Atch_13_Spec_Section_32_12_16_HMA_Roads.doc

MAINTAIN/REPAIR PAVEMENTS IDIQ

IFB No.: F26600-99-R-C118

RKMF 98-0105

Contract No.:

PAVING IDIQ

Solicitation: FA4861-16-R-A300

SECTION 32 12 16

BITUMINOUS PAVING FOR STREETS, ROADS, AND

OPEN STORAGE AREAS (CENTRAL-PLANT HOT-MIX)

1. PART 1 - GENERAL

1.1. APPLICABLE PUBLICATIONS: The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only.

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM C 88

(1990) Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM C 117

(1990) Materials Finer than 75‑micrometer (No 200) Sieve in Mineral Aggregates by Washing

ASTM C 127

(1988) Specific Gravity and Absorption of Coarse

Aggregate

ASTM C 128

(1988) Specific Gravity and Absorption of Fine Aggregate

ASTM C 131

(1989) Resistance to Degradation of Small‑Size Coarse aggregate by Abrasion and Impact in the Los Angeles

Machine

ASTM C 136

(1984a) Sieve Analysis of Fine and Coarse Aggregates

ASTM C 150

(1995a) Portland Cement

ASTM C 183

(1988) Sampling and the Amount of Testing of Hydraulic

Cement

ASTM D 5

(1986) Penetration of Bituminous Materials

ASTM D 75

(1987) Sampling Aggregates

ASTM D 140

(1988) Sampling Bituminous Materials

ASTM D 242

(1985; R 1990) Mineral Filler for Bituminous Paving

Mixtures

ASTM D 422

(1963; R 1990) Particle‑Size Analysis of Soils

ASTM D 977

(1991) Emulsified Asphalt

ASTM D 1250

(1980; R 1990) Petroleum Measurement Tables

ASTM D 1559

(1989) Resistance to Plastic Flow of Bituminous Mixtures

Using Marshall Apparatus

ASTM D 1856

(1979; R 1984) Recovery of Asphalt from Solution by Abson Method

ASTM D 2041

(1991) Theoretical Maximum Specific Gravity and

Density of Bituminous Paving Mixtures

ASTM D 2172

(1992) Quantitative Extraction of Bitumen from

Bituminous Paving Mixtures

ASTM D 2216

(1990) Laboratory Determination of Water (Moisture)

Content of Soil, and Rock

ASTM D 3381

(1983) Viscosity‑Graded Asphalt Cement for Use in

Pavement Construction

ASTM D 3515

(1989) Hot‑Mixed, Hot‑Laid Bituminous Paving Mixtures

STATE OF NEVADA, DEPARTMENT OF TRANSPORTATION, MATERIALS TESTING DIVISION

NDOT T 230

(Rev C) Method of Test for Determining the Percent of

Fractured Faces

1.2. PLANT, EQUIPMENT, MACHINES, AND TOOLS:

1.2.1. General: The bituminous plant shall be of such capacity to produce the quantities of bituminous mixtures required. Hauling equipment, paving machines, rollers, miscellaneous equipment, and tools shall be provided in sufficient numbers and capacity and in proper working condition to place the bituminous paving mixtures.

1.2.2. Mixing Plants: The mixing plant shall be an automatic or semiautomatic controlled commercially manufactured unit designed and operated to consistently produce a mixture within the job-mix formula (JMF).

1.2.3. Straightedge: The Contractor shall furnish and maintain at the site, in good condition, one 12-foot straightedge for each bituminous paver. Straightedge shall be made available for Government use. Straightedges shall be constructed of aluminum or other lightweight metal and shall have blades of box or box-girder cross section with flat bottom reinforced to insure rigidity and accuracy. Straightedges shall have handles to facilitate movement on pavement.

1.3. WEATHER LIMITATIONS: Unless otherwise directed, bituminous courses shall not be constructed when temperature of the surface of the existing pavement or base course is below 50 degrees F.

1.4. PROTECTION OF PAVEMENT: After final rolling, no vehicular traffic of any kind shall be permitted on the pavement until the pavement has cooled to 140 degrees F.

