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Guidelines: All Projects.
SS211-002020-03 March 18, 2024
VIRGINIA DEPARTEMENT OF TRANSPORTATION
2020 ROAD AND BRIDGE SUPPLEMENTAL SPECIFICATIONS
SECTION 211 – ASPHALT CONCRETE
SECTION 211 – ASPHALT CONCRETE of the Specifications is amended as follows:
Section 211.01 – Description is replaced with the following:
Asphalt concrete shall consist of a combination of mineral aggregate and asphalt binder mixed mechanically in a plant specifically designed for such purpose.
An equivalent single-axle load (ESAL) will be established by the Engineer, and SUPERPAVE mix types may be specified as one of the types listed as follows:
| Mix Type1 |
| Equivalent Single-Axle Load (ESAL) Range (millions) |
Minimum Asphalt Performance Grade (PG)2 NominalMaximum Aggregate Size3
| SM-4.75A |
| 0 to 3 |
| 64S-16 |
| No. 4 |
| SM-4.75D |
| 3 to 10 |
| 64H-16 |
| No. 4 |
| SM-4.75E |
| 3 to 10 |
| 64E-22 |
| No. 4 |
| SM-9.0A |
| 0 to 3 |
| 64S-16 |
| 3/8 in |
| SM-9.0D |
| 3 to 10 |
| 64H-16 |
| 3/8 in |
| SM-9.0E |
| Above 10 |
| 64E-22 |
| 3/8 in |
| SM-9.5A |
| 0 to 3 |
| 64S-16 |
| 3/8 in |
| SM-9.5D |
| 3 to 10 |
| 64H-16 |
| 3/8 in |
| SM-9.5E |
| Above 10 |
| 64E-22 |
| 3/8 in |
| SM-12.5A |
| 0 to 3 |
| 64S-16 |
| 1/2 in |
| SM-12.5D |
| 3 to 10 |
| 64H-16 |
| 1/2 in |
| SM-12.5E |
| Above 10 |
| 64E-22 |
| 1/2 in |
| IM-19.0A |
| Less than 10 |
| 64S-16 |
| 3/4 in |
| IM-19.0D |
| 10 to 20 |
| 64H-16 |
| 3/4 in |
| IM-19.0E |
| 20 and above |
| 64E-22 |
| 3/4 in |
| BM-25.0 |
| All ranges |
| 64H-16 |
| 1 in |
1SM = Surface Mixture; IM = Intermediate Mixture; BM = Base Mixture 2Minimum Asphalt Performance Grade (PG) is defined as the minimum binder performance grade for the job mix formulas as determined by AASHTO T170 or AASHTO M332.
3Nominal Maximum Aggregate Size is defined as one sieve size larger than the first sieve to retain more than 10 percent aggregate.
Asphalt concrete shall conform to the requirements for the mix type designated on the plans or elsewhere in the Contract for use.
At the Contractor’s option, an approved Warm Mix Asphalt (WMA) additive or process may be used to produce the asphalt concrete mix type designated.
Table II-12A – Standard Deviation is renamed Aggregate Properties and is replaced with the following:
TABLE II-12A
Aggregate Properties
| Mix Type |
| Coarse Aggregate Properties |
| Fine Aggregate |
Properties
F & E (5:1) % by weight
| 1 fractured face |
| 2 fractured faces |
SM-4.75A
SM-4.75D
SM-4.75E
| SM-9.0 A |
| 85% min. |
| 80% min. |
| 10% max.1 |
| 40% min. |
| 40% min. |
| SM-9.0 D |
| 85% min. |
| 80% min. |
| 10% max.1 |
| 45% min. |
| 45% min. |
| SM-9.0 E |
| 95% min. |
| 90% min. |
| 10% max.1 |
| 45% min. |
| 45% min. |
| SM-9.5 A |
| 85% min. |
| 80% min. |
| 10% max.1 |
| 45% min. |
| 45% min. |
| SM-9.5 D |
| 85% min. |
| 80% min. |
| 10% max.1 |
| 45% min. |
| 45% min. |
| SM-9.5 E |
| 95% min. |
| 90% min. |
