 2397, Grade CSS-1H.

2.3 COMPOSITION OF MIXTURE

2.3.1 The aggregate for the surface course shall be so graded that the percentage composition by weight, as determined by laboratory tests, shall conform to the grading shown in TABLE I. The percentage of bituminous material by weight of the total mixture to be used for preparing the bituminous mixtures shall be as determined by the Contractor and approved by the Contracting Officer. The composite mixture shall show no stripping when tested.

2.3.2 Job-Mix Formula

2.3.2.1 No bituminous mixture shall be produced until a job-mix formula has been prepared by the

Contractor and approved by the Contracting Officer. The formula shall indicate the percentage of each sieve-fraction of aggregate and the percentage of bitumen. The job-mix formula shall be allowed tolerances given in TABLE II. No deviation from the approved job-mix formula shall be permitted without prior approval.

2.3.3 Gradation Limits for Aggregates

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Attachment 1

2.3.3.1 Gradation limits for aggregates in TABLE I are master ranges to govern mixes and represent the maximum and minimum for all cases. The approved formula shall provide for a gradation of job aggregates within these master ranges. Deviation from the gradation of the approved formula shall be allowed, provided that variations from the formula in any one run do not exceed the tolerances as given in TABLE II.

TABLE I. GRADATION (PERCENT BY WEIGHT PASSING)

AND RANGE OF BITUMINOUS CONTENT

Sieve Bituminous Designation Mixture Square-Mesh Sieves No. 1 No. 2 No. 3

Aggregate 1 in. 100 --- ---

3/4 in. 85-100 100 --- 1/2 in. --- 82-100 100 3/8 in. 61-90 68-93 82-100 No. 4 43-79 48-82 57-88 No. 8 32-68 36-70 42-76 No. 16 26-56 27-60 32-64 No. 30 18-44 20-48 22-52 No. 50 13-33 15-38 16-40 No. 100 9-22 10-25 10-27 No. 200 5-12 5-12 5-12

Bituminous (Percent by Weight of total mixture) --- 5.0-8.0 5.0-8.5 5.0-9.0

a. NOTE: The range of bituminous material shown represents the normal range of bituminous material contained in the design mix composed of nonabsorptive aggregates after evaporation of the lighter constituents. The upper limit may be raised, when approved, when absorptive aggregates are used.

TABLE II. JOB MIX FORMULA TOLERANCES (PERCENT)

Tolerances Mineral Plus or Minus

Aggregate passing No. 4 or larger sieve 7

Aggregate passing No. 8, 16, 30, and 50 sieves 5

Aggregate passing No. 100 and 200 sieves 2

Bitumen 0.4

b. Samples shall be taken from the prepared aggregate as windrowed after blending and shall be tested for conformity with the requirements herein. A sufficient number of samples shall be taken from the windrowed aggregate so that each sample shall represent not more than 1000

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Attachment 1 square yards of finished surface course, but in no case shall fewer than five samples be taken for any day of production. Samples shall represent equal amounts of material.

c. Bituminous materials shall not be applied on a run until a sieve analysis of the samples is made and the run is approved. A run is defined as that length of aggregate windrowed along the road and considered a convenient unit based on total job requirements or on daily capacity of the mixing unit or units, as determined by the Contracting Officer. The gradation of aggregate in the formula may be changed to meet specific field conditions without adjustment to contract unit prices.

2.3.4 Quantity of Bituminous Material

2.3.4.1 The percentage, by weight, of bituminous materials required for each run shall be approved by the Contracting Officer. The percentage of bituminous material shall be computed on the basis of laboratory tests of samples of the approved aggregate and bituminous material, and on the field sieve analysis of samples taken from the windrowed blended aggregate for each run. The job-mix formula may be changed to meet specific field conditions without adjustments to contract unit prices.

3.1 PLACING AND WINDROWING AGGREGATE

3.1.1 Aggregate shall be hauled to the paving site in approved trucks. The aggregate shall be deposited on the prepared base course or subgrade from trucks equipped or supplemented with suitable measuring and spreading devices. The Contractor shall proportion the amount of aggregate and mineral filler by weighing with suitable equipment, or by the use of other methods or devices, as approved. The aggregate, and mineral filler shall be thoroughly mixed by windrowing and turning with a blade grader, as directed. The aggregate shall then be bladed into uniform windrows in such quantity and proportions as to provide sufficient aggregate to produce a finished course of the specified compacted thickness. Mixing of the aggregate with shoulder material, segregation in pockets or otherwise, and mixing with the base course or subgrade shall be prevented.

3.2 RECONDITIONING OF BASE COURSE

3.2.1 The existing base course shall be scarified lightly and bladed to a uniform grade and to the cross section shown, and shall then be rolled or watered and rolled, as directed. Depressions shall be filled and weak portions of the base course shall be strengthened with new aggregate.

