AASHTO M320

Standard Specification for

Performance-Graded Asphalt Binder

AASHTO Designation: M 320-05

1. SCOPE

This specification covers asphalt binders graded by performance. Grading designations are related to the average seven-day maximum pavement design and minimum pavement design

temperatures. This specification contains Table 1 and Table 2. Table 2 incorporates PP42 for determining the critical low cracking temperature using a combination of T 313 and T 314 test procedures. If no table is specified, the default is Table 1.

Note 1—For asphalt cements graded by penetration at 25°C, see M 20. For asphalt cements graded by viscosity at 60°C, see M 226.

Note 2—R 29 provides information for determining the performance grade of an asphalt binder.

2. REFERENCED DOCUMENTS

2.1.

AASHTO Standards:

󰀟 M 20, Penetration-Graded Asphalt Cement

󰀟 M 226, Viscosity-Graded Asphalt Cement PP 28, Superpave Volumetric Design for Hot-Mix

Asphalt (HMA)

󰀟 M 323, Superpave Volumetric Mix Design

󰀟 PP 42, Determination of Low-Temperature Performance Grade (PG) of Asphalt Binders 󰀟 R 28, Accelerated Aging of Asphalt Binder Using a Pressurized Aging Vessel (PAV) 󰀟 R 29, Grading or Verifying the Performance Grade of an Asphalt Binder 󰀟 R 35, Superpave Volumetric Design for Hot-Mix Asphalt (HMA) 󰀟 T 40, Sampling Bituminous Materials 󰀟 T 44, Solubility of Bituminous Materials

󰀟 T 48, Flash and Fire Points by Cleveland Open Cup

󰀟 T 55, Water in Petroleum Products and Bituminous Materials by Distillation

󰀟 T 240, Effect of Heat and Air on a Moving Film of Asphalt (Rolling Thin-Film Oven Test) 󰀟 T 313, Determining the Flexural Creep Stiffness of Asphalt Binder Using the Bending Beam

Rheometer (BBR)

󰀟 T 314, Determining the Fracture Properties of Asphalt Binder in Direct Tension

󰀟 T 315, Determining the Rheological Properties of Asphalt Binder Using a Dynamic Shear

Rheometer (DSR)

󰀟 T 316, Viscosity Determination of Asphalt Binder Using Rotational Viscometer

ASTM Standards:

󰀟 D 8, Standard Terminology Relating to Materials for Roads and Pavements

󰀟 D 5546, Standard Test Method for Solubility of Asphalt Binders in Toluene by Centrifuge

2.2.

TS-2b M 320-1 AASHTO

3. TERMINOLOGY

3.1. 3.1.1. 3.1.2.

Definitions:

Definitions for many terms common to asphalt binder are found in ASTM D 8.

asphalt binder—an asphalt-based cement that is produced from petroleum residue either with or without the addition of non-particulate organic modifiers.

4. ORDERING INFORMATION

4.1.

When ordering under this specification, include in the purchase order the performance grade (PG)

of asphalt binder required and the table used (e.g., PG 52-16, Table 1 or PG 64-34, Table 2). If no table is specified, the default is Table 1.

Asphalt binder grades may be selected by following the procedures described in M 323 and R 35.

4.2.

5.

5.1.

MATERIALS AND MANUFACTURE

Asphalt binder shall be prepared by the refining of crude petroleum by suitable methods, with or without the addition of modifiers.

Modifiers may be any organic material of suitable manufacture that is used in virgin or recycled condition and that is dissolved, dispersed or reacted in asphalt binder to enhance its performance.

The asphalt binder shall be homogeneous, free from water and deleterious materials, and shall not foam when heated to 175°C.

The asphalt binder shall be at least 99.0 percent soluble as determined by T 44 or ASTM D 5546. This specification is not applicable for asphalt binders in which fibers or other discrete particles are larger than 250 μm in size.

The grades of asphalt binder shall conform to the requirements given in Table 1 or Table 2.

5.2.

5.3.

5.4. 5.5.

5.6.

