708Plant Mix Bituminous Bases and Structures

708.02 Plant Mix Bituminous Bases and Surfaces

676 Table 707:5 Sampling and Testing Property Test Method Ductility of bituminous materials AASHTO T 51 Softening point of bitumen (ring -and-ball apparatus) AASHTO T 53 Standard test methods for emulsified asphalts AASHTO T 59 Saybolt viscosity AASHTO T 72 Distillation of cutback asphaltic (bituminous) products AASHTO T 78 Viscosity of asphalts by vacuum capillary viscometer AASHTO T 202 Specific gravity of semi -solid bituminous materials AASHTO T 228 Specific gravity by hydrometer ASTM D 3142 Elastic recovery test by means of ductilometer a ASTM D 6084 Elastic recovery test by means of ductilometer b OHD L-42 a Use ASTM D6084 for PG binders only. b Use OHD L-42 for polymer modified emulsions only. PLANT MIX BITUMINOUS BASES AND SURFACES

708.01 Approval of Material S

Submit aggregate sources and blend percentages to Department's Materials Engineer for approval before use on a project. Stockpile the aggregate in accordance with Subsection 106.08. The Resident Engineer may accept aggregates in stockpiles and plant mixed materials after blending and mixing at the plant. Obtain asphalt from an approved source in accordance with Subsection 708.06.B.

708.02 Mineral Aggregate

Provide mineral aggregate composed of coarse aggregate, fine aggregate , and mineral filler in accordance with these specifications. If crushing natural gravel for mixes, the Resident Engineer may require a washing operation to separate fines from the gravel. The Department will not allow blending different materials in the same storage or feeder. Provide aggregates in accordance with Table 708:1 . Ensure a crusher run or similarly graded aggregate is not the only source of crushed coarse aggregate in asphalt concrete. PLANT MIX BITUM INOUS BASES AND SURFACES 708.02 677 A. Coarse Aggregate Coarse aggregate is defined as that part of the aggregate retained on the No. 8 [2.36 mm] sieve. Provide coarse aggregate consisting of clean, tough, durable particles that are free of soft and disintegrated pieces, shale, clay, organic, or other deleterious material. Do not use natural gravel as a source of insoluble material unles s it is crushed so that at least 75 percent of the material retained on the No. 4 [4.75 mm] sieve has at least two mechanically fractured faces. Table 708:1 Physical Properties of Aggregates Test Aggregates to be used in: Superpave, Rich Intermediate Layeri Stone Matrix Asphalt Permeable Friction Course Rich Bottom Layer Open Graded Friction Surface Course Open Graded Bituminous Base PG64 PG70 PG76 PG76 PG76 PG64 PG76 PG64

708.02 Plant Mix Bituminous Bases and Surfaces

678 Table 708:1 Physical Properties of Aggregates Test Aggregates to be used in: Superpave, Rich Intermediate Layeri Stone Matrix Asphalt Permeable Friction Course Rich Bottom Layer Open Graded Friction Surface Course Open Graded Bituminous Base PG64 PG70 PG76 PG76 PG76 PG64 PG76 PG64 Soft Particles a, % ≤ 5 ≤ 5 ≤ 5 ≤ 5 ≤ 5 ≤ 5 ≤ 5 ≤ 5 Sticks or Roots a, % ≤ 0.5 ≤ 0.5 ≤ 0.5 0 0 ≤ 0.5 0 0 Note: For this table: PG64, PG70, and PG76 refer to the high temperature grade of the binder. Unless otherwise noted, specifications for PG binder grades higher than PG76 will use PG76 specifications. a Applies to each source. b Applies to the combined aggregate. Assume 10% natural sand in coarse RAP and 20% in fine RAP for mix design purposes. c Applies to the aggregate retained on the No. 4 [4.75 mm] sieve. d Applies to the combined coarse aggregate. e Applies to the coarse aggregate in the surface course. Does not apply to shoulders, driveways, and temporary detours. f A flat and elongated piece has a le ngth greater than five times the thickness. g Applies to combined aggregate. If the maximum for the combined aggregate is not exceeded, the Department will allow 1.5% for one source. h In the mechanically fractured faces requirement format “xx/yy,” “x x” is the minimum percentage of coarse aggregate requiring one fractured face, and “yy” is the percentage requiring two fractured faces. i Only applies to PG 76E -28.

