AASHTO M 319-02(2015)

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Standard Specification for

Reclaimed Concrete

Aggregate for Unbound

Soil-Aggregate Base Course

AASHTO Designation: M 319-02 (2015)

American Association of State Highway and Transportation Officials

444 North Capitol Street N.W., Suite 249

Washington, D.C. 20001

TS-1a M 319-1 AASHTO

Standard Specification for

Reclaimed Concrete Aggregate for

Unbound Soil-Aggregate Base Course

AASHTO Designation: M 319-02 (2015)

1. SCOPE

1.1. This specification covers the use of reclaimed concrete aggregate as an unbound granular base

course material. When properly processed, hauled, spread, and compacted on a prepared grade to

appropriate density standards, reclaimed concrete aggregate used alone or blended with natural or

crushed aggregate can be expected to provide adequate stability and load support for use as road or

highway base courses. The approach presented in this specification is suitable for the satisfactory

installation of a reclaimed concrete aggregate base course. However, local experience, practices,

or materials that have been successfully applied may be used in lieu of this specification. This

specification is not intended for use in base courses in locations where surfacing will not be placed

over the base course.

1.2. Since reclaimed concrete aggregate is a recycled material, various state and local jurisdiction laws

and regulations may be applicable. The user of this specification is cautioned to contact state and

local environmental and other local regulators to determine what requirements are appropriate.

1.3. The values stated in SI units are to be regarded as the standard. The English unit equivalents

shown in parentheses may be appropriate, except with regard to sieve sizes and aggregate size as

determined by the use of testing sieves, in which case the standard SI designation shown is the

standard, as required by M 92.

Note 1—The engineer is cautioned to provide appropriate construction specifications to ensure

compaction to an extent that further densification of the compacted pavement from traffic loadings

will be insignificant. At the time of placement, the reclaimed concrete aggregate material shall

contain moisture approximately equal to the optimum moisture content necessary to make certain

that the design density requirements are obtained when the material is compacted. Reclaimed

concrete aggregate can be expected to exhibit higher absorption than natural aggregate materials.

Accordingly, the engineer should expect to experience moderately higher optimum moisture

content values than would be expected with natural aggregate materials. The reclaimed concrete

aggregate shall be compacted using vibratory or other proven effective rollers or tampers to

achieve the required density results. Further discussion of compaction issues is presented in

Appendix X1.

Note 2—The engineer should be aware of the highly alkaline nature of reclaimed concrete

aggregate, the relatively high degree of solubility of these alkaline materials, and the potential

increase in pH that could occur in waters percolating through a reclaimed concrete aggregate base.

Depending on the sensitivity of local soils, surface waters, and groundwater to the presence of

alkaline material, the engineer should set appropriate limits on the proximity of placement of

reclaimed concrete aggregate relative to groundwater and surface waters. Additionally, the

presence of water percolating through reclaimed concrete aggregate will induce a corrosive

solution with a pH of approximately 11 to 12. Therefore, reclaimed concrete aggregate shall not be

used in the vicinity of metal culverts, such as aluminum culverts, that are sensitive to highly

alkaline environments.

Note 3—The engineer is cautioned to prevent, or minimize when possible, the use of reclaimed

concrete aggregate over a geotextile drainage layer, gravel drain fields, drain field piping, or open

TS-1a M 319-2 AASHTO

soil-lined stormwater retention or detention facilities. Soluble minerals rich in calcium salts and

calcium hydroxide can be hydraulically transported from the reclaimed concrete aggregate

material. When this occurs and the reclaimed concrete aggregate is located above such porous

drainage systems, there is a tendency for the referenced minerals to precipitate out of solution and

bind the drainage structure. The mineral deposits formed are sometimes referred to as tufa-like or

portlandite deposits. Over time the permeability of the drainage system can be reduced. Further

discussion of this topic and recommended drainage evaluation procedures are presented in

Appendix X2.

Note 4—The engineer should be aware that reclaimed concrete aggregate used as a base course

could, with time, gain strength and exhibit a corresponding loss of permeability in the base course

layer. This is due to residual cementitious reactions in the concrete material. If the base course is

intended for use as a drainage layer, then the fine portion of the reclaimed concrete aggregate

should be removed or modified to reduce the potential for this occurrence.

Note 5—The engineer is cautioned that some reclaimed concrete aggregate materials will yield

high soundness loss values when subjected to conventional sulfate soundness testing methods, and

such testing methods may not be suitable for reclaimed concrete aggregate soundness testing.

Further discussion of this topic is presented in Section 6.3 and Appendix X3.

Note 6—The engineer is cautioned to ensure that reclaimed concrete source materials are not

contaminated with extraneous solid waste or hazardous materials. Methods and criteria for

examining and approving reclaimed concrete materials prior to use should be established by the

specifying jurisdiction. This provision is further addressed in Section 7.3.

2. REFERENCED DOCUMENTS

2.1. AASHTO Standards:

 M 92, Wire-Cloth Sieves for Testing Purposes

 M 146, Terms Relating to Subgrade, Soil-Aggregate, and Fill Materials

 M 147, Materials for Aggregate and Soil-Aggregate Subbase, Base, and Surface Courses

 R 58, Dry Preparation of Disturbed Soil and Soil-Aggregate Samples for Test

 T 2, Sampling of Aggregates

 T 11, Materials Finer Than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing

 T 27, Sieve Analysis of Fine and Coarse Aggregates

 T 88, Particle Size Analysis of Soils

 T 89, Determining the Liquid Limit of Soils

 T 90, Determining the Plastic Limit and Plasticity Index of Soils

 T 96, Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in

the Los Angeles Machine

 T 99, Moisture-Density Relations of Soils Using a 2.5-kg (5.5-lb) Rammer and a 305-mm

(12-in.) Drop

 T 103, Soundness of Aggregates by Freezing and Thawing

 T 104, Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate

 T 176, Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test

 T 180, Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm

(18-in.) Drop

 T 193, The California Bearing Ratio

 T 307, Determining the Resilient Modulus of Soils and Aggregate Materials

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摘要：

AASHTO M 319-02(2015) 是美国国家公路与运输官员协会发布的关于回收塑料在桥梁与公路结构中应用的标准规范。该规范最初于2002年制定，2015年经重新确认，为使用回收塑料材料制造桥梁构件（如板桩、挡土墙及临时结构）提供了材料性能、测试方法和质量控制要求。文档旨在推动可持续基础设施发展，同时确保回收塑料构件在结构强度、耐久性和环境适应性方面满足安全标准。适用于工程设计人员、材料供应商和公路建设机构，在选用和验收此类新型环保材料时提供技术依据。

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