ASTM D7382-08
(Test Method)Standard Test Methods for Determination of Maximum Dry Unit Weight and Water Content Range for Effective Compaction of Granular Soils Using a Vibrating Hammer (Withdrawn 2017)
Standard Test Methods for Determination of Maximum Dry Unit Weight and Water Content Range for Effective Compaction of Granular Soils Using a Vibrating Hammer (Withdrawn 2017)
SIGNIFICANCE AND USE
For many cohesionless, free-draining soils, the maximum dry unit weight is one of the key components in evaluating the state of compactness of a given soil mass that is either naturally occurring or is constructed (fill).
Soil placed as an engineered fill is compacted to a dense state to obtain satisfactory engineering properties such as shear strength, compressibility, permeability, or combinations thereof. Also, foundation soils are often compacted to improve their engineering properties. Laboratory compaction tests provide the basis for determining the percent compaction and water content needed at the time of compaction to achieve the required engineering properties, and for controlling construction to assure that the required unit weights and water contents are achieved.
It is generally recognized that percent compaction is a good indicator of the state of compactness of a given soil mass. However, the engineering properties, such as strength, compressibility, and permeability of a given soil, compacted by various methods to a given state of compactness can vary considerably. Therefore, considerable engineering judgment must be used in relating the engineering properties of soil to the state of compactness.
Experience indicates that the construction control aspects discussed in 5.2 are extremely difficult to implement or yield erroneous results when dealing with certain soils. 5.4.1, 5.4.2, and 5.4.3 describe typical problem soils, the problems encountered when dealing with such soils, and possible solutions to these problems.
Degradation—Soils containing particles that degrade during compaction are a problem, especially when more degradation occurs during laboratory compaction than field compaction, as is typical. Degradation typically occurs during the compaction of a granular-residual soil or aggregate. When degradation occurs, the maximum dry unit weight increases so that the laboratory maximum value is not representative of field conditions. Often,...
SCOPE
1.1 These test methods cover the determination of the maximum dry unit weight and water content range for effective compaction of granular soils. A vibrating hammer is used to impart a surcharge and compactive effort to the soil specimen.
1.2 These test methods apply to soils with up to 35 %, by dry mass, passing a No. 200 (75-μm) sieve if the portion passing the No. 40 (425-μm) sieve is nonplastic.
1.3 These test methods apply to soils with up to 15 %, by dry mass, passing a No. 200 (75-μm) sieve if the portion passing the No. 40 (425-μm) sieve exhibits plastic behavior.
1.4 These test methods apply to soils in which 100 %, by dry mass, passes the 2-in. (50-mm) sieve.
1.5 These test methods apply only to soils (materials) that have 30 % or less, by dry mass of their particles retained on the ¾-in. (19.0-mm) sieve.
Note 1—For relationships between unit weights and water contents of soils with 30 % or less, by dry mass, of material retained on the ¾-in. (19.0-mm) sieve to unit weights and water contents of the fraction passing the ¾-in. (19.0-mm) sieve, see Practice D 4718.
1.6 These test methods will typically produce a higher maximum dry density/unit weight for the soils specified in 1.2 and 1.3 than that obtained by impact compaction in which a well-defined moisture-density relationship is not apparent. However, for some soils containing more than 15 % fines, the use of impact compaction (Test Methods D 698 or D 1557) may be useful in evaluating what is an appropriate maximum index density/unit weight.
1.7 Two alternative test methods are provided, with the variation being in mold size. The method used shall be as indicated in the specification for the material being tested. If no method is specified, the choice should be based on the maximum particle size of the material.
1.7.1 Method A:
1.7.1.1 Mold—6-in. (152.4-mm) diameter.
1.7.1.2 Material—Passing ¾-in. (19.0-mm) sieve and consistent with t...
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Designation: D7382 − 08
Standard Test Methods for
Determination of Maximum Dry Unit Weight and Water
Content Range for Effective Compaction of Granular Soils
1
Using a Vibrating Hammer
This standard is issued under the fixed designation D7382; 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* 1.7.1 Method A:
1.7.1.1 Mold—6-in. (152.4-mm) diameter.
1.1 These test methods cover the determination of the
3
1.7.1.2 Material—Passing ⁄4-in. (19.0-mm) sieve and con-
maximumdryunitweightandwatercontentrangeforeffective
sistent with the requirements of 1.2 and 1.3.
compaction of granular soils. A vibrating hammer is used to
1.7.1.3 Layers—Three.
impart a surcharge and compactive effort to the soil specimen.