708.03 Plant Mix Bituminous Bases and Surfaces

680 Table 708:3 Requirements for Polymer Modified Cationic Emulsified Asphalt Test Rapid -Setting Rapid -Setting Slow -Setting PMCRS -1s PMCRS -2s a PMCSS -1h Viscosity, Saybolt Furol, 122°F [50°C], s 25 – 125 125 – 400 — Storage stability test 24 hr, % ≤1 — ≤1 Settlement test b, 5 day, % — ≤5% — Particle charge test — positive positive Sieve test, % ≤0.05 ≤0.10 ≤0.10 Demulsibility, % ≥60 ≥60 — Distillation e Oil distillate, by volume of emulsion, % ≤2 ≤2 ≤0.5 Residue, % ≥63 ≥65 ≥62 Tests on residue from distillation test c,d, e Penetration, 77°F, [25°C], 100 g, 5 s 90 – 150 100 – 200 40 – 90 Ductility, 77°F, [25°C], 5cm/min, cm — — ≥70 Ductility, 40°F, [4°C], 5 cm/min, cm — ≥30 — Softening point, ring, and ball,°F[°C] — ≥112 [44] ≥135 [57] Elastic recovery, 50°F [10°C], % ≥60 ≥58 — Tensile stress at 800% elongation, 40°F [4°C], 50 cm/min, kPa — ≥196 — Solubility in trichloroethylene f, % ≥97.5 — ≥97 Ash content, % — ≤1.0 — a Provide a Type B certification for each polymer modified asphalt lot in accordance with Subsection 106.04. b After the test cylinder stands undisturbed for 5 days, ensure that there is no milky colored substance and there is a homogenous brown color throughout the cylinder. c Modify the distillation procedure as follows: Maintain a temperature from 345°F [174°C] to 355°F [180°C] on the lower thermometer for the last 20 min of the test. Maintain a test duration from 50 min to 70 min from the first application of heat. d Ensure the distillation residue of the modified emulsion contains at least 3 percent polymer solids by asphalt mass as determined by an analytical method approved by the Depar tment. e Residue may also be obtained by evaporation. f An organic solvent may be used. PLANT MIX BITUMINOUS BASES AND SURFACES 708.03 681 Table 708:3B Requirements for NT Tack Material Test Emulsion CBC-1H NTSS -1HM NTQS -1HH Saybolt Furol Viscosity, SFS @ 77°F [25°C] 10 – 100 15 – 100 15 – 100 Storage stability test, 24 hours, % ≤ 1 ≤ 1 ≤ 1 Particle Charge Positive – – Sieve test, % ≤ 0.1 ≤ 0.3 ≤ 0.3 Tests on residue from distillation a Residue, % ≥ 50 ≥ 50 ≥ 50 Penetration, 77°F [25°C], 100 g, 5 s 40 - 90 ≤ 20 ≤ 15 Softening point, ring, and ball,°F [°C] – ≥ 149 [65] ≥ 149 [65] Flash point,°F [°C] – – – Original DSR G*/sin(δ) @ 180°F [82°C], kPa – ≥ 1.00 ≥ 1.00 Solubility in trichloroethylene, % ≥ 97.5 ≥ 97.5 ≥ 97.5 a Modify the distillation procedure as follows: Maintain a temperature from 345°F [174°C] to 355°F [180°C] on the lower thermometer for the last 20 minutes of the test. Residue may also be obtained by evaporation. Table 708:3 C Requirements for NT Tack Material Test Asphalt Cement NTHAP Rotational viscosity a @ 300°F [149°C], PaAs ≤ 3 Penetration, 77°F [25°C], 100 g, 5 s ≤ 25 Softening point, ring, and ball,°F [°C] ≥ 158 [70] Flash point,°F [°C] ≥ 500 [260] Original DSR G*/sin(δ) @ 180°F [82°C], kPa ≥ 1.00 Solubility in trichloroethylene, % – a Limit may be waived if no application problems are present in the field and material can be pumped.

708.04 Plant Mix Bituminous Bases and Surfaces

682 A. Handling Handle, load, haul, and transfer bituminous materials in accordance with OHD L-11. The Resident Engineer will reject further shipments if materials fail to produce the results required by the Contract. The Resident Engineer will not accept further work until the Department is satisfied that the material has been corrected so that it produces the results required by the Contract.