| 10% max.1 |
| 45% min. |
| 45% min. |
| SM-12.5 A |
| 85% min. |
| 80% min. |
| 10% max.1 |
| 45% min. |
| 45% min. |
| SM-12.5 D |
| 85% min. |
| 80% min. |
| 10% max.1 |
| 45% min. |
| 45% min. |
| SM-12.5 E |
| 95% min. |
| 90% min. |
| 10% max.1 |
| 45% min. |
| 45% min. |
| IM-19.0 A |
| 85% min. |
| 80% min. |
| 10% max.1 |
| 45% min. |
| 45% min. |
| IM-19.0 D |
| 95% min. |
| 90% min. |
| 10% max.1 |
| 45% min. |
| 45% min. |
| IM-19.0 E |
| 95% min. |
| 90% min. |
| 10% max.1 |
| 45% min. |
| 45% min. |
| BM-25.0 |
| 80% min. |
| 75% min. |
| 10% max.1 |
| 45% min. |
| 45% min. |
110 percent measured at 5:1 on maximum to minimum dimensions
Table II-13 – Asphalt Concrete Mixtures: Design Range is replaced with the following:
TABLE II-13
Asphalt Concrete Mixtures: Design Range
Mix Type
Percentage by Weight Passing Square Mesh Sieves
| 1 1/2 in |
| 1 in |
| ¾ in |
| ½ in |
| 3/8 in |
| No. 4 |
| No. 8 |
| No. 16 |
| No. 30 |
| No. 50 |
| No. 200 |
SM-4.75 A,D,E
30-55
6-13
SM-9.0 A,D,E
| 1001 |
| 90-100 |
| 90 max. |
| 47-67 |
2-10
SM-9.5 A,D,E
23 max
2-10
SM-12.5 A,D,E
| 100 |
| 95-100 |
| 90 max. |
| 58-80 |
| 34-50 |
23 max
2-10
IM-19.0 A,D,E
| 100 |
| 90-100 |
| 90 max. |
| -- |
| -- |
| 28-49 |
2-8
| BM-25.0 |
| 100 |
| 90-100 |
| 90 max. |
| -- |
| -- |
| -- |
| 19-38 |
1-7
C (Curb Mix)
1A production tolerance of 1% will be applied to this sieve regardless of the number of tests in the lot.
Table II-14 – Mix Design Criteria is replaced with the following:
TABLE II-14
Mix Design Criteria
Production
VFA
Design
VFA (%)
Production
Min. VMA Fines/Asphalt Ratio
No. of Gyrations N Design
| SM4.75A 2, 4 |
| 3.0-6.0 |
| 70-75 |
| 70-80 |
| 16.5 |
| 1.0-2.0 |
| 50 |
| SM4.75D 2, 4 |
| 3.0-6.0 |
| 70-75 |
| 70-80 |
| 16.5 |
| 1.0-2.0 |
| 50 |
| SM4.75E 2, 4 |
| 3.0-6.0 |
| 70-75 |
| 70-80 |
| 16.5 |
| 1.0-2.0 |
| 50 |
| SM-9.0A 1,2 |
| 2.0-5.0 |
| 75-80 |
| 70-85 |
| 17.0 |
| 0.6-1.3 |
| 50 |
| SM-9.0D 1,2 |
| 2.0-5.0 |
| 75-80 |
| 70-85 |
| 17.0 |
| 0.6-1.3 |
| 50 |
| SM-9.0E 1,2 |
| 2.0-5.0 |
| 75-80 |
| 70-85 |
| 17.0 |
| 0.6-1.3 |
| 50 |
| SM-9.5A 1,2 |
| 2.0-5.0 |
| 75-80 |
| 70-85 |
| 16.0 |
| 0.7-1.3 |
| 50 |
| SM-9.5D 1,2 |
| 2.0-5.0 |
| 75-80 |
| 70-85 |
| 16.0 |
| 0.7-1.3 |
| 50 |
| SM-9.5E 1,2 |
| 2.0-5.0 |
| 75-80 |
| 70-85 |
| 16.0 |
| 0.7-1.3 |
| 50 |
| SM-12.5A 1,2 |
| 2.0-5.0 |
| 73-79 |
| 68-84 |
| 15.0 |
| 0.7-1.3 |
| 50 |
| SM-12.5D 1,2 |
| 2.0-5.0 |
| 73-79 |
| 68-84 |
| 15.0 |
| 0.7-1.3 |
| 50 |
| SM-12.5E 1,2 |
| 2.0-5.0 |
| 73-79 |
| 68-84 |
| 15.0 |
| 0.7-1.3 |
| 50 |
| IM-19.0A 1,2 |
| 2.0-5.0 |
| 69-76 |
| 64-83 |
| 14.0 |
| 0.6-1.3 |
| 50 |
| IM-19.0D 1,2 |
| 2.0-5.0 |
| 69-76 |
| 64-83 |
| 14.0 |
| 0.6-1.3 |
| 50 |
| IM-19.0E 1,2 |
| 2.0-5.0 |
| 69-76 |
| 64-83 |
| 14.0 |
| 0.6-1.3 |
| 50 |
| BM-25.0 2,3 |
| 0.5-3.5 |
| 67-87 |
| 67-92 |
| 12.0 |
| 0.6-1.3 |
| 50 |
1Binder content should be selected at 4.0% air voids for A and D mixes, 3.5% air voids for E mix.