1.5. GRADE AND SURFACE-SMOOTHNESS REQUIREMENTS: Finished surface of bituminous courses, when tested as specified below and in paragraphs 1.5.1 and 1.5.2 ACCEPTABILITY OF WORK, shall conform to gradeline and elevations shown and to surface-smoothness requirements specified.

1.5.1. Plan Grade: The grade of the completed surface shall not deviate more than 0.05 foot from the plan grade.

1.5.2. Surface Smoothness: When a 12-foot straightedge is laid on the surface parallel with the centerline of the paved area or transverse from crown to pavement edge, the surface shall vary not more than 1/4 inch from the straightedge.

1.6. GRADE CONTROL: Lines and grades shall be established and maintained by means of line and grade stakes placed at site of work. Elevations of bench marks used by the Contractor for controlling pavement operations at the site of work will be determined, established, and maintained by the Government. Finished pavement elevations shall be established and controlled at the site of work by the Contractor in accordance with bench mark elevations furnished by the Contracting Officer.

1.7. SAMPLING AND TESTING:

1.7.1. Aggregates:

1.7.1.1. General: Samples of aggregates shall be taken by an independent commerical testing laboratory for approval of aggregate sources and stockpiles prior to the start of production and at times during production of the bituminous mixtures. Unless otherwise directed, ASTM D 75 shall be used in sampling coarse and fine aggregate, and ASTM C 183 shall be used in sampling mineral filler. All tests necessary to determine compliance with requirements specified herein will be made at the expense of the Contractor, and submitted to the Contracting Officer for approval.

1.7.1.2. Sources: Sources of aggregates shall be selected well in advance of the time the materials are required in the work. If a previously developed source is selected, evidence shall be submitted 30 calender days before starting production, indicating that the central-plant hot-mix bituminous pavements constructed with the aggregates have had a satisfactory service record. When new sources are developed, the Contractor shall indicate sources and submit test results of the aggregates days before starting production. If test results of material from a new source fails to meet specification requirements, the material respresented by the test shall be replaced.

1.7.2. Bituminous Materials: Samples of bituminous materials shall be taken by an independent commerical testing laboratory in accordance with ASTM D 140. Tests necessary to determine conformance with requirements specified herein will be performed at the expense of the Contractor. Sources where bituminous materials are obtained shall be selected in advance of the time when materials will be required in the work, and samples of the asphalt cement specified shall be submitted for approval not less than 30 calender days before production of asphalt mixture.

1.8. DELIVERY, STORAGE, AND HANDLING OF MATERIALS:

1.8.1. Mineral Aggregates: Mineral aggregates shall be delivered to the site of the bituminous mixing plant and stockpiled in such manner as to preclude fracturing of aggregate particles, segregation, contamination, or intermingling of different materials in the stockpiles or cold-feed hoppers. Mineral filler shall be delivered, stored, and introduced into the mixing plant in a manner to preclude exposure to moisture or other detrimental conditions.

1.8.2. Bituminous Materials: Bituminous materials shall be maintained at appropriate temperature during storage but shall not be heated by application of direct flame to walls of storage tanks or transfer lines. Storage tanks, transfer lines, and weigh bucket shall be thoroughly cleaned before a different type or grade of bitumen is introduced into the system. The asphalt cement shall be heated sufficiently to allow satisfactory pumping of the material; however, the storage temperature shall be maintained below 300 degrees F.

2. PART 2 PRODUCTS

2.1. BITUMINOUS HOT MIX: Shall consist of coarse aggregate, fine aggregate, mineral filler, bituminous material, and approved additives, if required, of the qualities and in the proportions specified and shall conform to the requirements contained in paragraphs 2.3: PROPORTIONING OF MIXTURE and paragraphs 1.5.1 and 1.5.2 ACCEPTABILITY OF WORK.