1.7.1.4 Time of Compaction per layer—60 65s.
1.2 These test methods apply to soils with up to 35 %, by
1.7.2 Method B:
dry mass, passing a No. 200 (75-µm) sieve if the portion
1.7.2.1 Mold—11-in. (279.4-mm) diameter.
passing the No. 40 (425-µm) sieve is nonplastic.
1.7.2.2 Material—Passing 2-in. (50-mm) sieve and consis-
1.3 These test methods apply to soils with up to 15 %, by
tent with the requirements of 1.2 and 1.3.
dry mass, passing a No. 200 (75-µm) sieve if the portion
1.7.2.3 Layers—Three.
passing the No. 40 (425-µm) sieve exhibits plastic behavior.
1.7.2.4 Time of Compaction per layer—52 6 5 s at each of
1.4 These test methods apply to soils in which 100 %, by
8 locations.
dry mass, passes the 2-in. (50-mm) sieve.
NOTE 2—Method A (with the correction procedure of Practice D4718,
1.5 These test methods apply only to soils (materials) that
if appropriate), has been shown (reference thesis or paper) to provide
consistent results with Method B. Therefore, for ease of operations, it is
have 30 % or less, by dry mass of their particles retained on the
3 highly recommended to use Method A, unless Method B is required due
⁄4-in. (19.0-mm) sieve.
to soil gradations not meeting Practice D4718.
NOTE 1—For relationships between unit weights and water contents of
NOTE 3—Results have been found to vary slightly when a material is
3
soils with 30 % or less, by dry mass, of material retained on the ⁄4-in.
tested at the same compaction effort in different size molds.
(19.0-mm) sieve to unit weights and water contents of the fraction passing
3
the ⁄4-in. (19.0-mm) sieve, see Practice D4718.
1.7.3 Either method, A or B, can be performed with the
1.6 These test methods will typically produce a higher material in an oven-dried or wet/saturated state, whichever
provides the maximum dry unit weight.
maximum dry density/unit weight for the soils specified in 1.2
and 1.3 than that obtained by impact compaction in which a
1.8 If the test specimen contains more than 5 % by mass of
well-defined moisture-density relationship is not apparent.
oversize fraction (coarse fraction) and the material will not be
However, for some soils containing more than 15 % fines, the
included in the test, corrections must be made to the unit
use of impact compaction (Test Methods D698 or D1557) may
weight and water content of the test specimen or to the
be useful in evaluating what is an appropriate maximum index
appropriate field in-place density test specimen using Practice
density/unit weight.
D4718.
1.7 Two alternative test methods are provided, with the
1.9 This test method causes a minimal amount of degrada-
variation being in mold size. The method used shall be as
tion(particlebreakdown)ofthesoil.Whendegradationoccurs,
indicatedinthespecificationforthematerialbeingtested.Ifno
typically there is an increase in the maximum unit weight
method is specified, the choice should be based on the
obtained, and comparable test results may not be obtained
maximum particle size of the material.
when different size molds are used to test a given soil. For soils
where degradation is suspected, a sieve analysis of the speci-
men should be performed before and after the compaction test
1
These test methods are under the jurisdiction ofASTM Committee D18 on Soil
to determine the amount of degradation.
and Rock and are the direct responsibility of Subcommittee D18.03 on Texture,
Plasticity and Density Characteristics of Soils.
1.10 Units—The values stated in either SI units or inch-
Current edition approved Nov. 1, 2008. Published November 2008. Originally
pound units are to be regarded separately as standard. The
approved in 2007. Last previous edition approved in 2007 as D7382 – 07. DOI:
10.1520/D7382-08. values stated in each system may not be exact equivalents;
*A Summary of Changes section appears at the end of this standard
Copyright © ASTM Intern
...
