916BITUMINOUS MATERIALS

916-1 General.

All products supplied under this Specification shall be one of the products included on the Approved Product List ( APL). Producers seeking evaluation of a product for inclusion on the APL shall submit an application in accordance with Section 6. Any marked variation from the original test values for a material below the established limits or evidence of inadequate quality control or field performance of a material will be considered sufficient evidence that the properties of the material have changed, and the material will be removed from the APL.

916-2 Superpave PG Asphalt Binder .

916-2.1 Requirements: Superpave Performance Graded (PG) asphalt binders, identified

as PG 52-28, PG 58-22, PG 67-22, polymer modified asphalt (PMA) binders, PG 76-22 (PMA) and High Polymer, and asphalt rubber binders (ARB), PG 76-22 (ARB), shall meet the requirements of 916 -2 and AASHTO 332. When the Contract Documents specify either a PG 76- 22 (PMA), PG 76-22 (ARB), or PG 76-22 binder, either binder can be used interchangeably at no additional cost to the Department. All PG asphalt binders shall meet the following additional requirements:

916-2.1 1 Additional Requir ements for PG 76-22 (ARB): The following

additional requirements apply only to PG 76-22 (ARB) :

916-2.1 2 High Polymer Binder Blending: Existing high polymer binder may be

blended in an asphalt producer’s storage tank to make a PG 76-22 binder pro vided the following requirements are met:

916-2.2 Compliance with Materials Manual: Producers of Superpave PG binders shall

meet the requirements of Section 3.5, Volume II of the Department’s Material Manual, which may be viewed at the following URL: https://www.fdot.gov/programmanagement/Implem ented/URLinSpecs/Section35V2.shtm .

916-2.3 Reporting: Specification compliance testing results shall be reported for the tests

in Table 916-1 below, unless noted otherwise. Quality control ( QC) testing results shall be reported for original binder DSR (G/sin δ and phase angle, as applicable) . FY 2023-24 Return to Table of Contents Table 916 -1 SUPERPAVE PG ASPHALT BINDER Test and Method Conditions Specification Minimum/Maximum Value Superpave PG Asphalt Binder Grade Report APL Number Report Modifier (name and type) Polymer, Ground Tire Rubber with Approved Product List (APL) number, Sulfur, PPA, REOB, and any Rejuvenating Agents Report Original Binder Solubility, AASHTO T 44 in Trichloroethylene Minimum 99.0% (Not applicable for PG 76-22 (ARB)) Flash Point, AASHTO T 48 Cleveland Open Cup Minimum 450ºF Rotational Viscosity, AASHTO T 316 275ºF Maximum 3 Pa∙s(a) Dynamic Shear Rheometer (b), AASHTO T 315 G*/sin δ Minimum 1.00 kPa Phase Angle, δ(c) PG 76-22 (PMA) and PG 76-22 (ARB)(d) Maximum 75 degrees Separation Test, ASTM D7173 and Softening Point, AASHTO T 53 163±5°C 48 hours Maximum 15°F (PG 76-22 (ARB) only) Rolling Thin Film Oven Test Residue (AASHTO T 240) Rolling Thin Film Oven, AASHTO T 240 Mass Change % Maximum 1.00 Multiple Stress Creep Recovery, J nr, 3.2 AASHTO T 350 Grade Temperature (Unmodified binders only) “S” = 4.50 kPa-1 max Multiple Stress Creep Recovery, J nr, 3.2(d, e, f) AASHTO T 350 67°C (Modified binders only) 76°C (High Polymer binder only) “V” = 1.00 kPa-1 max Maximum J nr,diff = 75% 0.10 kPa-1 max Multiple Stress Creep Recovery, %Recovery(d, e) AASHTO T 350 67°C (Modified binders only) 76°C (High Polymer binder only) %R3.2 ≥ 29.371 (J nr, 3.2)- 0.2633 %R3.2 ≥ 90.0 FY 2023-24 Return to Table of Contents Table 916 -1 SUPERPAVE PG ASPHALT BINDER Pressure Aging Vessel Residue (AASHTO R 28) Dynamic Shear Rheometer, AASHTO T 315 G*sin δ, 10 rad/sec. Maximum 6,000 kPa (g,h) Creep Stiffness, AASHTO T 313 S (Stiffness), @ 60 sec. m-value, @ 60 sec. Maximum 300 MPa Minimum 0.300 ΔTc, ASTM D7643 20 hours PAV aging S (Stiffness), @ 60 sec. m-value, @ 60 sec. ΔTc ≥ -5.0°C

916-3 Asphalt Emulsions.

