ASTM D3999-11
(Test Method)Standard Test Methods for the Determination of the Modulus and Damping Properties of Soils Using the Cyclic Triaxial Apparatus
Standard Test Methods for the Determination of the Modulus and Damping Properties of Soils Using the Cyclic Triaxial Apparatus
SIGNIFICANCE AND USE
The cyclic triaxial test permits determination of the secant modulus and damping coefficient for cyclic axial loading of a prismatic soil specimen in hydrostatically consolidated, undrained conditions. The secant modulus and damping coefficient from this test may be different from those obtained from a torsional shear type of test on the same material.
The secant modulus and damping coefficient are important parameters used in dynamic, performance evaluation of both natural and engineered structures under dynamic or cyclic loads such as caused by earthquakes, ocean wave, or blasts. These parameters can be used in dynamic response analyses including, finite elements, finite difference, and linear or non-linear analytical methods.
Note 1—The quality of the result produced by this standard 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/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
SCOPE
1.1 These test methods cover the determination of the modulus and damping properties of soils in either intact or reconstituted states by either load or stroke controlled cyclic triaxial techniques. The standard is focused on determining these properties for soils in hydrostatically consolidated, undrained conditions.
1.2 The cyclic triaxial properties of initially saturated or unsaturated soil specimens are evaluated relative to a number of factors including: strain level, density, number of cycles, material type, and effective stress.
1.3 These test methods are applicable to both fine-grained and coarse-grained soils as defined by the unified soil classification system or by Classification D2487. Test specimens may be intact or reconstituted by compaction in the laboratory.
1.4 Two test methods are provided for using a cyclic loader to determine the secant Young's modulus (E) and damping coefficient (D) for a soil specimen. The first test method (A) permits the determination of E and D using a constant load apparatus. The second test method (B) permits the determination of E and D using a constant stroke apparatus. The test methods are as follows:
1.4.1 Test Method A—This test method requires the application of a constant cyclic load to the test specimen. It is used for determining the secant Young's modulus and damping coefficient under a constant load condition.
1.4.2 Test Method B—This test method requires the application of a constant cyclic deformation to the test specimen. It is used for determining the secant Young's modulus and damping coefficient under a constant stroke condition.
1.5 The development of relationships to aid in interpreting and evaluating test results are left to the engineer or office requesting the test.
1.6 Limitations—There are certain limitations inherent in using cyclic triaxial tests to simulate the stress and strain conditions of a soil element in the field during an earthquake, with several summarized in the following sections. With due consideration for the factors affecting test results, carefully conducted cyclic triaxial tests can provide data on the cyclic behavior of soils with a degree of accuracy adequate for meaningful evaluations of modulus and damping coefficient below a shearing strain level of 0.5 %.
1.6.1 Nonuniform stress conditions within the test specimen are imposed by the specimen end platens.
1.6.2 A 90° change in the direction of the major principal stress occurs during the two halves of the loading cycle on isotropically confined specimens.
1.6.3 The maximum cyclic axial stress that can be applied to a saturated specimen is controlled by t...
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Designation: D3999 − 11
StandardTest Methods for
the Determination of the Modulus and Damping Properties
1
of Soils Using the Cyclic Triaxial Apparatus
This standard is issued under the fixed designation D3999; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope* 1.6 Limitations—There are certain limitations inherent in
using cyclic triaxial tests to simulate the stress and strain
1.1 These test methods cover the determination of the
conditions of a soil element in the field during an earthquake,
modulus and damping properties of soils in either intact or
with several summarized in the following sections. With due
reconstituted states by either load or stroke controlled cyclic
consideration for the factors affecting test results, carefully
triaxial techniques. The standard is focused on determining
conducted cyclic triaxial tests can provide data on the cyclic
these properties for soils in hydrostatically consolidated,
behavior of soils with a degree of accuracy adequate for
undrained conditions.
meaningful evaluations of modulus and damping coefficient
1.2 The cyclic triaxial properties of initially saturated or
below a shearing strain level of 0.5%.
unsaturated soil specimens are evaluated relative to a number
1.6.1 Nonuniformstressconditionswithinthetestspecimen
of factors including: strain level, density, number of cycles,
are imposed by the specimen end platens.
material type, and effective stress.
1.6.2 A 90° change in the direction of the major principal
1.3 These test methods are applicable to both fine-grained stress occurs during the two halves of the loading cycle on
and coarse-grained soils as defined by the unified soil classi- isotropically confined specimens.
fication system or by Classification D2487. Test specimens
1.6.3 Themaximumcyclicaxialstressthatcanbeappliedto
may be intact or reconstituted by compaction in the laboratory.
a saturated specimen is controlled by the stress conditions at
the end of confining stress application and the pore-water
1.4 Two test methods are provided for using a cyclic loader
pressures generated during undrained compression. For an
to determine the secant Young’s modulus (E) and damping
isotropically confined specimen tested in cyclic compression,
coefficient (D) for a soil specimen. The first test method (A)
the maximum cyclic axial stress that can be applied to the
permits the determination of E and D using a constant load
specimen is equal to the effective confining pressure. Since
apparatus. The second test method (B) permits the determina-
cohesionless soils cannot resist tension, cyclic axial stresses
tion of E and D using a constant stroke apparatus. The test
greater than this value tend to lift the top platen from the soil
methods are as follows:
specimen. Also, as the pore-water pressure increases during
1.4.1 Test Method A—This test method requires the appli-
tests performed on isotropically confined specimens, the effec-
cation of a constant cyclic load to the test specimen. It is used
tiveconfiningpressureisreduced,contributingtothetendency
for determining the secant Young’s modulus and damping
of the specimen to neck during the extension portion of the
coefficient under a constant load condition.
load cycle, invalidating test results beyond that point.
