ASTM D4223/D4223M-20

This document is not an ASTM standard and is intended only to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Because
it may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current version
of the standard as published by ASTM is to be considered the official document.
Designation: D4223/D4223M − 12 D4223/D4223M − 20
Standard PracticePractices for
Preparation of Test Specimens of Asphalt-Stabilized Soils
This standard is issued under the fixed designation D4223/D4223M; the number immediately following the designation indicates the
year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last
reapproval. A superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope*
1.1 This practicestandard covers the selection and proportioning of soils and emulsified or cutback asphalts and the fabrication of
100-mm [4-in.] diameter by 65-mm [2.5-in.] high test specimens.
1.2 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice
D6026.
1.2.1 The procedures used to specify how data are collected/recorded or calculated in the standard are regarded as industry
standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not
consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the users objectives;
and it is common practice to increase or reduce significant digits of reported data to be commensurate with these considerations.
It is beyond the scope of this standard to consider significant digits used in analysis methods for engineering design.
1.3 Units—The values stated in either SI units or inch-pound units [presented in brackets] are to be regarded separately as
standard. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of
the other. Combining values from the two systems may result in non-conformance with the standard.
1.3.1 The gravitational system of inch-pound units is used when dealing with inch-pound units. In this system, the pound (lbf)
represents a unit of force (weight) while the unit for mass is slugs. The rationalized slug unit is not given, unless dynamic (F=ma)
calculations are involved.
1.3.2 It is common practice in the engineering/construction profession to concurrently use pounds to represent both a unit of mass
(lbm) and of force (lbf). This implicitly combines two separate systems of units; that is, the absolute system and the gravitational
system. It is scientifically undesirable to combine the use of two separate sets of inch-pound units within a single standard. As
stated, this standard includes the gravitational system of inch-pound units and does not use/present the slug unit for mass. However,
the use of balances or scales recording pounds of mass (lbm) or recording in lbm/ft shall not be regarded as nonconformance with
this standard.
1.4 This practicestandard offers a set of instructions for performing one or more specific operations. This document cannot replace
education or experience and should be used in conjunction with professional judgment. Not all aspects of this practicestandard
may be applicable in all circumstances. This ASTM standard is not intended to represent or replace the standard of care by which
the adequacy of a given professional service must be judged, nor should this document be applied without consideration of a
project’s many unique aspects. The word “Standard” in the title of this document means only that the document has been approved
through the ASTM consensus process.
This practice isThese practices are under the jurisdiction of ASTM Committee D18 on Soil and Rock and is the direct responsibility of Subcommittee D18.15 on
Stabilization With Admixtures.
Current edition approved Jan. 1, 2012Nov. 1, 2020. Published February 2012November 2020. Originally approved in 1983. Last previous edition approved in 20062012
as D4223–99(2006).D4223/D4223M–12. DOI: 10.1520/D4223_D4223M-12.
*A Summary of Changes section appears at the end of this standard
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D4223/D4223M − 20
1.5 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility
of the user of this standard to establish appropriate safety safety, health, and healthenvironmental practices and determine the
applicability of regulatory limitations prior to use.
1.6 This international standard was developed in accordance with internationally recognized principles on standardization
established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued
by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
2. Referenced Documents
2.1 ASTM Standards:
C117 Test Method for Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing
C136 Test Method for Sieve Analysis of Fine and Coarse Aggregates
D8 Terminology Relating to Materials for Roads and Pavements
D75 Practice for Sampling Aggregates
D653 Terminology Relating to Soil, Rock, and Contained Fluids
D977 Specification for Emulsified Asphalt
D1074 Test Method for Compressive Strength of Asphalt Mixtures
D1188 Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Coated Samples
D1559 Test Method for Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus (Withdrawn 1998)
D1560 Test Methods for Resistance to Deformation and Cohesion of Asphalt Mixtures by Means of Hveem Apparatus
D1561 Practice for Preparation of Bituminous Mixture Test Specimens by Means of California Kneading Compactor
D2026 Specification for Cutback Asphalt (Slow-Curing Type)
D2027 Specification for Cutback Asphalt (Medium-Curing Type)
D2028 Specification for Cutback Asphalt (Rapid-Curing Type)
D2216 Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
D2397 Specification for Cationic Emulsified Asphalt
D2419 Test Method for Sand Equivalent Value of Soils and Fine Aggregate
D2726 Test Method for Bulk Specific Gravity and Density of Non-Absorptive Compacted Asphalt Mixtures
D3740 Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in
Engineering Design and Construction
D4123 Test Method for Indirect Tension Test for Resilient Modulus of Bituminous Mixtures (Withdrawn 2003)
D4318 Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
D6026 Practice for Using Significant Digits in Geotechnical Data
D6926 Practice for Preparation of Asphalt Mixture Specimens Using Marshall Apparatus
3. Terminology
3.1 Refer to Terminology D653 for terms relating to soils and to Terminology D8 for terms relating to asphalt.
4. Summary of Practice
4.1 This standard provides two different compaction method alternatives to produce samples for evaluating the performance of
various percentages of asphalt emulsions or cutbacks mixed with fine grained soils.
5. Significance and Use
5.1 This practicestandard is intended for the preparation of standard specimens of soil-asphalt mixtures suitable for tests of Test
Methods D1559, D1560, D1561, D4123, and other tests using specimens of the above dimensions. This practicestandard is limited
to only fine-grained soils as defined in 6.17.1.