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:D7382–07 Designation:D7382–08
Standard Test Methods for
Determination of Maximum Dry Unit Weight and Water
Content Range for Effective Compaction of Granular Soils
1
Using a Vibrating Hammer
This standard is issued under the fixed designation D 7382; 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 These test methods cover the determination of the maximum dry unit weight and water content range for effective
compaction of granular soils. A vibrating hammer is used to impart a surcharge and compactive effort to the soil specimen.
1.2 These test methods apply to soils with up to 35 %, by dry mass, passing a No. 200 (75-µm) sieve if the portion passing the
No. 40 (425-µm) sieve is nonplastic.
1.3 These test methods apply to soils with up to 15 %, by dry mass, passing a No. 200 (75-µm) sieve if the portion passing the
No. 40 (425-µm) sieve exhibits plastic behavior.
1.4 These test methods apply to soils in which 100 %, by dry mass, passes the 2-in. (50-mm) sieve.
3
1.5 These test methods apply only to soils (materials) that have 30 % or less, by dry mass of their particles retained on the ⁄4-in.
(19.0-mm) sieve.
3
NOTE 1—Forrelationshipsbetweenunitweightsandwatercontentsofsoilswith30 %orless,bydrymass,ofmaterialretainedonthe ⁄4-in.(19.0-mm)
3
sieve to unit weights and water contents of the fraction passing the ⁄4-in. (19.0-mm) sieve, see Practice D 4718.
1.6 These test methods will typically produce a higher maximum dry density/unit weight for the soils specified in 1.2 and 1.3
than that obtained by impact compaction in which a well-defined moisture-density relationship is not apparent. However, for some
soils containing more than 15 % fines, the use of impact compaction (Test Methods D 698 or D 1557) may be useful in evaluating
what is an appropriate maximum index density/unit weight.
1.7 Two alternative test methods are provided, with the variation being in mold size. The method used shall be as indicated in
the specification for the material being tested. If no method is specified, the choice should be based on the maximum particle size
of the material.
1.7.1 Method A:
1.7.1.1 Mold—6-in. (152.4-mm) diameter.
3
1.7.1.2 Material—Passing ⁄4-in. (19.0-mm) sieve and consistent with the requirements of 1.2 and 1.3.
1.7.1.3 Layers—Three.
1.7.1.4 Time of Compaction per layer—60 65s.
1.7.2 Method B:
1.7.2.1 Mold—11-in. (279.4-mm) diameter.
1.7.2.2 Material—Passing 2-in. (50-mm) sieve and consistent with the requirements of 1.2 and 1.3.
1.7.2.3 Layers—Three.
1.7.2.4 Time of Compaction per layer—52 6 5 s at each of 8 locations.
NOTE 2—MethodA(with the correction procedure of Practice D 4718, if appropriate), has been shown (reference thesis or paper) to provide consistent
results with Method B. Therefore, for ease of operations, it is highly recommended to use MethodA, unless Method B is required due to soil gradations
not meeting Practice D 4718.
NOTE 3—Results have been found to vary slightly when a material is tested at the same compaction effort in different size molds.
1.7.3 Either method,Aor B, can be performed with the material in an oven-dried or wet/saturated state, whichever provides the
maximum dry unit weight.
1.8 If the test specimen contains more than 5 % by mass of oversize fraction (coarse fraction) and the material will not be
included in the test, corrections must be made to the unit weight and water content of the test specimen or to the appropriate field
in-place density test specimen using Practice D 4718.
1
These test methods are under the jurisdiction ofASTM Committee D18 on Soil and Rock and are the direct responsibility of Subcommittee D18.03 onTexture, Plasticity
and Density Characteristics of Soils.
Current edition approved Sept. 1, 2007. Published October 2007.
Current edition approved Nov. 1, 2008. Published November 2008. Originally approved in 2007. Last previous edition approved in 2007 as D 7382 – 07.
*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.
1
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D7382–08
1.9 This test method causes a minimal amount of degradation (particle breakdown) of the soil. When degradation occurs,
typically there is
...
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