ADDENDUM NO. 1 APRIL 29, 2015

Transcription

1 SOLICITATION 1-15-C050 ADDENDUM NO WASHINGTON DULLES INTERNATIONAL AIRPORT METROPOLITAN WASHINGTON AIRPORTS AUTHORITY SOLICITATION 1-15-C050 REPAIR RUNWAY 1R-19L AND ASSOCIATED TAXIWAYS K4, K5, AND K6 ADDENDUM NO. 1 APRIL 29, 2015 The Contract Documents for the referenced project are modified as follows: REVISIONS TO SPECIFICATIONS: 1. Section _P BITUMINOUS CONCRETE PAVEMENTS: Modified Table 6 to adjust the acceptance requirements for target densities. DRAWING REVISIONS: 1. CV Revised call-outs stating REPLACE WITH NEW RAPID SETTING PATCH MATERIAL to read REPLACE WITH NEW PCC PATCH MATERIAL. 2. CV Revised dowel bar schedule stating dowel sizes shall be 1.25 X 15 O/C. 3. CV Revised call-outs stating dowel sizes shall be 1.25 X 15 O/C. ATTACHMENTS SPECIFICATIONS _P BITUMINOUS CONCRETE PAVEMENTS DRAWINGS CV CV CV END ADDENDUM NO. 1 Crawford, Murphy & Tilly ADDENDUM NO. 1 PAGE 1 OF 1 Centered in Value 2750 W Washington Street Springfield, Illinois PHONE FAX cmtengr.com Engineers and Consultants

2 COM M ONWEALTH OFVIRGINIA PLAN VIEW CLEAN OVERCUTS AND FILL WITH ADHESIVE EPOXY LIMITS OF P.C.C. REMOVAL TO CORRECT DISTRESSED AREA SAWCUT 3" DEPTH LIMITS OF DISTRESSED AREA SAWCUT 3" DEPTH 90 o 3" CONCRETE PAVEMENT JOINT DISTRESSED AREA CLEAN OVERCUTS AND FILL WITH ADHESIVE EPOXY PLAN VIEW EXISTING CONCRETE PAVEMENT JOINT 3" 90 o VERTICAL SAWCUT MINIMUM 3" DEEP AT LIMITS OF REMOVAL LIMITS OF P.C.C. REMOVAL TO CORRECT DISTRESSED AREA DISTRESSED AREA PARTIAL DEPTH SPALL REPAIR NOTES 1.) MAKE VERTICAL SAW CUT A MINIMUM OF 3" DEEP APPROXIMATELY 3" FROM THE EDGE OF THE DISTRESSED AREA. SAWCUTS MUST BE SQUARE WITH ADJACENT JOINTS, FORMING A RECTANGULAR PATCH AREA. 2.) REMOVE ALL CONCRETE AND LOOSE MATERIAL AS NECESSARY TO EXPOSE SOUND CONCRETE (3" MINIMUM DEPTH OF REPAIR) WITHIN THE AREA TO BE REPAIRED. 90 o A A SAWCUT MIN. 4" DEEP WITH 1 2" STACKED BLADES TO CREATE SOCKET FOR FIBERBOARD B B 3.) APPLY NEAT CEMENT GROUT TO THE ENTIRE SURFACE OF THE AREA TO BE REPAIRED. 4.) FILL AREA WITH PCC PATCH AND ALLOW PATCH TO CURE. 5.) REMOVE EXPANSION JOINT CAP AND SEAL JOINT. 3" 3" 90 o 90 o 6.) SAW CUT OVERCUTS SHALL BE THOROUGHLY CLEANED AND COMPLETELY FILLED WITH EPOXY. NOTE 7 (MIN.) EXISTING CONCRETE PAVEMENT JOINT DISTRESSED AREA SAWCUT MIN. 4" DEEP WITH 1 2" STACKED BLADES TO CREATE SOCKET FOR FIBERBOARD NOTE 7 3" 3" (MIN.) (TYP.) SAWCUT MIN. 4" DEEP WITH 1 2" STACKED DIAMOND BLADES TO CREATE SOCKET FOR FIBERBOARD 3" 7.) MINIMUM DISTANCE BETWEEN ADJACENT EDGE SPALL PATCHES IS 2 FEET. IF LESS SPACE IS REQUIRED, PATCHES SHOULD BE COMBINED AND CONTINUOUS. IF DISTANCE BETWEEN SPALL REPAIR AND SLAB CORNER IS LESS THAN 18 INCHES, EXTEND PATCH TO SLAB CORNER. SAWCUT 3" 1 2" WIDE SAWCUT 3" DISTRESSED AREA SAWCUT EACH SIDE STEP 1 (SECTION A-A) 3" (MIN.) DEPTH OF REPAIR 4" (MIN.) STEP 1 (SECTION B-B) 3" (MIN.) DEPTH OF REPAIR 1" 4" 1" (MIN.) EXISTING CONCRETE JOINT EXISTING CONCRETE JOINT 1 2" WIDE SAWCUT SOCKET REMOVE P.C.C. STEP 2 STEP 2 APPLY PRIMER REMOVE P.C.C. 1 APPLY PRIMER REPLACE WITH NEW PCC PATCH MATERIAL (P-510) EXISTING CONCRETE JOINT INSERT FIBERBOARD WITH EXPANSION JOINT CAP INTO SOCKET ALONG EXISTING JOINT LINES PRIOR TO PATCH MATERIAL PLACEMENT 1 REPLACE WITH NEW PCC PATCH MATERIAL (P-510) INSERT FIBERBOARD WITH EXPANSION JOINT CAP INTO SOCKET ALONG EXISTING JOINT LINES PRIOR TO PATCH MATERIAL PLACEMENT STEP 3 STEP 3 EXISTING CONCRETE JOINT APPLY SILICONE CAULK IN BOTTOM OF SOCKET TO GLUE FIBERBOARD INTO POSITION RE-ESTABLISH JOINT SEAL AS SHOWN ON JOINTING DETAILS. SEE SHEET CV EXISTING CONCRETE JOINT APPLY SILICONE CAULK IN BOTTOM OF SOCKET TO GLUE FIBERBOARD INTO POSITION RE-ESTABLISH JOINT SEAL AS SHOWN ON JOINTING DETAILS. SEE SHEET CV STEP 4 STEP 4 EXISTING CONCRETE JOINT EXISTING CONCRETE JOINT PARTIAL DEPTH SPALL REPAIR PARTIAL DEPTH SPALL REPAIR SPANNING ACROSS JOINTS 1 ADDENDUM NO. 1 04/29/15 RICHARD G. THUMA Lic. No DATE 02 / 09 / 15 SCALE AS SHOWN DESIGNED AJG CHECKED DRAWN RGT JLR METROPOLITAN WASHINGTON AIRPORTS AUTHORITY REPAIR RUNWAY 1R-19L AND ASSOCIATED TAXIWAYS K4, K5 AND K6 WASHINGTON DULLES INTERNATIONAL AIRPORT WASHINGTON, D.C. PROJECT IDENTIFIER SHEET NAME CV VOLUME NUMBER 2:32:06 PM NO. REVISION DATE PROFESSIONAL ENGIN EER ACCEPTED SUBMITTED APPROVED MAP DRH GSE METROPOLITAN WASHINGTON AIRPORTS AUTHORITY OFFICE OF ENGINEERING DESIGN DEPARTMENT PARTIAL DEPTH SPALL REPAIR DETAILS 1 of 1 SHEET NUMBER 24 of 39 CV dgn 4/29/2015