2.2. AGGREGATES: Aggregates shall consist of crushed stone, crushed gravel, crushed slag, screenings, sand, and mineral filler, as required. The portion of materials retained on the No. 4 sieve shall be known as coarse aggregate, the portion passing the No. 4 sieve and retained on the No. 200 sieve as fine aggregate, and the portion passing the No. 200 sieve as mineral filler. Aggregate gradation shall conform to gradation(s) specified in Table I.

TABLE I AGGREGATE GRADATION

Sieve

Intermediate Course

Size

Percent Passing

1” 100

¾” 88-95

½” 70-85

3/8” 60-78

#4 43-60

#10 30-44

#16 -

#40

12-22

#200 3-8

Sieve

Wearing Course

Size Percent Passing 3/4" -

1/2" 100

3/8" 85-100

#4 50-75

#10 32-52

#16 -

#40

12-26

#200 3-8

2.2.1. Coarse and fine aggregate shall consist of clean, sound, durable particles.

2.2.2. Mineral filler shall conform to ASTM D 242.

2.2.3. Bituminous Material: Asphalt cement shall conform to ASTM-D-3381, Grade AC-30

2.2.4. Additives: The use of additives such as antistripping and antifoaming agents is subject to approval.

2.3. PROPORTIONING OF MIXTURE

2.3.1. A Job Mix Formula (JMF) shall be submitted by the Contractor for approval by the Contracting Officer. The formula will indicate the percentage of each stockpile and mineral filler, the percentage of each size aggregate, the percentage of bitumen, and the temperature of the completed mixture when discharged from the mixer. Tolerances are given in Table II for asphalt content, temperature, and aggregate grading for tests conducted on the mix. Bituminous mix that deviates more than 25 degrees F. from the JMF shall be rejected.

TABLE II JOB MIX TOLERANCES

Tolerance

Material Plus or Minus

Bitumen 0.25 percent

Temperature of mixing 25 degrees F

2.3.2. Test properties of Bituminous Mixtures: Finished mixtures shall meet requirements described below when tested in accordance with ASTM D 1559. All samples will be compacted with 50 blows of specified hammer on each side of sample. When bituminous mixture fails to meet the requirements specified below, the paving operation shall be stopped until the cause of noncompliance is determined and corrected.

Stability, Flow, and Voids: Requirements are shown in TABLE III and IV for nonabsorptive and absorptive aggregates, respectively.

TABLE III. NONABSORPTIVE-AGGREGATE MIXTURE

Intermediate

Wearing Course Course

Stability minimum, pounds 500 500

Flow maximum, 1/100-inch units 20 20

Voids total mix, percent (1) 3-5 4-6

Voids filled with bitumen, percent (2) 75-85 65-75

The Contracting Officer may permit deviations from limits specified when gyratory method of design is used to develop the JMF.

The Contracting Officer may permit deviation from limits specified for voids filled with bitumen in the intermediate course in order to stay within limits for percent voids total mix.

TABLE IV. ABSORPTIVE-AGGREGATE MIXTURE

Intermediate Wearing

Course Course

Stability minimum, pounds 500 500

Flow maximum, 1/100-inch units 20 20

Voids total mix, percent (1) 2-4 3-5

Voids filled with bitumen, percent (2) 80-90 70-80

The Contracting Officer may permit deviations from limits specified when gyratory method of design is used to develop the JMF.

The Contracting Officer may permit deviation from limits specified for voids filled with bitumen in the intermediate course in order to stay within limits for percent voids total mix.

When the water absorption value of the entire blend of aggregate does not exceed 2.5 percent as determined in accordance with ASTM C 127 and ASTM C 128, the aggregate is designated as nonabsorptive. The theoretical specific gravity computed from the apparent specific gravity or ASTM D 2041 will be used in computing voids toatl mix and voids filled with bitumen.

The index of retained stability must be greater than 75 percent as determined by MIL-STD-620, Method 104. When the index of retained stability is less than 75, the aggregate stripping tendencies may be countered by the use of hydrated lime or by treating the bitumen with an approved antistripping agent. The hydrated lime is considered as mineral filler and should be considered in the gradation requirements. The amount of hydrated lime or antistripping agent added to bitumen shall be sufficient, as approved, to produce an index of retained stability of not less than 75 percent. No additional payment will be made to the Contractor for addition of antistripping agent required.