916-3.1 Compliance with Materials Manual: Producers of asphalt emulsions shall meet

the requirements of Section 3.4, Volume II of the Department’s Material Manual, which may be viewed at the following URL: https://www.fdot.gov/programmanagement/Implemented/URLinSpecs/Section34V2.shtm .

916-3.2 Requirements: Use a prime coat meeting the requirements of AASHTO M 140

for anionic emulsions , AASHTO M 208 or AASHTO M 316 for cationic emulsions, or as specified in the Producer’s QC Plan. For anionic emulsions, the cement mixing test will be waived. For tack products , the minimum testing requirements shall include percent residue, naphtha content (as needed), one -day storage stability, sieve test, Saybolt Furol viscosity, original DSR, re-emulsification (FM 5 -624), and solubility (on an annual basis) . Residue testing shall be performed on residue obtained from distillation , AASHTO T 59 or low -temperature evaporation (AASHTO R 78). At the direction of the Engineer, sample tack from the distributor used on the project at a minimum frequency of once per project per produ ct. The sample shall be tested by the Department for the following specified material properties: percent residue, contaminants, and the residue property G*/sin δ. Should any of the test results fail the specification requirements, the tack material will b e considered defective and shall not to be used on Department projects unless waive d by the Engineer. Should a tack sample fail specifications, the Engineer may require three 6 -inch diameter roadway cores be obtained from the day of production from which t he tack sample was obtained. The roadway cores shall be tested for bond strength in accordance with FM 5 -599. Individual bond strength results less than 80 psi will require removal and replacement. Failing bond strength results may result in bond strength testing for additional areas represented by the failing tack material. FY 2023-24 Return to Table of Contents

916-4 Liquid Anti -strip Agents.

916-4.1 Requirements: Liquid anti -strip agents shall be tested by the Department in

accordance with FM 1-T 283. A minimum tensile strength ratio of 0.80 must be obtained when testing the liquid anti -strip with various aggregate sources and two nominal maximum aggregate size mixtures for approval to be placed on the APL.

916-4.2 Mix Design Verification: Particular aggregate sources may require moisture

susceptibility testing per FM 1-T283 for each mix design. Results from this testing may meet the Department’s requirement of minimum tensile strength ratio of 0.80 or may indicate the need for a larger dosage rate of anti-strip agent (up to 0.75% maximum) or may require a different anti - strip agent to meet the specification requirements. FY 2023-24 Return to Table of Contents SECTION 917 MINERAL FILLER

917-1 Composition.

Mineral filler shall consist, in general, of limerock dust, portland cement, slag dust, hydrated lime, or any other inert mineral matter from sources approved by, the Engineer. The mineral filler shall be thoroughly dry and free from lumps consisting of ag gregations of fine particles. Ground phosphate will not be allowed as a mineral filler. Stone or slag screenings may also be used as filler material for asphalt concrete mixtures, under the provisions specified in 917 -3, below.

917-2 Gradation.

The mineral filler shall meet the following gradation requirements: Total passing No. 30 sieve ................................ ........... 100% Total passing No. 80 sieve .......................... 95% (minimum) Total passing No. 200 sieve ........................ 65% (minimum)

917-3 Provision for Use of Coarser Filler Material.

Process screenings f rom stone or slag, having a coarser gradation than as specified above, may also be used as filler material provided the particular product, and the source thereof, are approved by the Engineer and that the material meets the following requirements.