708.04 Composition of Mixtu Res

708.04 Plant Mix Bituminous Bases and Surfaces

684 Regardless of the layer or binder type, the Department’s Materials Engineer will accept superpave mixtures with no more than 25 percent RAP for shoulders, driveways, and layers serving as a bond breaker under PCC pavements if the mixture meets the Contract requirements for the type or grade. Superpave mixtures containing up to 35 percent RAP will be accepted in temporary detours if the mixture meets the Contract requirements for the type or grade, and if the mixture can be produced meeting air quality standards set forth by the Oklahoma Department of Environment al Quality. Temporary is defined as any material that will not become part of any permanent pavement. Temporary material must be removed before the end of the project. Process RAP by fractionating it into at least two stockpiles: a coarse stockpile and a fine stockpile. Crush, screen, or size the coarse stockpile so that 100 percent passes through a 1.5 in [37.5 mm] sieve. Crush, screen, or size the fine stockpile so that 100 percent passes through a ⅝ in [16.5 mm], ½ in [12.5 mm], or ⅜ in [9.5 mm] siev e. If RAP comes from an unknown source and documentation is unavailable, the Department will consider the insoluble residue content to be zero. The Department will reduce the amount of natural sand and gravel allowed in the combined aggregate by the amou nt of natural sand and gravel contained in the RAP. Do not use RAP in Stone Matrix Asphalt (SMA), Permeable Friction Course (PFC), Rich Bottom Layer (RBL), Open -Graded Friction Surface Course (OGFSC), or Open -Graded Bituminous Base (OGBB) mixes. Table 708:6 Mixtures for Superpave Sieve Size a Percent Passing per Superpave Mixture Type S2 S3 S4 S5 / RIL S6 1½ in [37.5 mm] 100 — — — — 1 in [25.0 mm] 90 – 100 100 — — — 3/4 in [19.0 mm] ≤ 90 90 – 100 100 — — 1/2 in [12.5 mm] — ≤ 90 90 – 100 100 — 3/8 in [9.5 mm] — — ≤ 90 90 – 100 100 No. 4 [4.75 mm] ≥ 40 — — ≤ 90 80 – 100 No. 8 [2.36 mm] 29 – 45 31 – 49 34 – 58 37 – 67 54 – 90 No. 16 [1.18 mm] — — — — — No. 30 [0.600 mm] — — — — — No. 50 [0.300 mm] — — — — — No. 100 [0.150 mm] — — — — — No. 200 [0.075 mm] 1.0 – 7.0 b 2.0 – 8.0 b 2.0 – 10.0 b 2.0 – 10.0 b 5.0 – 15.0 Other Mixture Requirements NMS c 1 in [25 mm] ¾ in [19 mm] ½ in [12.5 mm] ⅜ in [9.5 mm] No. 4 [4.75 mm] PLANT MIX BITUMINOUS BASES AND SURFACES 708.04 685 Table 708:6 Mixtures for Superpave Sieve Size a Percent Passing per Superpave Mixture Type S2 S3 S4 S5 / RIL S6 Asphalt Cement d, % of mix mass ≥ 3.9 ≥ 4.3 ≥ 4.8 ≥ 5.3 / ≥ 5.5 ≥ 5.8 Performance grade asphalt cement e e e e e a Table 708:6 reflects the sieve size boundaries for design and JMF purposes. After the design is established, the JMF will designate combined aggregate sieve requirements with tolerances in Table 708:12. b Ensure the ratio of the percent passing the No. 200 [75 µm] sieve to the percent effective asphalt cement is from 0.6 to 1.6. c Nominal Maximum Size (NMS) is defined as one size larger than the first sieve to retain more than 10 percent. d The Department’s Materials Engineer may adjust the lower limit if the effective specific gravity of the combined aggregates is greater than 2.65. The Department’s Materials Engineer may allow adjustments if a theoretical lab molded specimen at the JMF asphalt content meets the VMA requirement at 4% air voids. e The Contractor may substitute a higher grade of asphalt than that shown on the Plans at no additional cost to the Department. Table 708:7 Asphalt Mixture, Non -Superpave Sieve Size a Percent Passing per Asphalt Concrete Mixture Type SMA PFC b RBL OGFSC b, c OGBB 1 ½ in [37.5 mm] — — — — 100 1 in [25.0 mm] — — — — 95 – 100 ¾ in [19.0 mm] 100 100 100 — — ½ in [12.5 mm] 90 – 100 80 – 100 90 – 100 100 25 – 60 ⅜ in [9.5 mm] 65 – 80 35 – 60 72 – 90 90 – 100 — No. 4 [4.75 mm] 22 – 30 1 – 20 53 – 70 25 – 45 ≤10 No. 8 [2.36 mm] 16 – 24 1 – 10 34 – 58 ≤10 ≤5 No. 16 [1.18 mm] — — — — — No. 30 [0.600 mm] — — — — —