3. EXECUTION

3.1. BASE COURSE CONDITIONING: The surface of the base course will be inspected for adequate compaction and surface tolerances as specified. (UNSATISFACTORY AREAS SHALL BE CORRECTED).

3.2. PREPARATION OF BITUMINOUS MIXTURES: Rates of feed of aggregates shall be regulated so that the moisture content and temperature of aggregates will be within specified tolerances. Aggregates, mineral filler, and bitumen shall be conveyed into the mixer in proportionate quantities required to meet the JMF. Mixing time shall be as required to obtain a uniform coating of the aggregate with the bituminous material. Temperature of bitumen at time of mixing shall not exceed 300 degrees F. Temperature of aggregate and mineral filler in the mixer shall not exceed 325 degrees F. when bitumen is added. Overheated and carbonized mixtures or mixtures that foam shall not be used.

3.3. STORAGE OF BITUMINOUS PAVING MIXTURE: Shall conform to the applicable requirements of ASTM D 3515; however, in no case shall the mixture be stored for more than 4 hours.

3.4. TRANSPORTATION OF BITUMINOUS MIXTURE: Transportation from paving plant to site shall be in trucks having tight, clean, smooth beds lightly coated with an approved releasing agent to prevent adhesion of the mixture to the truck bodies. Excessive releasing agent shall be drained prior to loading. Each load shall be covered with canvas or other approved material of ample size to protect mixture from weather and prevent loss of heat. Loads that have crusts of cold, unworkable material or that have become wet will be rejected. Hauling over freshly placed material will not be permitted.

3.5. SURFACE PREPARATION OF UNDERLYING COURSE: Prior to placing of the intermediate or wearing course, the underlying course shall be cleaned of all foreign or objectionable matter with power brooms and hand brooms.

3.6. PRIME COATING: Surfaces of previously constructed base course shall be sprayed with a coat of bituminous material conforming to SECTION: 02558 BITUMINOUS TACK & PRIME COAT.

3.7. TACK COATING: Contact surfaces of previously constructed pavement, curbs, manholes, and other structures shall be sprayed with a thin coat of bituminous material conforming to SECTION: 02558 BITUMINOUS TACK & PRIME COAT.

3.8. PLACING: Bituminous courses shall be constructed only when the base course or existing pavement has no free water on the surface. Bituminous mixtures shall not be placed without ample time to complete spreading and rolling during daylight hours, unless approved satisfactory artificial lighting is provided.

3.8.1. Offsetting Joints: The wearing course shall be placed so that transverse joints in the wearing course shall be offset by at least 2 feet from transverse joints in the intermediate course.

3.8.2. General Requirements for Use of Mechanical Spreader: Range of temperatures of mixtures, when dumped into the mechanical spreader, shall be as shown in Table II. Mixtures having temperatures less than 225 degrees F. when dumped into the mechanical spreader shall not be used. The mechanical spreader shall be adjusted and the speed regulated so that the course being laid will be smooth and continuous without tears and pulls, and of such depth that, when compacted, the surface will conform to the cross section indicated. Placing with respect to centerline areas with crowned sections or high side of areas with one-way slope shall be as directed. Each lot of material placed shall conform to requirements specified in paragraphs 1.5.1 and 1.5.2 ACCEPTABILITY OF WORK. Placing of the mixture shall be as nearly continuous as possible, and speed of placing shall be adjusted, as directed, to permit proper rolling. When segregation occurs in the mixture during placing, the spreading operation shall be suspended until the cause is determined and corrected.

3.8.3. Placing Strips Succeeding Initial Strips(Joint Construction): In placing each succeeding strip after initial strip has been spread and compacted as specified below, the screed of the mechanical spreader shall overlap the previously placed strip 2 to 3 inches and be sufficiently high so that compaction produces a smooth dense joint. Mixture placed on the edge of a previously placed strip by the mechanical spreader shall be pushed back to the edge of the strip by use of a lute. Excess mixture shall be removed and wasted.