TS-2b M 320-2 AASHTO

Table 1—Performance-Graded Asphalt Binder Specification PG 46 PG 52 PG 58 PG 64 34 40 46 10 16 22 28 34 40 46 16 22 28 34 40 10 16 22 28 34 40 <46 > – 34 > – 40 > – 46 > – 10 > – 16 > – 22 > – 28 > – 34 > – 40 > – 46 > – 16 > – 22 > – 28 > – 34 > – 40 > – 10 > – 16 > – 22 > – 28 Performance Grade <52 <58 <64 Average 7-day maximum pavement design temperature, °Ca Minimum pavement design temperature, °Ca > – 34 > – 40 Original Binder 230 135 46 52 58 64 Flash point temp, T 48, minimum °C Viscosity, T 316: maximum 3 Pa·s, test temp, °C Dynamic shear, T 315:c G*/sinδ,d minimum 1.00 kPa test temp @ 10 rad/s, °C bMass change, maximum, percent eRolling Thin-Film Oven Residue (T 240) 1.00 46 52 Pressure Aging Vessel Residue (R 28) 90 90 100 100 Dynamic shear, T 315: G*/sinδ,d minimum 2.20 kPa test temp @ 10 rad/s, °C 58 64 PAV aging temperature, °C Dynamic shear, T 315: G* sinδ,d maximum 5000 kPa test temp @ 10 rad/s, °C f10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 31 28 25 22 19 16 Creep stiffness, T 313:S, maximum 300 MPa m-value, minimum 0.300 test temp @ 60 s, °C g –24 –30 –36 0 –6 –12 –18 –24 –30 –36 –6 –12 –18 –24 –30 0 –6 –12 –18 –24 –30 Direct tension, T 314: Failure strain, minimum 1.0% –24 –30 –36 0 –6 –12 –18 –24 –30 –36 –6 –12 –18 –24 –30 0 –6 –12 –18 –24 –30 test temp @ 1.0 mm/min, °C a Pavement temperatures are estimated from air temperatures using an algorithm contained in the LTPP Bind program, may be provided by the specifying agency, or by following the procedures as outlined in M 323 and R 35. b This requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be adequately pumped and mixed at temperatures that meet all applicable safety standards. c For quality control of unmodified asphalt binder production, measurement of the viscosity of the original asphalt binder may be used to supplement dynamic shear measurements of G*/sinδ at test temperatures where the asphalt is a Newtonian fluid. d G*/sinδ = high temperature stiffness and G* sinδ = intermediate temperature stiffness. e The mass change shall be less than 1.00 percent for either a positive (mass gain) or a negative (mass loss) change. f The PAV aging temperature is based on simulated climatic conditions and is one of three temperatures, 90°C, 100°C, or 110°C. Normally the PAV aging temperature is 100°C for PG 58-xx and above. However, in desert climates, the PAV aging temperature for PG 70-xx and above may be specified as 110°C. g If the creep stiffness is below 300 MPa, the direct tension test is not required. If the creep stiffness is between 300 and 600 MPa, the direct tension failure strain requirement can be used in lieu of the creep stiffness requirement. The m-value requirement must be satisfied in both cases. gTS-2b M 320-3 AASHTO

Table 1—Continued PG 70 PG 76 PG 82 10 16 22 28 34 40 10 16 22 28 34 10 16 22 28 34 <70 > – 10 > – 16 > – 22 > – 28 > – 34 > – 40 > – 10 > – 16 > – 22 > – 28 > – 34 > – 10 > – 16 > – 22 > – 28 Performance Grade <76 <82 > – 34 Average 7-day maximum pavement design temperature, °Ca Minimum pavement design temperature, °Ca Original Binder 230 135 Flash point temp, T 48, minimum°C bViscosity, T 316: maximum 3 Pa·s, test temp, °C Dynamic shear, T 315:c G*/sin δ,d minimum 1.00 kPa test temp @ 10 rad/s, °C 70 76 82 Mass change, maximum, percent eRolling Thin-Film Oven Residue (T 240) 1.00 70 76 82 Dynamic shear, T 315: G*/sin δ,d minimum 2.20 kPa test temp @ 10 rad/s, °C Pressure Aging Vessel Residue (R 28) 100 (110) 100 (110) 100 (110) fPAV aging temperature, °C Dynamic shear, T 315: G* sin δ,d maximum 5000 kPa test temp @ 10 rad/s, °C 34 31 28 25 22 19 37 34 31 28 25 40 37 34 31 28 gCreep stiffness, T 313: S, maximum 300 MPa m-value, minimum 0.300 test temp @ 60 s, °C 0 –6 –12 –18 –24 –30 0 –6 –12 –18 –24 0 –6 –12 –18 –24 TS-2b M 320-4 AASHTO