3 COM M ONWEALTH OFVIRGINIA JOINT NOTES T/2 + d/2 d T ITEM P-605 SILICONE JOINT SEALER 3/8" BELOW PAVEMENT 1/2" + 1/16" 1/4" BEVELED EDGE BOTH SIDES OF WIDENED SUWCUT. BEVELING INCIDENTAL TO ITEM P /8" (MIN.) 1 DOWEL BAR SCHEDULE T DIAMETER LENGTH SPACING 12"-16" 1.25" 20" 15" 1.) ALL EXPOSED JOINT EDGES SHALL BE EDGED WITH AN APPROVED TOOL HAVING A RADIUS OF 1/4" TO 3/8". 2.) THE INITIAL SAWCUT FOR ALL LONGITUDINAL AND TRANSVERSE CONTRACTION JOINTS SHALL BE SAWED AS SOON AS POSSIBLE. THE TIME LIMIT MAY BE WAIVED BY THE COTR IF RAVELING OCCURS DURING SAWING OF THE JOINT. 3.) ALL DOWEL BARS SHALL BE SECURELY HELD IN PLACE BY MEANS OF A DOWEL BAR ASSEMBLY WHICH WILL INSURE THAT THEY WILL REMAIN PARALLEL TO THE PAVEMENT LANES. THE DOWEL BAR ASSEMBLIES SHALL BE APPROVED BY THE COTR PRIOR TO PAINTED OR EPOXY COATED DOWEL BAR. LUBRICATE FREE END PRIOR TO PAVING. 1/4" BACKER ROD TIE BAR SCHEDULE T SIZE LENGTH SPACING INSTALLATION. 4.) ALL REINFORCING BARS AND MESH SHALL BE SECURELY HELD IN PLACE BY SUPPORT PINS OR OTHER APPROVED METHODS TO PREVENT SHIFTING DURING & AFTER CONCRETE PLACEMENT. INITIAL SAWCUT TO ONE-QUARTER SLAB THICKNESS MINIMUM 20" #5 30" 15" 5.) DOWEL BARS SHALL BE INSTALLED IN BUTT JOINTS BY ONE OF THE FOLLOWING METHODS: A. DRILL HARDENED P.C.C. AND EPOXY BARS IN PLACE. C TYPE C DOWELED JOINT B. SET IN FORMS OR DOWEL BASKETS PRIOR TO P.C.C. PAVING. CV CV NOTES 1.) THIS JOINT SHALL BE USED ON TRANSVERSE OR LONGITUDINAL JOINTS BETWEEN ADJACENT PANELS ON CONTINUOUS POURS. CONTRACTION JOINTS INSTALL DOWEL BAR SEE NOTE 5 T/2 + d/2 t/2 + d/2 1/4" BEVELED EDGE BOTH SIDES OF WIDENED SAWCUT. BEVELING INCIDENTAL TO ITEM P /8" BELOW PAVEMENT T/2 + d/2 NEW PCC SLAB NO SAW OR SEALANT d T t d T 1/2" 1/2" + 1/16" T LUBRICATE THIS SIDE PRIOR TO PAVING DRILL AND EPOXY DOWEL BAR THIS SIDE POURED FIRST PAINTED OR EPOXY COATED DOWEL BAR EXISTING PAVEMENT DRILL AND EPOXY DOWEL BAR LUBRICATE THIS SIDE PRIOR TO PAVING PAINTED OR EPOXY COATED DOWEL BAR 1 5/8" (MIN.) ITEM P-605 JOINT SEALANT BACKER ROD DEFORMED #5 TIE BAR, 30" LONG DRILL AND EPOXY TIE BAR EXISTING PCC SLAB E CV TYPE E DOWELED (BUTT) S CV SPECIAL DOWELED CONSTRUCTION JOINT T CV TIED CONSTRUCTION JOINT CV CV NOTES 1.) THIS JOINT SHALL BE USED ON JOINTS BETWEEN ADJACENT PANELS WITH SEPARATE POURS. CONSTRUCTION JOINTS 1 ADDENDUM NO. 1 04/29/15 RICHARD G. THUMA Lic. No DATE 02 / 09 / 15 SCALE AS SHOWN DESIGNED AJG CHECKED DRAWN RGT JLR METROPOLITAN WASHINGTON AIRPORTS AUTHORITY REPAIR RUNWAY 1R-19L AND ASSOCIATED TAXIWAYS K4, K5 AND K6 WASHINGTON DULLES INTERNATIONAL AIRPORT WASHINGTON, D.C. PROJECT IDENTIFIER SHEET NAME CV VOLUME NUMBER 2:31:41 PM NO. REVISION DATE PROFESSIONAL ENGIN EER ACCEPTED SUBMITTED APPROVED MAP DRH GSE METROPOLITAN WASHINGTON AIRPORTS AUTHORITY OFFICE OF ENGINEERING DESIGN DEPARTMENT JOINTING AND JOINT SEALANT DETAILS 1 of 1 SHEET NUMBER 31 of 39 CV dgn 4/29/2015