3.8.4. Handspreading in Lieu of Machine Spreading: In areas where the use of machine spreading is impractical, the mixture shall be spread by hand. Spreading shall be in a manner to prevent segregation. The mixture shall be spread uniformly with hot rakes in a loose layer of thickness that, when compacted, will conform to required grade, density, and thickness.

3.9. COMPACTION OF MIXTURE: Rolling shall begin as soon after placing as the mixture will bear a roller without undue displacement. Delays in rolling freshly spread mixture will not be permitted. After initial rolling, preliminary tests of crown, grade, and smoothness shall be made by the Contractor. Deficiencies shall be corrected so that the finished course will conform to requirements for grade and smoothness specified herein. Crown, grade, and smoothness will be checked in each lot of completed pavement by the Contractor for compliance. After the Contractor is assured of meeting crown, grade, and smoothness requirements, rolling shall be continued until a mat density of 97.0 to 100.0 percent and a joint density of 95.0 to 100.0 percent of density of laboratory-compacted specimens of the same mixture is obtained. The density will be determined and evaluated as specified in paragraphs 1.5.1 and 1.5.2 ACCEPTABILITY OF WORK. Places inaccessible to rollers shall be thoroughly compacted with hot hand tampers.

3.9.1. Correcting Deficient Areas: Mixtures that become contaminated or are defective shall be removed to the full thickness of the course. Edges of the area to be removed shall be cut so that sides are perpendicular and parallel to the direction of traffic and so that the edges are vertical. Edges shall be sprayed with bituminous materials conforming to SECTION: 02558 BITUMINOUS TACK & PRIME COAT. Fresh paving mixture shall be placed in the excavated areas in sufficient quantity so that the finished surface will conform to grade and smoothness requirements. Paving mixture shall be compacted to the density specified herein. Skin patching of an area that has been rolled shall not be permitted.

3.10. JOINTS:

3.10.1. General: Joints between old and new pavements, between successive days' work, or joints that have become cold (less than 175 degrees F.) shall be made to insure continuous bond between the old and new sections of the course. All joints shall have the same texture and smoothness as other sections of the course. Contact surfaces of previously constructed pavements coated by dust, sand, or other objectionable material shall be cleaned by brushing or shall be cut back as directed. When directed by the Contracting Officer or designated representive, the surface against which new material is placed shall be sprayed with a thin, uniform coat of bituminous material conforming to SECTION: 02558 BITUMINOUS TACK & PRIME COAT. Material shall be applied far enough in advance of placement of a fresh mixture to insure adequate curing. Care shall be taken to prevent damage or contamination of the sprayed surface.

3.10.2. Transverse Joints: The roller shall pass over the unprotected end of a strip of freshly placed material only when placing is discontinued or delivery of the mixture is interrupted to the extent that the material in place may become cold. In all cases, prior to continuing placement, the edge of previously placed pavement shall be cut back to expose an even vertical surface for full thickness of the course. In continuing placement of a strip, the mechanical spreader shall be positioned on the transverse joint so that sufficient hot mixture will be spread to obtain a joint after rolling that conforms to the required density and smoothness specified herein.

3.10.3. Longitudinal Joints: Edges of a previously placed strip shall be prepared such that the pavement in and immediately adjacent to the joint between this strip and the succeeding strip meets the requirements for grade, smoothness, and density specified in paragraphs 1.5.1 and 1.5.2 ACCEPTABILITY OF WORK.

3.11. QUALITY CONTROL

3.11.1. General: Quality Control Testing shall be the responsibility of the Contractor. Testing shall be performed by an acceptable commercial testing laboratory or by the Contractor on approval of the Contracting Officer. Materials shall be tested to establish compliance with the specified requirements. Samples of Bituminous material, unless otherwise specified, shall be in accordance with ASTM D 140. Certificates of compliance shall be furnished. All core holes from which specimens are taken will be patched by the contractor with fresh bituminous mixture, conforming to the specified JMF.