3.3 PREPARATION OF BASE COURSE AND AGGREGATE

3.3.1 The surface of the roadway shall first be scarified lightly, and then bladed to a uniform grade and to the cross section shown on the drawings. The reshaped surface shall then be scarified to the depth necessary to provide the amount of aggregate required for the bituminous mixtures, and in such manner as to leave a foundation stratum of undisturbed material, and parallel, both in profile and cross section, to the proposed finished surface. The loosened material shall be bladed into a windrow at the side of the road. The undisturbed understratum shall be rolled, or watered and rolled until a satisfactory foundation for the surface course is provided. The windrow and aggregate shall be broken up and thoroughly mixed by turning with a blade grader, and then bladed into uniform windrows of such size as to provide a finished surface course of the specified compacted thickness.

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Attachment 1

The surface of the roadway shall first be scarified lightly and bladed to a uniform grade and to the cross section shown on the drawings. The reshaped surface shall then be scarified again to such depth as indicated and in such manner as to leave a foundation stratum of undisturbed material, parallel, both in profile and cross section, to the surface course. New aggregate of the quality and gradation conforming with paragraph AGGREGATES shall be spread over the loosened existing aggregate in the required quantities. New aggregate shall be hauled to the paving site in approved trucks. The new and old aggregate shall then be thoroughly blended by harrowing and blading, after which all the thoroughly mixed aggregate shall be bladed into a uniform windrow at the side of the road.

The undisturbed understratum shall be graded, rolled, or watered and rolled until a satisfactory foundation for the surface course is provided.

3.4 MIXING WINDROWED AGGREGATE AND BITUMINOUS MATERIAL

3.4.1 Travel-Plant Method

3.4.1.1 The windrowed aggregate shall be mixed with bituminous material, by means of a traveling mixing plant, and the mixture shall be deposited in a windrow ready for spreading. The bituminous material shall be heated to the specified temperature within the range of 75 degrees F and 160 degrees F prior to application. When approved, the mixture shall be deposited in a mechanical spreader and spread in accordance with paragraph SPREADING AND SHAPING.

The quantity of bituminous material shall be determined in accordance with the procedure in paragraph COMPOSITION OF MIXTURE, and shall be introduced into the mixer. The machine's rate of travel and the amount of mixing shall be regulated so that the mixing operation shall completely and uniformly coat all the particles of aggregate, and shall produce a homogeneous mixture. The mixture shall not be spread until the mixing is complete and satisfactory. Should the mixture show an excess or a deficiency of any materials, the unsatisfactory condition shall be corrected by the addition of the required aggregate or bituminous material, followed by remixing. Should the mixture show uneven distribution of bituminous material, the unsatisfactory condition shall be corrected by remixing. If directed, the material shall be harrowed or disked, and all compressed masses of material shall be broken up.

3.4.2 Blade Method

3.4.2.1 Prior to the application of bituminous material, the windrowed aggregates for the wearing surface shall be spread in a uniform layer over the existing surface. Bituminous material of the type, grade, or designation specified in paragraph BITUMINOUS MATERIALS shall be added to the aggregate at the temperature specified, and at the rate or rates determined by the Contracting Officer in accordance with paragraph COMPOSITION OF MIXTURE. The bituminous material shall be applied by means of bituminous distributors. Immediately following the application of the bituminous material, the treated aggregate shall be mixed by an approved method. Mixing shall be continued until the bituminous material is uniformly distributed throughout the mass and the aggregate particles are uniformly and completely coated. During the mixing, care shall be taken to avoid cutting into the underlying base or contaminating the bituminous mixture with earth or other objectionable matter. When operations are interrupted, the mixed or partially mixed material shall be bladed into a uniformly sized windrow or windrows in such manner that this material shall not interfere with subsequent operations, shall not be mixed with any untreated aggregate, and shall not become contaminated with unsatisfactory material. Upon completion of the final mixing operations, the mixed material shall be examined by the Contracting Officer. Should the mixture show an excess or deficiency of bituminous material, the unsatisfactory condition shall be corrected by

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Attachment 1 the addition of required aggregate or bituminous material, followed by remixing. Should the mixture show uneven distribution of bituminous material, the unsatisfactory condition shall be corrected by remixing. The mixing shall continue until the mixture is complete and satisfactory.

3.5 PROCEDURE WITH THICKENED EDGE

3.5.1 A triangular cut conforming to the dimensions indicated shall be made at each edge of the surfacing. The excavated material shall be placed on the shoulder in a small windrow against which the mixture shall be spread. The trench area shall be primed in accordance with Section 32 12 10 BITUMINOUS TACK AND PRIME COATS prior to spreading of the bituminous mixture. The trench shall be filled with bituminous mixture and thoroughly rolled by means of the grader wheels, prior to the spreading of the surface course.