4 COM M ONWEALTH OFVIRGINIA WELDED WIRE FABRIC FLAT STOCK. TOP SPACER BAR 6x6 W6/W6 OR OTHER COMBINATION SO AREA OF FABRIC TO BE " DOWEL (SEE NOTES 2 AND 3) SQ. INCHES PER FOOT WIDTH OF 3" (MIN.) P.C.C. PAVEMENT IN BOTH DIRECTIONS. PAVEMENT JOINT ALTERNATE DOWEL BARS ARC WELDED TO TOP SPACER BARS DOWEL (SEE NOTES 2 AND 3) TOP SPACER BAR H CHAIR WIRE CHAIR CHAIR DETAIL BOTTOM SPACER BAR BOTTOM SPACER BAR WIRE SPACER 20" SECTION A-A DRIVE STAKES 12" TO 15" APART ON EACH SIDE OF ASSEMBLY. (MIN. OF 8 STAKES PER ASSEMBLY) = SHOWS ARC WELDING = SHOWS RESISTANCE WELDING 3" (MIN.) PLAN DOWELS ARC WELDED ALTERNATIVELY TO TOP SPACER BARS (IF USED AT AN EXPANSION JOINT, THE EXPANSION CAP WILL BE INSTALLED ON THE FREE DOWEL END) DOWELED LONGITUDINAL CONSTRUCTION JOINT 20" SEE NOTE 1 PAVEMENT JOINT 3" (MIN.) 6" (MAX.) T/4+1" #9 GA. WIRE SPACER 5'-0" APART. SEE NOTE 1. 18" (TYP.) 12" SEE NOTES 2 AND 3 T/2 T A SPACING AS SHOWN IN JOINTING DETAILS DOWELED TRANSVERSE CONTRACTION JOINT 12" P.C.C. PAVEMENT WELDED WIRE FABRIC FLAT STOCK A #0 GA. WIRE CHAIRS WELDED TO TOP AND BOTTOM SPACER BARS (SEE DETAIL, THIS SHEET) " DIA. x 20" SOLID STEEL 15" O.C. 18" (TYP. BOTH SIDES) ELEVATION #0 GA. WIRE TOP AND BOTTOM SPACER BARS (2 PER ASSEMBLY) DOWEL SPACING REQUIREMENTS DOWEL BASKET ASSEMBLY DETAIL AT INTERSECTING JOINTS R TYPICAL WIRE FABRIC REINFORCEMENT CV CV DOWEL BASKET ASSEMBLY NOTES DOWEL SPACING NOTES 1.) #9 GA. WIRE SPACER BAR ARC WELDED TO THE BOTTOM OF TOP SPACER BAR. (MAY BE MECHANICALLY ATTACHED IN 1.) DO NOT INSTALL DOWEL BARS WITHIN 10" OF A LONGITUDINAL CONSTRUCTION JOINT. LIEU OF WELDING) 3 REQUIRED PER UNIT. WIRE FABRIC NOTES 1.) ALL FULL DEPTH PAVEMENT REPAIRS WILL INCLUDE REINFORCEMENT. 2.) WIRE FABRIC SHALL BE PLACED AT THE VERTICAL POSITION OF T/4 + 1" AS SHOWN. 2.) DOWEL BAR DIAMETER, LENGTH AND SPACING SHALL BE AS SHOWN ON THE DOWEL BAR SCHEDULE. 3.) DOWELS SHALL BE PAINTED OR EPOXY COATED FULL LENGTH OF DOWEL. A LUBRICANT BOND BREAKER SHALL BE APPLIED TO THE FREE END OF THE DOWEL IMMEDIATELY PRIOR TO PAVING. 3.) WHEN A STRUCTURE IS LOCATED WITHIN A PANEL WIRE FABRIC SHALL BE PLACED WITHIN 3 INCHES OF THE STRUCTURE. 4.) MINIMUM WWF LAP IS 18 INCHES. 4.) WHERE DOWEL BASKETS ARE USED ALONG THICKENED EDGE SLABS, DOWEL SUPPORT BASKETS SHALL BE TAPERED TO POSITION THE DOWELS AT THE SAME DISTANCE BELOW THE PAVEMENT SURFACE THROUGHOUT. 1 ADDENDUM NO. 1 04/29/15 RICHARD G. THUMA Lic. No DATE 02 / 09 / 15 SCALE AS SHOWN DESIGNED AJG CHECKED DRAWN RGT JLR METROPOLITAN WASHINGTON AIRPORTS AUTHORITY REPAIR RUNWAY 1R-19L AND ASSOCIATED TAXIWAYS K4, K5 AND K6 WASHINGTON DULLES INTERNATIONAL AIRPORT WASHINGTON, D.C. PROJECT IDENTIFIER SHEET NAME CV VOLUME NUMBER 2:37:13 PM NO. REVISION DATE PROFESSIONAL ENGIN EER ACCEPTED SUBMITTED APPROVED MAP DRH GSE METROPOLITAN WASHINGTON AIRPORTS AUTHORITY OFFICE OF ENGINEERING DESIGN DEPARTMENT REINFORCEMENT AND DOWELS DETAILS 1 of 1 SHEET NUMBER 32 of 39 CV dgn 4/29/2015

5 ITEM P-405 BITUMINOUS CONCRETE PAVEMENT DESCRIPTION This item shall consist of pavement courses composed of mineral aggregate and asphalt cement binder (asphalt binder) mixed in a central mixing plant and placed on a prepared course in accordance with these specifications and shall conform to the lines, grades, thicknesses, and typical cross sections shown on the plans. Each course shall be constructed to the depth, typical section, and elevation required by the plans and shall be rolled, finished, and approved before the placement of the next course. MATERIALS AGGREGATE. Aggregates shall consist of crushed stone, crushed gravel, or crushed slag, screenings, natural sand and mineral filler, as required. The aggregates should be free of ferrous sulfides, such as pyrite, that would cause ruse staining that can bleed through pavement markings. The portion retained on the No. 4 (4.75 mm) sieve is coarse aggregate. The portion of combined materials passing the No. 4 (4.75 mm) sieve and retained on the No. 200 (0.075 mm) sieve is fine aggregate, and the portion passing the No. 200 (0.075 mm) sieve is mineral filler. Coarse Aggregate. Coarse aggregate shall be VDOT Grade A or B, conforming to the following quality requirements. Coarse aggregate shall be sound, angular crushed stone or crushed gravel, complying with AASHTO M43 and AASHTO M283 for Type A stone. Soundness loss shall be a maximum of 6% per AASHTO T103 or 15% per AASHTO T104. The coarse aggregate sizes retained on and above the No. 4 sieve shall meet the coarse aggregate requirements in the aggregate properties Table 1 below. Flat and Elongated (F&E) shall be tested in accordance with ASTM D 4791 and coarse aggregate angularity (CAA) shall be tested, on crushed gravel only, in accordance with ASTM D The amount of deleterious material shall not be more than is listed in Table 1. b. Fine Aggregate. Sharp-edged natural sand or sand prepared from stone, gravel, or combination thereof, complying with AASHTO M6. Soundness loss shall be a maximum of 15% per AASHTO T103 or 25% (for surface and intermediate courses) or 30% (for base courses) per AASHTO T104. The fine aggregate requirements in the aggregate properties are shown in Table 1 below. Fine aggregate angularity (FAA) shall be tested in accordance with AASHTO T 304 (Method A) and sand equivalent (SE) in accordance with AASHTO T 176. The amount of deleterious material in sands shall be not more than is listed in Table 1. BITUMINOUS CONCRETE PAVEMENT P-405-1