NOTE 1—The quality of the results produced by this practicestandard is dependent on the competence of the personnel performing it and the suitability
of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing,
sampling, inspection, and so forth. Users of this practicestandard are cautioned that compliance with Practice D3740 does not in itself ensure reliable
results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM Standards
volume information, refer to the standard’s Document Summary page on the ASTM website.
The last approved version of this historical standard is referenced on www.astm.org.
D4223/D4223M − 20
4. Terminology
4.1 Refer to Terminology D653 for terms relating to soils and to Terminology D8 for terms relating to asphalt.
6. Apparatus
6.1 All testing equipment is described in the appropriate standards given in Section 2 of this practice.standard.
7. Materials
7.1 Soils, shall be combinations of sand, silt, and clay-size materials generally encountered in ground deposits and containing not
more than 25 % of material larger than the 4.75 mm (No. 4) sieve. The types of soils considered to be suitable for stabilization
with emulsified or cutback asphalts are sands, silty sands, and other fine-grained soils of low plasticity. Generally, a suitable soil
will have a sand equivalent test value not less than 25 determined in accordance with Test Method D2419, and the product obtained
by mutiplyingmultiplying the plasticity index as determined in accordance with Test Method D4318, by the percent passing the
75 μm (No. 200) sieve will not be more than 60.
7.1.1 Soils having more than 25 % passing the 745 μm (No. 200) sieve or a sand equivalent value below 25 are considered
borderline prospects for suitable stabilization with asphalt. Continuation under this practicestandard for such soils should be
considered exploratory. However, a soil may still be judged suitable on the basis of subsequent testing, depending on criteria set
for the specific objective of the stabilization project.
7.2 Bituminous Material, shall be an emulsified asphalt as specified in Specifications D977 or D2397, or a cutback asphalt as
specified in Specifications D2026, D2027, or D2028, the type and grade to be as specified.
7.3 Potable Water, shall be used in preparing mixtures where required.
8. Preparation of Soil
8.1 Sample the soil in accordance with Practice D75.
8.2 Pulverize approximately 4.5 kg [10 lb] of the air-dry soil in such a manner as to separate the soil particles without reducing
the individual particle sizes and screen through a 4.75-mm (No. 4) sieve. Record the percentage retained on the 4.75-mm (No. 4)
sieve. Screen the soil passing the 4.75-mm (No. 4) sieve through the 2.00-mm (No. 10) sieve, and if soil-binder aggregations are
retained on the 2.00-mm (No. 10) sieve, further pulverize them to break down the aggregations without reducing the individual
particle sizes.
8.3 Combine and thoroughly mix the material passing the 4.75-mm (No. 4) sieve with the material passing the 2.00-mm (No. 10)
sieve and store in tightly closed containers.
8.4 The material retained on the 4.75-mm (No. 4) sieve may be reintroduced into the mix at this point, provided it does not exceed
10 % of the total combined weight of all fractions, and the maximum size is not greater than the 19.0-mm ( ⁄4-in.) sieve.
9. Water Content, Sieve Analysis, and Sand Equivalent
9.1 Water Content—Determine the water content of at least a 500-g [1 lb] sample of the air-dried soil in accordance with Method
D2216. Record water content for use in calculating the dry mass of air-dried soil.
9.2 Sieve Analysis—Determine the amount passing the 75 μm (No. 200) sieve on the dry soil of 8.19.1 in accordance with Test
Method C117 (wash test). Determine grain size distribution on the same sample in accordance with Method C136 using the
following sieve sizes: Nos. 4, 8, 16, 30, 50, 100, and 200.
9.3 Sand Equivalent—Determine the sand equivalent value on a representative sample of the air-dried soil in accordance with Test
Method D2419.
D4223/D4223M − 20
10. Preparation of Mixtures
10.1 Emulsified Asphalt:
10.1.1 Mix Proportions—The emulsified asphalt contents of three trial mixes are estimated by using the centrifuge kerosene
equivalent (CKE) test. The oil ratio determined by the CKE test is multiplied by the factors of 1.1, 1.4, and 1.7 to establish the
emulsion contents, in percent by dry weight of soil, for the trial mixes.
10.1.2 Should the residue asphalt content of the emulsion be other than 60 %, a correction should be made as follows:
emulsion content,%30.60
Corrected emulsion content,%5 (1)
actual residue,%
10.1.3 Mixing Test:
10.1.3.1 To evaluate the ability of the emulsified asphalt to disperse uniformly throughout the mix and to judge mix workability,
weigh out approximately 500 g [1 lb] of dry soil (corrected for water content recorded in 8.19.1), place in mixing bowl, and add
the minimum amount of water to achieve wetting, and mix for 30 s. Normally, this is just enough water to darken the aggregate
particles.
10.1.3.2 Add emulsified asphalt in the amount of 1.4 × CKE oil ratio by dry weight of soil, and mix for an additional 30 s with
the laboratory mechanical mixer to simulate field mixing operations (if laboratory mixer is not available, a 2-min spoon bowl
mixing is sufficient). Reject a mix which strips or stiffens excessively and make an additional mixture with an additional increment
of water. Repeat procedures described in 9.1.3.110.1.3.1 and 9.1.3.210.1.3.2 until a mix of adequate appearance and workability
is obtained.
10.1.3.3 Should mixes become excessively watery and segregate on standing without passing through an adequate appearing and
workable phase as additional increments of water are added, start over with another type or grade of asphalt emulsion being
considered for the project.
10.1.3.4 Take approximately
...