3.6 SPREADING AND SHAPING

3.6.1 The bituminous material and mineral aggregate, after being satisfactorily mixed and aerated as directed, shall be spread from the windrow upon the base course or primed surface in a layer of uniform thickness conforming to the lines and grades and typical sections indicated. Spreading shall not be started until an inspection of the subgrade or base course has been made, and any necessary reconditioning has been completed, as directed. The bituminous mixture shall not be spread when the surface is damp or when the mixture contains visible free moisture. The mixture shall be aerated until the volatile content is reduced to the point where the mixture can be spread on the roadway, and compacted to a stable pavement course that shall withstand normal traffic without rutting, scuffing, raveling, or other detrimental effects. The mixture on sections of pavement showing any of these defects shall be loosened, further aerated, and recompacted to a stable pavement course. The mixed material shall be spread to the required width in layers, by a self-powered blade grader, as directed. In spreading from a windrow, care shall be taken to prevent cutting into the underlying subgrade or base course. If necessary, a layer of mixture approximately 1/2 inch thick shall be left at the bottom of the windrow to prevent damage to the base course. After approximately one-half of the material has been spread, the remaining shall be windrowed. The material spread shall be rolled once, and then planed with a blade grader to remove high spots. The remaining material shall then be spread and rolled to the depth and width indicated. During the spreading and compacting, the surface shall be dragged or bladed, as necessary, to fill any ruts and to remove corrugations, waves, or other irregularities.

3.7 ROLLING FINISHED SURFACE

3.7.1 After all layers have been satisfactorily spread, the surface shall be rolled. Final rolling shall be done by means of power-driven rollers. Rolling shall begin at the outside edge of the surface and proceed to the center, overlapping on successive trips at least one-half the width of the rear wheel of the roller. Alternate trips of the roller shall be of slightly different lengths. The speed of the roller shall be such that lateral displacement of the mixture does not occur. Light blading or floating of the surface with a blade grader during the rolling period may be required. Rolling shall be continued until all roller marks are eliminated, the surface is of uniform texture, and the mixture is compacted to at least 95 percent of maximum dry density as determined by ASTM 2950. To prevent adhesion of the mixture to the roller, the wheels shall be kept properly moistened, but an excess of water shall not be permitted. The rollers shall be in good condition, suitable for rolling asphalt, and shall be operated by experienced rollermen. At all places not accessible to the roller, the mixture shall be thoroughly tamped with hand tampers. Should the surface of the surface course for any reason become rough, corrugated, uneven in texture, or traffic marked prior to completion, such unsatisfactory portions shall be torn up, reworked, relaid, or replaced at no additional cost to the Government. Should any portion of the surface, when

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Attachment 1 laid, become water soaked for any reason, the portion shall be torn up at once, and the mix therefrom placed in a windrow and aerated until the moisture content is within the limits specified. The mixture shall then be spread, shaped, and rolled as specified.

3.8 SHAPING OF EDGES

3.8.1 While the surface is being compacted and finished, the Contractor shall trim the outside edges neatly to line.

3.9 GRADE CONTROL

3.9.1 The finished and completed surface course shall conform to the lines, grades, cross section, and dimensions indicated. The lines and grades as indicated shall be maintained by means of line and grade stakes placed by the Contractor in accordance with the SPECIAL CONTRACT

REQUIREMENTS.

3.10 SURFACE SMOOTHNESS AND THICKNESS TESTING

3.10.1 Tolerances for surface smoothness and thickness shall be as specified in paragraph SAMPLING

AND TESTING.

3.11 SAMPLING AND TESTING

3.11.1 Sampling and testing shall be the responsibility of the Contractor. Sampling and testing shall be performed by an approved commercial testing laboratory, or by the Contractor subject to approval.

3.11.2 Sources of Materials

3.11.2.1 Source of materials to be used for the wearing course shall be selected in advance of the time required for use in the work. The Contractor shall be responsible for performing tests to determine the suitability of the proposed materials and submitting the test results supply samples of the proposed aggregates not less than 30 days before materials are required for the work.

3.11.3 Field Testing

3.11.3.1 Aggregate and Bitumen Sampling

a. Sampling of the aggregate and bitumen shall be in accordance with ASTM D 75 for coarse and fine aggregates, ASTM C 183 for mineral filler, and ASTM D 140 for bituminous material.

The materials shall be tested for compliance with paragraph AGGREGATES, paragraph BITUMINOUS MATERIALS, and paragraph COMPOSITION OF MIXTURE.

3.11.3.2 Asphalt Sampling

a. Samples of the asphalt…