6 Table 1 Aggregate Properties Coarse Aggregate Properties Fine Aggregate Properties Mix Type Coarse Aggregate Angularity (CAA) 1 Fractured 2 Fractured Face Faces F&E % by Weight SE FAA SM-12.5D 85% Min 80% Min 10% Max 1 45% Min 45% Min Max LA Abrasion Loss Magnesium Sulphate 100 Rev. Freeze and Thaw, 500 Rev. Grade A 9 40 Grade B Deleterious Material % by Weight AASHTO Test Method % by Weight AASHTO Test Method Coal and Lignite 0.25 T Clay Lumps 0.25 T T112 Material passing T T11 and T21 No. 200 sieve by washing Shale, mica, T113 coated grains, soft or flaky particles Organic Material T21 NOTES 1. Flat and Elongated: 10 Percent measured at 5:1 on maximum to minimum dimension. 2. Coarse Deleterious: When the material passing the No. 200 sieve by washing is dust of fracture, the percentage of deleterious material may be increased to 1.50 percent. 3. Fine Deleterious: In the case of stone sand, if the material passing the No. 200 sieve is dust of fracture, essentially free from clay or shale, the percentages shown for use in concrete subject to abrasion and in other concrete may be increased to 5.0 percent and 7.0 percent, respectively. c. Sampling. ASTM D 75 shall be used in sampling coarse and fine aggregate, and ASTM C 183 shall be used in sampling mineral filler MINERAL FILLER. If filler, in addition to that naturally present in the aggregate, is necessary, it shall meet the requirements of ASTM D ASPHALT CEMENT BINDER. Asphalt cement binder shall conform to the following requirements: a. Mix SM-12.5D shall use a Performance Graded bituminous cement conforming to the requirements of AASHTO Provisional Specification MP-1. BITUMINOUS CONCRETE PAVEMENT P-405-2

7 A certificate of compliance from the manufacturer shall be included with the mix design submittal. The supplier s certified test report with test data indicating grade certification for the asphalt binder shall be provided to the COTR for each load at the time of delivery to the mix plant. A certified test report with test data indicating grade certification for the asphalt binder shall also be provided to the COTR for any modification of the asphalt binder after delivery to the mix plant and before use in the HMA PRELIMINARY MATERIAL ACCEPTANCE. Prior to delivery of materials to the job site, the Contractor shall submit certified test reports to the COTR for the following materials: a. Coarse Aggregate. (1). Percent of wear. (2). Soundness. (3). Clay lumps and friable particles (4). Percent fractured faces. (5). Flat and elongated particles (6). Deleterious Materials b. Fine Aggregate. (1) Liquid limit. (2) Soundness (3) Clay lumps and friable particles (4) Percent natural sand (5) Sand equivalent. (6) Plasticity Index c. Mineral Filler. d. Asphalt Binder. Test results for asphalt binder shall include temperature/viscosity charts for mixing and compaction temperatures. The certifications shall show the appropriate ASTM tests for each material, the test results, and a statement that the material meets the specification requirement. The COTR may request samples for testing, prior to and during production, to verify the quality of the materials and to ensure conformance with the applicable specifications ANTI-STRIPPING AGENT. Any anti-stripping agent or additive if required shall be heat stable, shall not change the asphalt cement viscosity beyond specifications, shall contain no harmful ingredients, shall be added in recommended proportion by approved method, and shall be a material approved by the Virginia Department of Transportation. The mixture shall produce a tensile strength ratio (TSR) value not less than 0.80 for the design and production tests. The TSR value shall be determined in accordance with AASHTO T283, including a freeze-thaw cycle, (4 inch specimens compacted with Marshall hammer or 3.5 x 6 inch specimens when compacted with a gyratory), except that the 16 hour curing time requirement and 72 to 96 hour storage period will be waived. Design tests shall use the same materials that are to be used in the production mix and shall be conducted in a VDOT approved laboratory. BITUMINOUS CONCRETE PAVEMENT P-405-3

8 COMPOSITION COMPOSITION OF MIXTURE. The bituminous plant mix shall be composed of a mixture of well-graded aggregate, filler and anti-strip agent if required, and bituminous material. The several aggregate fractions shall be sized, handled in separate size groups, and combined in such proportions that the resulting mixture meets the grading requirements of the job mix formula (JMF) JOB MIX FORMULA. No hot-mixed asphalt (HMA) for payment shall be produced until a JMF has been approved in writing by the COTR. a. Provide the indicated hot mix bituminous concrete mix indicated on the drawings and in Table 2. Aggregate gradation shall be tested in accordance with AASHTO T27. TABLE 2 ASPHALT CONCRETE MIXTURES DESIGN RANGE PERCENTAGE By Weight Passing Square Mesh Sieves Mix Type 1 3/4 1/2 3/8 No. 8 No. 200 SM-12.5D Surface Course Max TABLE 3 MIX DESIGN CRITERIA VTM (%) VFA (%) VFA (%) Production Mix Type (Note 1) Design (Note 2) (%) (Note 3) Min. VMA Fines Number of Gyrations N N N Design Initial Max. Density (%) N Initial SM-12.5D < 90.5 Note 1: Asphalt content should be selected at the 4.0 percent Air Voids. Note 2: During production of an approved job mix, the VFA shall be controlled within these limits. Note 3: Fines-Asphalt Ratio is based on effective asphalt content. b. The job-mix-formula (JMF) shall be submitted to the COTR for approval prior to construction of the test strip. In support of the JMF, the Contractor shall submit SUPERPAVE design test data for the following minimum list: BITUMINOUS CONCRETE PAVEMENT P-405-4