Direct tension, T 314:g Failure strain, minimum 1.0% 0 –6 –12 –18 –24 –30 0 –6 –12 –18 –24 0 –6 –12 –18 –24 test temp @ 1.0 mm/min, °C a Pavement temperatures are estimated from air temperatures using an algorithm contained in the LTPP Bind program, may be provided by the specifying agency, or by following the procedures as outlined in M 323 and R 35. b This requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be adequately pumped and mixed at temperatures that meet all applicable safety standards. c For quality control of unmodified asphalt binder production, measurement of the viscosity of the original asphalt binder may be used to supplement dynamic shear measurements of G*/sinδ at test temperatures where the asphalt is a Newtonian fluid. d G*/sinδ = high temperature stiffness and G* sinδ = intermediate temperature stiffness. e The mass change shall be less than 1.00 percent for either a positive (mass gain) or a negative (mass loss) change. f The PAV aging temperature is based on simulated climatic conditions and is one of three temperatures, 90°C, 100°C, or 110°C. Normally the PAV aging temperature is 100°C for PG 58-xx and above. However, in desert climates, the PAV aging temperature for PG 70-xx and above may be specified as 110°C. g If the creep stiffness is below 300 MPa, the direct tension test is not required. If the creep stiffness is between 300 and 600 MPa, the direct tension failure strain requirement can be used in lieu of the creep stiffness requirement. The m-value requirement must be satisfied in both cases. Table 2—Performance-Graded Asphalt Binder Specification PG 46 PG 52 PG 58 PG 64 34 40 46 10 16 22 28 34 40 46 16 22 28 34 40 10 16 22 28 34 40 <46 > –34 > –40 > –46 > –10 > –16 > –22 > –28 > –34 > –40 > –46 > –16 > –22 > –28 > –34 > –40 > –10 > –16 > –22 Performance Grade <52 <58 <64 > –28 Average 7-day maximum pavement design temperature, °Ca Minimum pavement design temperature, °Ca Original Binder 230 135 46 52 58 > –34 > –40 Flash point temp, T 48, minimum °C Viscosity, T 316: maximum 3 Pa·s, test temp, °C bDynamic shear, T 315:c G*/sinδd, minimum 1.00 kPa test temp @ 10 rad/s, °C 64 eRolling Thin-Film Oven Residue (T 240) 1.00 46 52 58 64 Mass change, maximum, percent Dynamic shear, T 315: G*/sinδd, minimum 2.20 kPa test temp @ 10 rad/s, °C Pressure Aging Vessel Residue (R 28) 90 90 PAV aging temperature, °C f100 100 Dynamic shear, T 315: G* sinδd, maximum 5000 kPa test temp @ 10 rad/s, °C 10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 31 28 25 22 19 16 TS-2b M 320-5 AASHTO

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Critical low cracking temp, PP 42:g Critical cracking temp determined by PP 42, test temp, °C –24 –30 –36 0 –6 –12 –18 –24 –30 –36 –6 –12 –18 –24 –30 0 –6 –12 –18 –24 –30 a Pavement temperatures are estimated from air temperatures using an algorithm contained in the LTPP Bind program, may be provided by the specifying agency, or by following the procedures as outlined in M 323 and R 35. b This requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be adequately pumped and mixed at temperatures that meet all applicable safety standards. c For quality control of unmodified asphalt binder production, measurement of the viscosity of the original asphalt binder may be used to supplement dynamic shear measurements of G*/sinδ at test temperatures where the asphalt is a Newtonian fluid. d G*/sinδ = high temperature stiffness and G* sinδ = intermediate temperature stiffness. e The mass change shall be less than 1.00 percent for either a positive (mass gain) or a negative (mass loss) change. f The PAV aging temperature is based on simulated climatic conditions and is one of three temperatures, 90°C, 100°C, or 110°C. Normally the PAV aging temperature is 100°C for PG 58-xx and above. However, in desert climates, the PAV aging temperature for PG 70-xx and above may be specified as 110°C. g For verification of grade, at a minimum perform T 313 at the test temperature and at the test temperature minus 6°C and T 314 at the test temperature. Testing at additional temperatures for T 313 may be necessary if 300 MPa is not bracketed at the initial two test temperatures. Compare the failure stress from T 314 to the calculated induced thermal stress as per PP 42. If the failure stress exceeds the induced thermal stress, the asphalt binder is deemed a “PASS” at the specification temperature. Table 2—Continued PG 70 PG 76 PG 82 10 16 22 28 34 40 10 16 22 28 34 10 16 22 28 34 <70 > –10 > –16 > –22 > –28 > –34 > –40 > –10 > –16 > –22 > –28 > –34 > –10 > –16 > –22 Performance Grade <76 <82 > –28 Average 7-day maximum pavement design temperature, °Ca Minimum pavement design temperature, °Ca Original Binder 230 135 70 76 82 Rolling Thin-Film Oven Residue (T 240) 1.00 > –34 Flash point temp, T 48, minimum °C Viscosity, T 316: maximum 3 Pa·s, test temp, °C bDynamic shear, T 315:c G*/sinδd, minimum 1.00 kPa test temp @ 10 rad/s, °C TS-2b M 320-6 AASHTO