708.04 Plant Mix Bituminous Bases and Surfaces

686 Table 708:7 Asphalt Mixture, Non -Superpave No. 50 [0.300 mm] — — — — — No. 100 [0.150 mm] — — — — — No. 200 [0.075 mm] 9.0 – 12.0 1.0 – 4.0 2.0 – 10.0 ≤5.0 ≤3.0 Other Mixture Requirements NMS d ½ in [12.5 mm] ½ in [12.5 mm] ½ in [12.5 mm] ⅜ in [9.5 mm] 1 in [25 mm] Cellulose Fiber, % of mix mass 0.3 – 0.4 0.2 – 0.5 — — — Asphalt Cement e, % of mix mass ≥6.0 6.0 – 7.0 ≥5.2 ≥5.1f 2.5g Performance grade asphalt cement PG 76-28 OK PG 76 -28 OK h h h a Table 708:7 reflects the sieve size boundaries for design and JMF purposes. After the design is established, the JMF will designate the combined aggregate sieve requirements with tolerances set in Table 708:13 . b Use an approved anti -stripping agent at the rate of 5 gal/1,000 gal [5 L/1,000L] of asphalt cement. c Retain at least 55 percent of the aggregate between the ⅜ in [9.5 mm] and the No. 4 [4.75 mm]. d Nominal Maximum Size (NMS) is defined as one size larger than the first sieve to retain more than 10 percent. e The Department’s Materials Engineer may allow the lower limit to be adjusted if the effective specific gravity of the combined aggregates is greater than 2.65. The Department’s Materials Engineer may allow adjustments if a theoretical lab molded specimen at the JMF asphalt content meets the VMA requirement at 4 percent air voids. f Calculate the JMF for percent AC in the open graded friction course with the following equation: % AC = (16.5) / (Effective Specific Gravity (G se) + 0.165). g The Department’s Material Engineer may allow the amount of asphalt binder to be adjusted if the effective specific gravity of the combined aggregate is greater than 2.833 or less than 2.495. h The Contractor may substitute a higher grade of asphalt than that shown on the Plans, at no additional cost to the Department. PLANT MIX BITUMINOUS BASES AND SURFACES 708.04 687 Table 708:8 Mix Design Properties of Labaratory Molded Specimens Property Superpave RIL SMA PFC RBL PG64 PG70 PG76 PG76E -28 PG76 PG76 PG64 Number of SGC Gyrations Nini 6 7 8 — — — — Ndes 50 65 80 50 50 50 50 Required Density, % of G mm Nini 85.5 – 91.5 85.5 – 90.5 85.5 – 89.0 — — — — Ndes 96 96 96 97 96 ≤ 82.0 98 VMA , % See Table 708:9 VFA, % See Table 708:9 Lab Permeability, cm/s × 10−5 ≤ 12.5 ≤ 12.5 ≤ 12.5 ≤ 12.5 ≤ 12.5 — ≤ 12.5 TSR, Min. 0.8 0.8 0.8 0.8 0.8 — 0.8 ITS a, psi — — ≥75 — — — — Draindown, % — — — — ≤ 0.20 ≤ 0.20 — Hamburg Rut Test, Min. No. of Cycles to 12.50 mm, 122 oF 10,000 15,000 20,000 20,000 20,000 — 5,000 Note: For this table: PG64, PG70, and PG76 refer to the high temperature grade of the binder. Unless otherwise noted, specifications for PG binder grades higher than PG76 will use PG76 specifications. a Indirect Tensile Strength from AASHTO T 283, preconditioned specimen average, in psi. Table 708:9 Mix Design Properties of laboratory Molded Specimens Property Superpave SMA PFC RBL S2 S3 S4 S5 S6 RIL VMA a, % ≥ 12.5 ≥ 13.5 ≥ 14.5 ≥ 15.5 ≥ 16.5 ≥ 15.5 ≥ 17.0 — ≥ 14.0 VFA, b, % 67 - 73 70 - 75 72 - 77 73 - 78 75 - 79 73 - 79 — — — a VMA is based on the bulk specific gravity of the aggregates. b VFA is defined as the percentage of VMA containing asphalt binder.