9 1. Aggregate sieve analysis. 2. Percent of aggregate component comprising the aggregate blend. 3. Aggregate gradation after stripping bituminous from the mix for sample preparation. 4. VTM, VMA, VFA, and F/A percentages. 5. Mix specific gravity to 3 decimal places. 6. Mix temperature for testing F to 300 F; compaction temperature for testing shall be 285 F to 290 F. 7. Field correction factor. 8. SUPERPAVE design data shall be plotted on graphs provided by the software of the test equipment manufacturer illustrating that the JMF requirements have been met. c. The JMF shall establish a single percentage of aggregate passing each required sieve, a single percentage of asphalt material to be added to the aggregate, a temperature at which the mixture is to be produced, and a temperature at which the mixture is to be compacted for SUPERPAVE testing according to the requirements of AASHTO PP All formulas shall remain in effect until modified in writing by the COTR. d. SUPERPAVE mixes shall be designed and controlled according to the requirements of AASHTO PP The contractor shall have available all of the equipment outlined in AASHTO TP-4 (Section 4-6) and a VDOT certified SUPERPAVE Level I Mix Design Technician. The SUPERPAVE Gyratory Compactor (SGC) shall be one from the approved list maintained by the VDOT Materials Division. The SUPERPAVE mixes shall conform to the criteria outlined in Tables 2 and 3. Section of AASHTO PP-2-99 shall be modified such that the compaction temperature is as specified in Section b.6. The mixture shall be designed and compacted at the N design gyrations specified in Table 3. The N max requirement shall be verified as part of the design process by compacting a minimum of 2 specimens at the design asphalt content. e. Type SM-12.5D asphalt concrete shall consist of crushed stone, crushed slag, or crushed gravel and fine aggregate, slag or stone screenings or a combination thereof combined with asphalt cement. No more than 5 percent of the aggregate retained on the No. 4 sieve and no more than 20 percent of the total aggregate may be polish susceptible RECYCLED ASPHALT CONCRETE. Reclaimed HMA shall consist of reclaimed asphalt pavement (RAP), coarse aggregate, fine aggregate, mineral filler, and asphalt cement. Recycled asphalt shingles (RAS) shall not be allowed. The RAP shall be of a consistent gradation and asphalt content and properties. When RAP is fed into the plant, the maximum RAP chunk size shall not exceed 1-1/2 inches (38 mm). The reclaimed asphalt pavement mix shall be designed using procedures contained in the Asphalt Institute MS-2 Mix Design Manual, 7th Edition. 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. The JMF shall meet the requirements of paragraph RAP shall only be used for shoulder surface course mixes and for any intermediate courses. The use of RAP containing Coal Tar shall not be allowed. Coal Tar surface treatments must be removed prior to recycling underlying asphalt BITUMINOUS CONCRETE PAVEMENT P-405-5

10 material. The amount of RAP shall be limited to 30 percent. In addition to the requirements of paragraph , the JMF shall indicate the percent of reclaimed asphalt pavement and the percent and grade of new asphalt binder. For the PG graded asphalt binder selected, adjust as indicated in the VDOT Specifications JOB MIX FORMULA (JMF) LABORATORY. The Contractor s laboratory used to develop the JMF shall be accredited in accordance with ASTM D The laboratory accreditation must be current and listed on the accrediting authority s website. All test methods required for developing the JMF must be listed on the lab accreditation. A copy of the laboratory s current accreditation and accredited test methods shall be submitted to the COTR prior to start of construction NOT USED. CONSTRUCTION METHODS WEATHER LIMITATIONS. The HMA shall not be placed upon a wet surface or when the surface temperature of the underlying course is less than specified in Table 4. The temperature requirements may be waived by the COTR, if requested; however, all other requirements including compaction shall be met. Table 4. Surface Temperature Limitations of Underlying Course Mat Thickness Base Temperature (Minimum) F C 3 inches (7.5 cm) or greater 40 4 Greater than 2 inches (50 mm) but less than 3 inches (7.5 cm) HMA PLANT. Plants used for the preparation of HMA shall conform to the requirements of American Association of State Highway and Transportation Officials (AASHTO) M156 with the following changes: Requirements for all plants include: (a) Truck Scales. The HMA shall be weighed on approved scales furnished by the Contractor, or on certified public scales at the Contractor s expense. Scales shall be inspected and sealed as often as the COTR deems necessary to assure their accuracy. In lieu of scales, and as approved by the COTR, HMA weight may be determined by the use of an electronic weighing system equipped with an automatic printer that weighs the total HMA production and as often thereafter as requested by the COTR. (b) Not Used. (c) Inspection of Plant. The COTR, or COTR s authorized representative, shall have access, at all times, to all areas of the plant for checking adequacy of equipment; inspecting operation of the plant: verifying weights, proportions, and material properties; and checking the temperatures maintained in the preparation of the mixtures. BITUMINOUS CONCRETE PAVEMENT P-405-6

11 (d) Storage Bins and Surge Bins. The HMA stored in storage and surge bins shall meet the same requirements as HMA loaded directly into trucks and may be permitted under the following conditions: (1) Stored in non-insulated bins for a period of time not to exceed three (3) hours. (2) Stored in insulated bins for a period of time not to exceed eight (8) hours. If the COTR determines that there is an excessive amount of heat loss, segregation, or oxidation of the HMA due to temporary storage, no temporary storage will be allowed HAULING EQUIPMENT. Trucks used for hauling HMA shall have tight, clean, and smooth metal beds. To prevent the HMA from sticking to the truck beds, the truck beds shall be lightly coated with a minimum amount of paraffin oil, lime solution, or other material approved by the COTR. Petroleum products shall not be used for coating truck beds. Each truck shall have a suitable cover to protect the mixture from adverse weather. When necessary, to ensure that the mixture will be delivered to the site at the specified temperature, truck beds shall be insulated or heated and covers shall be securely fastened Material Transfer Vehicle (MTV). Material transfer vehicles are not required HMA PAVERS. HMA pavers are not required ROLLERS. Rollers of the vibratory, steel wheel, and pneumatic-tired type shall be used. They shall be in good condition, capable of operating at slow speeds to avoid displacement of the HMA. The number, type, and weight of rollers shall be sufficient to compact the HMA to the required density while it is still in a workable condition. All rollers shall be specifically designed and suitable for compacting HMA concrete and shall be properly used. Rollers that impair the stability of any layer of a pavement structure or underlying soils shall not be used. Depressions in pavement surfaces caused by rollers shall be repaired by the Contractor at their own expense. The use of equipment that causes crushing of the aggregate will not be permitted DENSITY DEVICE. The Contractor shall have on site a density gauge during all paving operations in order to assist in the determination of the optimum rolling pattern, type of roller and frequencies, as well as to monitor the effect of the rolling operations during production paving. The Contractor shall also supply a qualified technician during all paving operations to calibrate the gauge and obtain accurate density readings for all new HMA. These densities shall be supplied to the COTR upon request at any time during construction. No separate payment will be made for supplying the density gauge and technician PREPARATION OF BITUMINOUS MATERIAL. The bituminous material shall be heated in a manner that will avoid local overheating and provide a continuous supply of the bituminous material to the mixer at a uniform temperature. The temperature of the bituminous material delivered to the mixer shall be sufficient to provide a suitable viscosity for adequate coating of the aggregate particles, but shall not exceed 325 F (160 C), unless otherwise required by the manufacturer PREPARATION OF ASPHALT BINDER. The asphalt binder shall be heated in a manner that will avoid local overheating and provide a continuous supply of the asphalt binder to the mixer at a uniform temperature. The temperature of unmodified asphalt binder delivered to the mixer shall be sufficient to provide a suitable viscosity for adequate coating of the aggregate particles, but shall not exceed 325 F (160 C) when added to the aggregate. The temperature of modified asphalt binder shall be no more than 350 F (175 C) when added to the aggregate PREPARATION OF MINERAL AGGREGATE. The aggregate for the HMA shall be heated and dried. The maximum temperature and rate of heating shall be such that no damage occurs to the aggregates. The temperature of the aggregate and mineral filler shall not exceed 350 F (175 C) when the BITUMINOUS CONCRETE PAVEMENT P-405-7