2Fines-asphalt ratio is based on effective bindercontent.
3Base mix shall be designed at 2.0% air voids. BM-25.0shall have a minimum binder content of 4.6% unless otherwise approved by the Engineer.
4 Binder content shall be selected at 5.0 percent air voids.
Table II-14A- Recommended Performance Grade of Asphalt Cement is replaced with the following:
TABLE II-14A
Recommended Performance Grade of Asphalt Cement
| Mix Type |
| Percentage of Reclaimed Asphalt Pavement (RAP) in Mix |
| %RAP 25.0% |
| 25.0% < %RAP ≤ 30% |
| 25.0% < %RAP ≤ 35% |
| SM-4.75A, SM-9.0A, SM-9.5A, SM-12.5A |
| PG 64S-22 |
| PG 64S-22 |
| SM-4.75D, SM-9.0D, SM-9.5D, SM-12.5D |
| PG 64H-22 |
| PG 64S-22 |
| IM-19.0A |
| PG 64S-22 |
| PG 64S-22 |
| IM-19.0D |
| PG 64H-22 |
| PG 64S-22 |
PG 64S-22
211.02—Materials (h)- is replaced with the following
(h) An antistripping additive shall be used in all asphalt mixes. IAdditives may be hydrated lime or a chemical additive from the Materials Division Approved List No. 7 or a combination of both. When using an approved chemical additive, it shall be added at a rate of not less than 0.30 percent by weight of the total asphalt content of the mixture unless otherwise indicated on the Department’s Approved List No. 7.
211.02—Materials (m)- is replaced with the following
(m) Warm Mix Asphalt (WMA) additives or processes shall be approved by the Department prior to use and shall be obtained from the Department’s ApprovedList No. 66. When using an approved chemical additive, it shall be added at a rate of not less than 0.50 percent by weight of the total asphalt content of the mixture unless otherwise indicated on the Department’s ApprovedList No.66.
Section 211.03(d)8 – For surface mixes is replaced with the following:
For surface mixes, permeability test data shall be submitted in accordance with VTM-120 using either single point verification or the regression method for each surface mix having a different gradation. The specimen height shall be one inch for SM-4.75 mix types. If the average of the permeability results from the single point verification method exceeds 150 x 10-5 cm/sec, or if the regression method predicts a permeability exceeding 150 x 10-5 cm/sec at 7.5% voids, the Contractor shall redesign the mixture to produce a permeability number less than 150 x 10-5 cm/sec.
Section 211.04(a) – Types SM-9.0A, SM-9.0D, SM-9.0E, SM-9.5A, SM-9.5D, SM-9.5E, SM-12.5A, SM-12.5D, and SM-12.5E asphalt concrete is renamed Types SM-4.75A, SM-4.75D, SM-4.75E, SM-9.0A, SM-9.0D, SM-9.0E, SM-9.5A, SM-9.5D, SM-9.5E, SM-12.5A, SM-12.5D, and SM-12.5E asphalt concrete and replaced with the following:
Types SM-4.75A, SM-4.75D, SM-4.75E, SM-9.0A, SM-9.0D, SM-9.0E, SM-9.5A, SM-9.5D, SM-9.5E, SM-12.5A, SM-12.5D, and SM-12.5E 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 binder.
For all surface mixes, except where otherwise noted, no more than 5% of the aggregate retained on the No. 4 sieve and no more than 20% of the total aggregate may be polish-susceptible. At the discretion of the Engineer, SM-9.5AL or SM-12.5AL may be specified and polish susceptible aggregates may be used (without percentage limits).
Unless Type C (curb mix) is specified in the Contract, SM-9.0, SM-9.5, and SM-12.5 mix types are acceptable for use in the construction of asphalt curbing.