70 76 82 Pressure Aging Vessel Residue (R 28) 100 (110) 100 (110) 100 (110) --```````,``,,``````,`,```,`,``-`-`,,`,,`,`,,`---

Mass change,e maximum, percent Dynamic shear, T 315: G*/sinδd, minimum 2.20 kPa test temp @ 10 rad/s, °C PAV aging temperature, °Cf Dynamic shear, T 315: G* sinδd, maximum 5000 kPa test temp @ 10 rad/s, °C 34 31 28 25 22 19 37 34 31 28 25 40 37 34 31 28 Critical low cracking temp, PP 42: Critical cracking temp determined 0 –6 –12 –18 –24 –30 0 –6 –12 –18 –24 0 –6 –12 –18 –24 by PP 42, test temp, °C a Pavement temperatures are estimated from air temperatures using an algorithm contained in the LTPP Bind program, may be provided by the specifying agency, or by following the procedures as outlined in M 323 and R 35. b This requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be adequately pumped and mixed at temperatures that meet all applicable safety standards. c For quality control of unmodified asphalt binder production, measurement of the viscosity of the original asphalt binder may be used to supplement dynamic shear measurements of G*/sinδ at test temperatures where the asphalt is a Newtonian fluid. d G*/sinδ = high temperature stiffness and G* sinδ = intermediate temperature stiffness. e The mass change shall be less than 1.00 percent for either a positive (mass gain) or a negative (mass loss) change. f The PAV aging temperature is based on simulated climatic conditions and is one of three temperatures 90°C, 100°C, or 110°C. Normally the PAV aging temperature is 100°C for PG 58-xx and above. However, in desert climates, the PAV aging temperature for PG 70-xx and above may be specified as 110°C. g For verification of grade, at a minimum perform T 313 at the test temperature and at the test temperature minus 6°C and T 314 at the test temperature. Testing at additional temperatures for T 313 may be necessary if 300 MPa is not bracketed at the initial two test temperatures. Compare the failure stress from T 314 to the calculated induced thermal stress as per PP 42. If the failure stress exceeds the induced thermal stress, the asphalt binder is deemed a “PASS” at the specification temperature. g 6. SAMPLING

The material shall be sampled in accordance with T 40.

7. TEST METHODS

The properties outlined in Sections 5.3, 5.4, and 5.6 shall be determined in accordance with

R 28, T 44 or ASTM D 5546, T 48, T 55, T 240, T 313, T 314, T 315, and T 316.

8. INSPECTION AND CERTIFICATION

Inspection and certification of the material shall be agreed upon between the purchaser and the seller. Specific requirements shall be made part of the purchase contract. The seller shall provide material handling and storage procedures to the purchaser for such asphalt binder grade certified.

9. REJECTION AND REHEARING

If the results of any test do not conform to the requirements of this specification, retesting to determine conformity is performed as indicated in the purchase order or as otherwise agreed upon between the purchaser and the seller.

10. KEYWORDS

10.1.

Asphalt binder; asphalt cement; direct tension; flash point; modifier; performance specifications; pressure aging; rheology.

TS-2b M 320-7 AASHTO

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