12 asphalt binder is added. Particular care shall be taken that aggregates high in calcium or magnesium content are not damaged by overheating. The temperature shall not be lower than is required to obtain complete coating and uniform distribution on the aggregate particles and to provide a mixture of satisfactory workability PREPARATION OF HMA. The aggregates and the asphalt binder shall be weighed or metered and introduced into the mixer in the amount specified by the JMF. The combined materials shall be mixed until the aggregate obtains a uniform coating of asphalt binder and is thoroughly distributed throughout the mixture. Wet mixing time shall be the shortest time that will produce a satisfactory mixture, but not less than 25 seconds for batch plants. The wet mixing time for all plants shall be established by the Contractor, based on the procedure for determining the percentage of coated particles described in ASTM D2489, for each individual plant and for each type of aggregate used. The wet mixing time will be set to achieve 95% of coated particles. For continuous mix plants, the minimum mixing time shall be determined by dividing the weight of its contents at operating level by the weight of the mixture delivered per second by the mixer. The moisture content of all HMA upon discharge shall not exceed 0.5% PREPARATION OF THE UNDERLYING SURFACE. Immediately before placing the HMA, the underlying course shall be cleaned of all dust and debris. A tack coat shall be applied in accordance with Item P-603, if shown on the plans LAYDOWN PLAN, TRANSPORTING, PLACING, AND FINISHING. The HMA shall be transported from the mixing plant to the site in vehicles conforming to the requirements of paragraph Deliveries shall be scheduled so that placing and compacting of HMA is uniform with minimum stopping and starting of the paver. Hauling over freshly placed material shall not be permitted until the material has been compacted, as specified, and allowed to cool to atmospheric temperature. Areas of segregation in the surface course, as determined by the COTR, shall be removed and replaced at the Contractor s expense. The area shall be removed by saw cutting and milling a minimum of 2 inches (50 mm) deep. The area to be removed and replaced shall be a minimum width of the paver and a minimum of 10 feet (3 m) long COMPACTION OF MIXTURE. After placing, the HMA shall be thoroughly and uniformly compacted by power rollers. The surface shall be compacted as soon as possible when the HMA has attained sufficient stability so that the rolling does not cause undue displacement, cracking or shoving. The sequence of rolling operations and the type of rollers used shall be at the discretion of the Contractor. The speed of the roller shall, at all times, be sufficiently slow to avoid displacement of the hot mixture and be effective in compaction. Any displacement occurring as a result of reversing the direction of the roller, or from any other cause, shall be corrected at once. Sufficient rollers shall be furnished to handle the output of the plant. Rolling shall continue until the surface is of uniform texture, true to grade and cross-section, and the required field density is obtained. To prevent adhesion of the HMA to the roller, the wheels shall be equipped with a scraper and kept properly moistened but excessive water will not be permitted. In areas not accessible to the roller, the mixture shall be thoroughly compacted with approved power driven tampers. Tampers shall weigh not less than 275 pounds (125 kg), have a tamping plate width not less than 15 inches (38 cm), be rated at not less than 4,200 vibrations per minute, and be suitably equipped with a standard tamping plate wetting device. Any HMA that becomes loose and broken, mixed with dirt, contains check-cracking, or in any way defective shall be removed and replaced with fresh hot mixture and immediately compacted to conform to the surrounding area. This work shall be done at the Contractor s expense. Skin patching shall not be allowed. BITUMINOUS CONCRETE PAVEMENT P-405-8

13 JOINTS. The formation of all joints shall be made in such a manner as to ensure a continuous bond between the courses and obtain the required density. All joints shall have the same texture as other sections of the course and meet the requirements for smoothness and grade. The roller shall not pass over the unprotected end of the freshly laid HMA except when necessary to form a transverse joint. When necessary to form a transverse joint, it shall be made by means of placing a bulkhead or by tapering the course. The tapered edge shall be cut back to its full depth and width on a straight line to expose a vertical face prior to placing the adjacent lane. In both methods, all contact surfaces shall be coated with an asphalt tack coat before placing any fresh HMA against the joint. Longitudinal joints which have been left exposed for more than four (4) hours; the surface temperature has cooled to less than 175 F (80 C); or are irregular, damaged, uncompacted or otherwise defective shall be cut back 3 inches (75 mm) to 6 inches (150 mm) to expose a clean, sound, uniform vertical surface for the full depth of the course. All cutback material shall be removed from the project. Asphalt tack coat or other product approved by the COTR shall be applied to the clean, dry joint, prior to placing any additional fresh HMA against the joint. Any laitance produced from cutting joints shall be removed by vacuuming and washing. The cost of this work shall be considered incidental to the cost of the HMA SAW-CUT GROOVING. If shown on the plans, saw cut grooves shall be provided as specified in Item P DIAMOND GRINDING. When required, diamond grinding shall be accomplished by sawing with saw blades impregnated with industrial diamond abrasive. The saw blades shall be assembled in a cutting head mounted on a machine designed specifically for diamond grinding that will produce the required texture and smoothness level without damage to the pavement. The saw blades shall be 1/8-inch (3-mm) wide and there shall be a minimum of 55 to 60 blades per 12 inches (300 mm) of cutting head width; the actual number of blades will be determined by the Contractor and depend on the hardness of the aggregate. Each machine shall be capable of cutting a path at least 3 feet (0.9 m) wide. Equipment that causes ravels, aggregate fractures, spalls or disturbance to the pavement will not be permitted. The depth of grinding shall not exceed 1/2 inch (13mm) and all areas in which diamond grinding has been performed will be subject to the final pavement thickness tolerances specified. Grinding will be tapered in all directions to provide smooth transitions to areas not requiring grinding. Areas that have been ground will be sealed with a P 608 surface treatment as directed by the COTR. It may be necessary to seal a larger area to avoid surface treatment creating any conflict with runway or taxiway markings NOT USED. MATERIAL ACCEPTANCE ACCEPTANCE SAMPLING AND TESTING. Unless otherwise specified, all acceptance sampling and testing necessary to determine conformance with the requirements specified in this section will be performed by the Contractor. Testing organizations performing these tests shall meet the requirements of ASTM D The laboratory accreditation must be current and listed on the accrediting authority s website. All test methods required for acceptance sampling and testing must be listed on the lab accreditation. A copy of the laboratory s current accreditation and accredited test methods shall be submitted to the COTR prior to start of construction. All equipment in Contractor furnished laboratories shall be calibrated by an independent testing organization prior to the start of operations at the Contractor s expense. a. Hot mixed asphalt. Plant-produced HMA shall be tested for air voids on a day s production basis. Sampling shall be from material deposited into trucks at the plant or from trucks at the job site. Samples shall be taken in accordance with ASTM D979. BITUMINOUS CONCRETE PAVEMENT P-405-9