708.04 Plant Mix Bituminous Bases and Surfaces

688 Table 708:10 Field Properties of laboratory Molded Specimens Property Superpave RIL SMA PFC RBL PG64 PG70 PG76 PG76E -28 PG76 PG76 PG64 Number of SGC Gyrations Nini 6 7 8 — — — — Ndes 50 65 80 50 50 50 50 Required Density, % of G mm Nini 85.5 – 91.5 85.5 – 90.5 85.5 – 89.0 — — — — Ndes 94.5 - 97.4 94.5 - 97.4 94.5 - 97.4 95.5 – 98.4 94.5 - 97.4 ≤ 82.0 96.5 - 99.4 VMA , % See Table 708:11 VFA, % See Table 708:11 Lab Permeability, cm/s × 10−5 — — — — — — — TSR, Min. 0.75 0.75 0.75 0.75 0.75 — 0.75 ITS a, psi — — — — — — — Draindown, % — — — — — — — Hamburg Rut Test, Min. No. of Cycles to 12.50 mm, 122 oF — — — — — — — Note: For this table: PG64, PG70, and PG76 refer to the high temperature grade of the binder. Unless otherwise noted, specifications for PG binder grades higher than PG76 will use PG76 specifications. a Indirect Tensile Strength from AASHTO T 283, preconditioned specimen average, in psi. Table 708:11 Field Properties of Laboratory Molded Specimens Property Superpave RIL SMA PFC RBL S2 S3 S4 S5 S6 VMA a, % ≥ 12.0 ≥ 13.0 ≥ 14.0 ≥ 15.0 ≥ 16.0 ≥ 15.0 ≥ 16.5 — ≥ 13.5 VFA, b, % — — — — — — — — — PLANT MIX BITUMINOUS BASES AND SURFACES 708.04 689 Table 708:11 Field Properties of Laboratory Molded Specimens Property Superpave RIL SMA PFC RBL S2 S3 S4 S5 S6 a VMA is based on the bulk specific gravity of the aggregates. Compute a new bulk specific gravity from each AASHTO T 209 test. Calculate the value by multiplying the aggregate Effective Specific Gravity (Gse) calculated from the latest AASHTO T 20 9 test by the aggregate Bulk Specific Gravity (Gsb) from the design. Afterwards, divide the product by the aggregate Gse from the design. b VFA is defined as the percentage of VMA containing asphalt binder. Table 708 :12 Hamburg Test Requirements a Binder Grade Minimum Number of Passes to 12.50 mm Rut Depth, Tested at 122°F PG 58 10,000 PG 64 10,000 PG 70 15,000 PG 76 20,000 Note: For the purposes of this table PG64, PG70, and PG76 refer to the high temperature grade of the binder. a Rut test requirements apply to Superpave, SMA, and RIL mixes only.

708.05 Plant Mix Bituminous Bases and Surfaces

PGG G GGbab se sb se sb 100 ( )E. Acceptance of Bitumen Content Determine the bitumen content of plant produced mixtures in accordance with OHD L-26 method of test. Determine the bitumen content of open -graded plant produced mixtures (PFC, OGFSC, OGBB) using the tank strap method or a digital printout from the asphalt plant of the quantity used.

708.05 Tolerances

Apply the tolerances shown in Table 708:13 to the JMF in accordance with Subsection 708.04. PLANT MIX BITUMINOUS BASES AND SURFACES 708.06 691 Table 708:13 JMF Tolerances Per Mixture Sieve Size Superpave Stone Matrix Asphalt Permeable Friction Course Rich Bottom Layer Open Graded Friction Course Open Graded Bituminous Base Percent Passing ≥No. 4 [4.75 mm] ±7 ±7 ±7 ±7 ±7 — No. 8 [2.36 mm] ±5 ±5 ±5 ±5 ±5 — No. 16 [1.18 mm] ±4 ±4 — ±4 — — No. 30 [0.600 mm] ±4 ±4 — ±4 — — No. 50 [0.300 mm] ±4 ±4 — ±4 — — No. 100 [0.150 mm] ±3 ±3 — ±3 — — No. 200 [0.075 mm] ±2 ±2 ±2 ±2 ±2 — Other Mixture Tolerances: Asphalt cement, % of mix mass ±0.4 ±0.4 ±0.3 ±0.4 ±0.3 ±0.3 Mix temperature as discharged from mixer, °F [°C] ±20 [±10] ±20 [±10] ±20 [±10] ±20 [±10] ±20 [±10] ±20 [±10]

708.06 Sampling and Testing

708.06 Plant Mix Bituminous Bases and Surfaces

692 Sample at the point of manufacture if the quantity shipped warrants testing . Alternatively , take samples at the point of destination. Use asphalt materials only after the Department’s Materials

Division c — onditionally approves them at the source.