Section 211.04(e) – Type SM-9.5, SM-12.5, IM-19.0 and BM-25.0 asphalt concrete is renamed Type SM-4.75, SM-9.5, SM-12.5, IM-19.0 and BM-25.0 asphalt concrete and amended to replace the first paragraph with the following:
Type SM-4.75, SM-9.0, SM-9.5, SM-12.5, IM-19.0 and BM-25.0 asphalt concrete may be designated E (polymer modified), or stabilized (S). Asphalt concrete mixtures with the E designation may not be stabilized.
Table II-15 – Process Tolerance is replaced with the following:
TABLE II-15
Process Tolerance
Tolerance on Each Laboratory Sieve and Binder Content: Percent Plus and Minus
| No. Tests |
| Top Size1 |
| 1 ½” |
| 1” |
| ¾” |
| ½” |
| 3/8” |
| No. 4 |
| No. 8 |
| No. 16 |
| No. 30 |
| No. 50 |
| No. 200 |
| A.C. |
| 1 |
| 0.0 |
| 8.0 |
| 8.0 |
| 8.0 |
| 8.0 |
| 8.0 |
| 8.0 |
| 8.0 |
| 8.0 |
| 6.0 |
| 5.0 |
| 2.0 |
| .60 |
| 2 |
| 0.0 |
| 5.7 |
| 5.7 |
| 5.7 |
| 5.7 |
| 5.7 |
| 5.7 |
| 5.7 |
| 5.7 |
| 4.3 |
| 3.6 |
| 1.4 |
| 0.43 |
| 3 |
| 0.0 |
| 4.4 |
| 4.4 |
| 4.4 |
| 4.4 |
| 4.4 |
| 4.4 |
| 4.4 |
| 4.4 |
| 3.3 |
| 2.8 |
| 1.1 |
| 0.33 |
| 4 |
| 0.0 |
| 4.0 |
| 4.0 |
| 4.0 |
| 4.0 |
| 4.0 |
| 4.0 |
| 4.0 |
| 4.0 |
| 3.0 |
| 2.5 |
| 1.0 |
| 0.30 |
| 5 |
| 0.0 |
| 3.6 |
| 3.6 |
| 3.6 |
| 3.6 |
| 3.6 |
| 3.6 |
| 3.6 |
| 3.6 |
| 2.7 |
| 2.2 |
| 0.9 |
| 0.27 |
| 6 |
| 0.0 |
| 3.3 |
| 3.3 |
| 3.3 |
| 3.3 |
| 3.3 |
| 3.3 |
| 3.3 |
| 3.3 |
| 2.4 |
| 2.0 |
| 0.8 |
| 0.24 |
| 7 |
| 0.0 |
| 3.0 |
| 3.0 |
| 3.0 |
| 3.0 |
| 3.0 |
| 3.0 |
| 3.0 |
| 3.0 |
| 2.3 |
| 1.9 |
| 0.8 |
| 0.23 |
| 8 |
| 0.0 |
| 2.8 |
| 2.8 |
| 2.8 |
| 2.8 |
| 2.8 |
| 2.8 |
| 2.8 |
| 2.8 |
| 2.1 |
| 1.8 |
| 0.7 |
| 0.21 |
| 12 |
| 0.0 |
| 2.3 |
| 2.3 |
| 2.3 |
| 2.3 |
| 2.3 |
| 2.3 |
| 2.3 |
| 2.3 |
| 1.7 |
| 1.4 |
| 0.6 |
| 0.17 |
1Defined as the sieve that has 100% passing as defined in Table II-13.
Section 211.08 – Acceptance is amended by replacing the sixth paragraph with the following:
Binder content will be measured as extractable binder or weight after ignition. The Contractor shall submit a copy of burn tickets from an ignition oven to the Engineer and all the original tickets shall be available upon Engineer’s request. The Engineer shall be notified within 24 hours from testing of a report edit if the date and time on a ticket do not match information submitted in PLAID.Original tickets shall be maintained on file by the Contractor for a period of 5 years or until final acceptance of the applicable contract, whichever is greater.
Section 211.09 – Adjustment System is amended by replacing the first paragraph and following table with the following:
If a lot of material does not conform to the acceptance requirements of Section 211.08, the Department will determine adjustment points as follows:
Adjustment Points for Each 1% the Gradation Is Outside the Process Tolerance Permitted In Table II-15
| Sieve Size |
| (Applied in 0.1% increments) |