14 (1) Sampling. Sufficient HMA for preparation of test specimens for all testing will be sampled by the Contractor on a random basis, in accordance with the procedures contained in ASTM D Samples will be taken in accordance with ASTM D 979. The sample of HMA may be put in a covered metal tin and placed in an oven for not less than 30 minutes nor more than 60 minutes to stabilize to compaction temperature. The compaction temperature of the specimens shall be as specified in the JMF. (2) Testing. Sample specimens shall be tested for stability and flow in accordance with ASTM D Air voids will be determined by the COTR in accordance with ASTM D One set of laboratory compacted specimens will be prepared for each day s production in accordance with ASTM D 6926 at the number of blows required by paragraph , Table 1. Each set of laboratory compacted specimens will consist of three test specimens prepared from the same sample. The manual hammer in ASTM D 6926 shall be used. Air voids will be determined by the Contractor in accordance with ASTM D One set of laboratory compacted specimens will be prepared for each day s production in accordance with ASTM D 6925 at the number of gyrations required by paragraph , Table 1. Each set of laboratory compacted specimens will consist of three test specimens prepared from the same sample. Prior to testing, the bulk specific gravity of each test specimen shall be measured by the Contractor in accordance with ASTM D 2726 using the procedure for laboratory-prepared thoroughly dry specimens for use in computing air voids and pavement density. (3) Acceptance. Acceptance of plant produced HMA for and air voids shall be verified by the COTR in accordance with the requirements of paragraph b. b. In-Place HMA. HMA placed in the field shall be tested for mat and joint density on a slab-by slab repair basis. (1) Mat Density. Density shall be determined by the use of a thin-lift nuclear density gauge, with printer, using the backscatter method of testing and shall be furnished and operated by the Contractor. The nuclear density gage shall be calibrated in accordance with AASHTO test method T Submit certification of annual calibration of gages and documentation of licensed operator s training to the COTR. The required density of the compacted surface and intermediate courses shall be at least 94.0 but not more than 98.0 percent of the compacted unit weight of the mixture, at the job-mix asphalt content and design voids, as established by the SUPERPAVE design gyrations for the mixture. Each repair within each slab (25 LF maximum length) shall be checked for density by taking a nuclear density reading from two random locations selected by the COTR within the repair. When readings are taken to determine acceptance for payment of the repair, the readings shall be taken in the presence of the COTR. Readings taken without the presence of the COTR will not be accepted in determining acceptance for payment. The average of the two nuclear density readings will be compared to the target nuclear theoretical density, as a guide, to determine the integrity of the repair. If density results are less than 94 or greater than 98 percent of the target nuclear density, the Contractor shall immediately notify the COTR and institute corrective action. By the end of each day, the Contractor shall furnish the test data developed during the day s repairs to the COTR. Payment will be based on the density as determined by nuclear density gauge as described above. Payment will be adjusted for density variations in accordance with Table 6: BITUMINOUS CONCRETE PAVEMENT P

15 TABLE 6 PAYMENT SCHEDULE FOR REPAIR DENSITIES % of Target Density % of Payment (per repair) 92 to < 92 Rejected (2) Not Used. (3) Not Used. (4) Not Used. (5) Acceptance. Acceptance of field placed HMA for mat density will be verified by the COTR using Table ACCEPTANCE CRITERIA. a. General. Acceptance will be based on the following characteristics of the HMA and completed pavement as well as the implementation of the Contractor Quality Control Program and test results: (1) Air Voids (2) Mat Density (3) Smoothness Mat density and air voids will be evaluated for acceptance in accordance with paragraph b(1). Acceptance for smoothness will be based on the criteria contained in paragraph b(5). The COTR may at any time, reject and require the Contractor to dispose of any batch of HMA which is rendered unfit for use due to contamination, segregation, incomplete coating of aggregate, or improper mix temperature. Such rejection may be based on only visual inspection or temperature measurements. In the event of such rejection, the Contractor may take a representative sample of the rejected material in the presence of the COTR, and if it can be demonstrated in the laboratory, in the presence of the COTR, that such material was erroneously rejected, payment will be made for the material at the contract unit price. b. Acceptance Criteria. (1) Mat Density and Air Voids. Acceptance of each day s production of plant produced material for mat density and air voids shall be based on the percentage of material within the required density, as listed in Table 6. (2) Not Used. (3) Not Used. (4) Not Used. (5) Smoothness. The final surface shall be free from roller marks. After the final rolling, but not later than 24 hours after placement, the surface of each repair shall be tested in both longitudinal and transverse directions for smoothness to reveal all surface irregularities exceeding the tolerances specified. The finished surface course of the pavement shall not vary more than 1/4 inch (6mm) when evaluated BITUMINOUS CONCRETE PAVEMENT P