1.4.2 Test Method B—This test method requires the appli-
1.6.4 While it is advised that the best possible intact
cation of a constant cyclic deformation to the test specimen. It
specimens be obtained for cyclic testing, it is sometimes
is used for determining the secant Young’s modulus and
necessarytoreconstitutesoilspecimens.Ithasbeenshownthat
damping coefficient under a constant stroke condition.
different methods of reconstituting specimens to the same
1.5 The development of relationships to aid in interpreting
density may result in significantly different cyclic behavior.
and evaluating test results are left to the engineer or office
Also, intact specimens will almost always be stronger and
requesting the test.
stiffer than reconstituted specimens of the same density.
1.6.5 Theinteractionbetweenthespecimen,membrane,and
confining fluid has an influence on cyclic behavior. Membrane
1
compliance effects cannot be readily accounted for in the test
ThesetestmethodsareunderthejurisdictionofASTMCommitteeD18onSoil
and Rock and are the direct responsibility of Subcommittee D18.09 on Cyclic and
procedure or in interpretation of test results. Changes in
Dynamic Properties of Soils.
pore-water pressure can cause changes in membrane penetra-
Current edition approved Nov. 1, 2011. Published January 2012. Originall
...
This document is not anASTM standard and is intended only to provide the user of anASTM 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:D 3999–91(Reapproved 1996) Designation: D3999 – 11
Standard Test Methods for
the Determination of the Modulus and Damping Properties
1
of Soils Using the Cyclic Triaxial Apparatus
This standard is issued under the fixed designation D3999; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A
superscript epsilon (ϵ) indicates an editorial change since the last revision or reapproval.
1. Scope*
1.1 These test methods cover the determination of the modulus and damping properties of soils in either undisturbedintact or
reconstituted states by either load or stroke controlled cyclic triaxial techniques. The standard is focused on determining these
properties for soils in hydrostatically consolidated, undrained conditions.
1.2 Thecyclictriaxialpropertiesofinitiallysaturatedorunsaturatedsoilspecimensareevaluatedrelativetoanumberoffactors
including: strain level, density, number of cycles, material type, saturation, and effective stress.
1.3 These test methods are applicable to both fine-grained and coarse-grained soils as defined by the unified soil classification
system or by Classification D 2487D2487. Test specimens may be undisturbedintact or reconstituted by compaction in the
laboratory.
1.4 Two test methods are provided for using a cyclic loader to determine the secant Young’s modulus (E) and damping
coefficient (D) properties.for a soil specimen.The first test method (A) permits the determination of E and D using a constant load
apparatus. The second test method (B) permits the determination of E and D using a constant stroke apparatus. The test methods
are as follows:
1.4.1 Test Method A—This test method requires the application of a constant cyclic load to the test specimen. It is used for
determining the secant Young’s modulus and damping coefficient under a constant load condition.
1.4.2 Test Method B—This test method requires the application of a constant cyclic deformation to the test specimen. It is used
for determining the secant Young’s modulus and damping coefficient under a constant stroke condition.
1.5 Thedevelopmentofrelationshipstoaidininterpretingandevaluatingtestresultsarelefttotheengineerorofficerequesting
the test.
1.6 Limitations—There are certain limitations inherent in using cyclic triaxial tests to simulate the stress and strain conditions
of a soil element in the field during an earthquake. —There are certain limitations inherent in using cyclic triaxial tests to simulate
the stress and strain conditions of a soil element in the field during an earthquake, with several summarized in the following
sections. With due consideration for the factors affecting test results, carefully conducted cyclic triaxial tests can provide data on
the cyclic behavior of soils with a degree of accuracy adequate for meaningful evaluations of modulus and damping coefficient
below a shearing strain level of 0.5%.
1.6.1 Nonuniform stress conditions within the test specimen are imposed by the specimen end platens.
1.6.2 A 90° change in the direction of the major principal stress occurs during the two halves of the loading cycle on
isotropically confined specimens and at certain levels of cyclic stress application on anisotropically confined specimens.
1.6.3 The maximum cyclic axial stress that can be applied to a saturated specimen is controlled by the stress conditions at the
end of confining stress application and the pore-water pressures generated during testing. undrained compression. For an
isotropically confined specimen tested in cyclic compression, the maximum cyclic axial stress that can be applied to the specimen
is equal to the effective confining pressure. Since cohesionless soils are not capable of taking cannot resist tension, cyclic axial
stresses greater than this value tend to lift the top platen from the soil specimen.Also, as the pore-water pressure increases during
tests performed on isotropically confined specimens, the effective confining pressure is reduced, contributing to the tendency of
the specimen to neck during the extension portion of the load cycle, invalidating test results beyond that point.
1.6.4 While it is advised that the best possible undisturbedintact specimens be obtained for cyclic testing, it is sometimes
necessary to reconstitute soil specimens. It has been shown that different methods of reconstituting specimens to the same density
may result in significantly different cyclic behavior.Als
...
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