3.11.2. Inspection Details and Frequency of Testing: In addition to other tests specified elsewhere, the Contractor shall perform the following tests on materials as specified hereinafter. At least one set of tests, as described below, shall be completed for each days placement of asphalt.

3.11.2.1. Aggregate Gradation: A test for aggregate gradation for each 500 tons of aggregate produced.

3.11.2.2. Aggregate Moisture Content: A test of aggregate moisture content for each day's production.

3.11.2.3. Asphalt Properties: One determination each for stability, flow, voids total mix, and voids filled with bitumen for every 1000 tons of asphaltic concrete produced.

3.11.2.4. Asphalt Content: One determination of actual asphalt content per 1000 tons of asphaltic concrete produced.

3.11.2.5. Temperature: At least one measurement of asphaltic concrete temperature each hour, in which paving operations are being conducted. Additional tests may be taken as required by the Contracting Officer.

3.11.2.6. Density: At least three cores will be recovered and tested for every 1000 square yards of pavement, or one day's production, whichever is smaller. Additional tests may be taken as required by the Contracting Officer.

3.11.2.7. Thickness: At least three cores will be recovered and tested for every 1000 square yards of pavement, or one day's production, whichever is smaller. Additional tests may be taken as required by the Contracting Officer.

3.11.3. Action Required

3.11.3.1. Aggregate Gradation: When the amount passing any sieve is outside the specification limits, the aggregate shall be immediately resampled and retested. If there is another failure on any sieve, the fact shall immediately be reported to the Contracting Officer, and immediate steps shall be taken to rectify the situation.

3.11.3.2. Aggregate Moisture Content: When the moisture content of the aggregates is outside specification requirements the aggregates shall be immediately resampled and retested. If there is another failure, the fact shall immediately be reported to the Contracting Officer, and immediate steps shall be taken to rectify the situation.

3.11.3.3. Asphalt Properties: If there is a failure in any of the asphalt properties production will cease and the Contracting Officer will be immediately notified. No additional paving will occur until adjustments to the plant and test results confirm that the specified properties are being achieved.

3.11.3.4. Asphalt Content: If there is a failure to meet the specified asphalt content production will cease and the Contracting Officer will be immediately notified. No additional paving will occur until adjustments to the plant and test results confirm that the specified asphalt is being supplied.

3.11.3.5. Temperature: When the temperature of the bituminous mixture is outside specification requirements the mixture shall be immediately resampled and retested. If there is another failure, the fact shall immediately be reported to the Contracting Officer, and immediate steps shall be taken to rectify the situation. In no case will overheated or carbonized mixtures be allowed.

3.11.3.6. Density: When test results indicate lack of compaction additional specimens will be obtained as directed by the Contracting Officer. Based on the test results the Contractor will remove and replace the affected areas of pavement.

3.11.3.7. Thickness: When test results indicate that the finished pavement is .25 inches less than the thickness shown on the drawings, additional samples will be taken to determine the extent of defective thickness. The area determined will be removed and replaced or may be overlaid. The overlay will be a minimum of 1 inch thick and will be placed to duplicate slopes and drainages of the original pavement. No skin patching will be allowed.

3.11.4. Reports: All results of tests conducted at the project site shall be submitted to the Contracting Officer. During periods requiring protection from weather, reports of pertinent temperatures or other relevant values shall be made daily. These requirements do not relieve the contractor of the obligation to report certain failures immediately as required in preceding paragraphs. Such reports of failures and the action taken shall be confirmed in writing in the routine reports. The Contracting Officer has the right to examine all Contractor Quality Control records.

3.11.5. Waybills and Delivery Tickets: Certified copies of all waybills and delivery tickets for material actually used in the construction shall be shown to the Contracting Officer upon request.

END OF SECTION

Page 32 12 16-1 (22 Mar 99)

HMA Roads

Page 32 12 16-3 (7 Feb 2016)