Table 708:14 Sampling and Testing of Aggregates, Bituminous Mixtures, and Asphalt Materials Materials Testing Method Aggregates Sampling AASHTO T 2 Sieve analysis AASHTO T 27 Material passing No. 200 [75 μm] sieve AASHTO T 11 Specific gravity and absorption of fine aggregate AASHTO T 84 Specific gravity and absorption of coarse aggregate AASHTO T 85 Los Angeles abrasion AASHTO T 96 Sand equivalent AASHTO T 176 Aggregate durability index AASHTO T 210 Total evaporable moisture content AASHTO T 255 Aggregate degradation by Micro -Deval apparatus AASHTO T 327 Lime for asphalt mixtures AASHTO M 303 Flat and elongated particles in coarse aggregate ASTM D4791 Mud, clay balls, sand clusters, sticks and roots retained on No. 4 [4.75 mm] sieve OHD L -9 Fractured faces OHD L -18 Insoluble residue OHD L -25 Soft particles OHD L -38 Asphalt Mixtures Mechanical analysis of extracted aggregate AASHTO T 30 Sampling asphalt mixtures AASHTO T 168 Bulk specific gravity (Gmb) of compacted asphalt mixtures using saturated surface -dry specimens OHD L -14 Maximum specific gravity of asphalt mixtures AASHTO T 209 Resistance to moisture damage a, g AASHTO T 283 Draindown characteristics of uncompacted asphalt samples AASHTO T 305 Preparing specimens by superpave gyratory compactorb AASHTO T 312 Bulk specific gravity (Gmb) and density of compacted asphalt mixtures using automatic vaccum sealing method CoreLok™ OHD L -45 PLANT MIX BITUMINOUS BASES AND SURFACES 708.06 693 Table 708:14 Sampling and Testing of Aggregates, Bituminous Mixtures, and Asphalt Materials Materials Testing Method Hamburg wheel -track testing of compacted hot mix asphalt (HMA) AASHTO T 324 Superpave volumetric mix design AASHTO M 323 Reclaimed asphalt shingles for use in asphalt mixtures AASHTO MP 23 Design considerations when using reclaimed asphalt shingles (RAS) in asphalt mixtures AASHTO PP78 Mixture conditioning of hot -mix asphalt AASHTO R 30 Superpave volumetric design for HMAc AASHTO R 35 Sampling Asphalt Mixtures after compaction (obtaining cores) AASHTO R 67 Bulk impregnated specific gravity of aggregatesd OHD L -7 Specific gravity, unit weight, and percent density of compacted asphalt mixtures OHD L -14 Bitumen content OHD L -26 Rutting susceptibility using the hamburg rut tester OHD L -55 Water permeability of compacted paving mixtures OHD L -44 Asphalt Materials Sampling asphalt materials AASHTO R 66 Solubility of bituminous materials AASHTO T 44 Flash and fire points by Cleveland Open Cup AASHTO T 48 Penetration of bituminous materials AASHTO T 49 Ductility of bituminous materials AASHTO T 51 Softening point of bitumen (ring -and-ball apparatus) AASHTO T 53 Water in bituminous materials by distillation AASHTO T 55 Standard test methods for emulsified asphalts AASHTO T 59 Saybolt viscosity AASHTO T 72 Distillation of cutback asphaltic (bituminous) products AASHTO T 78 Flash points with tag open -cup apparatus AASHTO T 79 Inorganic matter or ash in bituminous material AASHTO T 111 pH of aqueous solutions with the glass electrode AASHTO T 200 Kinematic viscosity of asphalts (bitumens) AASHTO T 201 Viscosity of asphalts by vacuum capillary viscometer AASHTO T 202 Specific gravity of semi -solid bituminous materials AASHTO T 228