16 with a 12-foot (3.7m) straightedge. Corrections involving diamond grinding will be subject to the final pavement thickness tolerances specified. The Contractor shall apply a surface treatment to all areas that have been subject to grinding as directed by the COTR. (6) Not Used NOT USED NOT USED. CONTRACTOR QUALITY CONTROL GENERAL. The Contractor shall develop a Quality Control Program in accordance with Section 100 of the General Provisions. The program shall address all elements that affect the quality of the pavement including, but not limited to: a. Mix Design b. Aggregate Grading c. Quality of Materials d. Stockpile Management e. Proportioning f. Mixing and Transportation g. Placing and Finishing h. Compaction i. Surface Smoothness j. Personnel The Contractor shall perform quality control sampling, testing, and inspection during all phases of the work and shall perform them at a rate sufficient to ensure that the work conforms to the contract requirements, and at minimum test frequencies required by paragraph As a part of the process for approving the Contractor s plan, the COTR may require the Contractor s technician to perform testing of samples to demonstrate an acceptable level of performance. No partial payment will be made for materials that are subject to specific quality control requirements without an approved plan CONTRACTOR TESTING LABORATORY. The lab shall meet the requirements of ASTM D 3666 including all necessary equipment, materials, and current reference standards to comply with the specifications QUALITY CONTROL TESTING. The Contractor shall perform all quality control tests necessary to control the production and construction processes applicable to these specifications and as set forth in the approved Quality Control Program. The testing program shall include, but not necessarily be limited to, tests for the control of asphalt content, aggregate gradation, temperatures, aggregate moisture, field compaction, and surface smoothness. A Quality Control Testing Plan shall be developed as part of the Quality Control Program. BITUMINOUS CONCRETE PAVEMENT P

17 a. Asphalt Content. A minimum of one asphalt content test shall be performed per day s production in accordance with ASTM D 6307 or ASTM D 2172 if the correction factor in ASTM D 6307 is greater than 1.0. The asphalt content for the day s production will be determined by averaging the test results. b. Gradation. Aggregate gradations shall be determined a minimum of once per day s production from mechanical analysis of extracted aggregate in accordance with ASTM D 5444, ASTM C 136, and ASTM C 117. c. Moisture Content of Aggregate. The moisture content of aggregate used for production shall be determined a minimum of once per day s production in accordance with ASTM C 566. d. Moisture Content of HMA. The moisture content shall be determined once per day s production in accordance with ASTM D 1461 or AASHTO T329. e. Temperatures. Temperatures shall be checked, at least four times per day s production, at necessary locations to determine the temperatures of the dryer, the asphalt binder in the storage tank, the HMA at the plant, and the HMA at the job site. f. In-Place Density Monitoring. The Contractor shall conduct any necessary testing to ensure that the specified density is being achieved. A nuclear gauge may be used to monitor the pavement density in accordance with ASTM D g. Additional Testing. Any additional testing that the Contractor deems necessary to control the process may be performed at the Contractor s option. h. Monitoring. The COTR reserves the right to monitor any or all of the above testing SAMPLING. When directed by the COTR, the Contractor shall sample and test any material that appears inconsistent with similar material being sampled, unless such material is voluntarily removed and replaced or deficiencies corrected by the Contractor. All sampling shall be in accordance with standard procedures specified NOT USED QUALITY CONTROL REPORTS. The Contractor shall maintain records and shall submit reports of quality control activities daily, in accordance with the Contractor Quality Control Program described in General Provisions MEASUREMENT. METHOD OF MEASUREMENT a. PCC Linear Crack Repair with HMA shall be measured by the square foot of repairs completed in the accepted work. b. PCC Linear Crack Repair with HMA Demonstration shall be measured as a lump sum. Item shall include sawcuts, pavement removal, surface preparation, tack coat, furnishing, missing and placing materials. Demonstration area shall be at a location designated by the COTR. Maximum patch length is 25 ft and maximum patch width is 2 ft. If the demonstration repairs are unsuccessful, the item will not be measured and paid again, but will be re-accomplished at Contractor s expense. c. HMA for Shoulder Removal and Replacement shall not be measured separately. All costs associated with this item shall be considered incidental to Item P Shoulder Removal and Replacement. BITUMINOUS CONCRETE PAVEMENT P

18 PAYMENT. BASIS OF PAYMENT a. Payment for accepted PCC Linear Crack Repair with HMA shall be made at the unit price per square foot. The price shall be compensation for furnishing all materials, for all pavement removal, sawcut, surface preparation, tack coat, furnishing, preparing, mixing, and placing of these materials, and for all labor, equipment, tools, and incidentals. b. Payment for PCC Linear Crack Repair with HMA Demonstration shall be paid for at the contract unit price per lump sum, which price shall include all materials, equipment, labor, and engineering necessary to complete this item. Payment. Payment will be made under: Item P Item P PCC Linear Crack Repair with HMA per square foot PCC Linear Crack Repair with HMA Demonstration per lump sum TESTING REQUIREMENTS ASTM C29 ASTM C 88 Standard Test Method for Bulk Density ( Unit Weight ) and Voids in Aggregate Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate ASTM C 117 Standard Test Method for Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing ASTM C 127 ASTM C 131 ASTM C 136 ASTM C 183 ASTM C 566 Standard Test Method for Density, Relative Density (Specific Gravity) and Absorption of Coarse Aggregate Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine Standard Test Method for Sieve or Screen Analysis of Fine and Coarse Aggregates Standard Practice for Sampling and the Amount of Testing of Hydraulic Cement Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying BITUMINOUS CONCRETE PAVEMENT P

19 ASTM D 75 ASTM D 979 ASTM D 1073 ASTM D 2172 ASTM D 1461 ASTM D 2041 ASTM D 2419 ASTM D 2489 ASTM D 2726 ASTM D 2950 ASTM D 3203 ASTM D 3665 ASTM D 3666 ASTM D 4318 ASTM D 4791 ASTM D 4867 ASTM D 5444 ASTM D 6084 Standard Practice for Sampling Aggregates Standard Practice for Sampling Bituminous Paving Mixtures Standard Specification for Fine Aggregate for Bituminous Paving Mixtures Standard Test Method for Quantitative Extraction of Bitumen from Bituminous Paving Mixtures Standard Test Method for Moisture or Volatile Distillates in Bituminous Paving Mixtures Standard Test Method for Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate Standard Practice for Estimating Degree of Particle Coating of Bituminous-Aggregate Mixtures Standard Test Method for Bulk Specific Gravity and Density of Non- Absorptive Compacted Bituminous Mixtures Standard Test Method for Density of Bituminous Concrete in Place by Nuclear Methods Standard Test Method for Percent Air Voids in Compacted Dense and Open Bituminous Paving Mixtures Standard Practice for Random Sampling of Construction Materials Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils Standard Test Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate Standard Test Method for Effect of Moisture on Asphalt Concrete Paving Mixtures Standard Test Method for Mechanical Size Analysis of Extracted Aggregate Standard Test Method for Elastic Recovery of Bituminous Materials by Ductilometer BITUMINOUS CONCRETE PAVEMENT P