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ASTM D3999-91(2003)

(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 modulus and damping test provides parameters that may be considered for use in dynamic, linear and non-linear analytical methods. These test methods are used for the performance evaluation of both natural and engineered structures under dynamic of cyclic loads such as caused by earthquakes, ocean wave, or blast.
One of the primary purposes of these test methods is to obtain data that are used to calculate Young’modulus.
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 D 3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D 3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D 3740 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 undisturbed or reconstituted states by either load or stroke controlled cyclic triaxial techniques.
1.2 The cyclic triaxial properties of soil are evaluated relative to a number of factors 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 2487. Test specimens may be undisturbed or reconstituted by compaction in the laboratory.
1.4 Two test methods are provided for using a cyclic loader to determine Young's modulus (E) and damping (D) properties. 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 AThis test method requires the application of a constant cyclic load to the test specimen. It is used for determining the Young's modulus and damping under a constant load condition.
1.4.2 Test Method BThis test method requires the application of a constant cyclic deformation to the test specimen. It is used for determining the Young's modulus and damping 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 LimitationsThere 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.
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. 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 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 ...

General Information

Status
Historical
Publication Date
14-Aug-1991
ICS
13.080.99 - Other standards related to soil quality
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.09 - Cyclic and Dynamic Properties of Soils
Current Stage
Ref Project

Relations

Replaces
ASTM D3999-91(1996) - Standard Test Methods for the Determination of the Modulus and Damping Properties of Soils Using the Cyclic Triaxial Apparatus
Effective Date
15-Aug-1991
Replaced By
ASTM D3999-11 - Standard Test Methods for the Determination of the Modulus and Damping Properties of Soils Using the Cyclic Triaxial Apparatus
Effective Date
01-Nov-2011
Referred By
ASTM D8295-19 - Standard Test Method for Determination of Shear Wave Velocity and Initial Shear Modulus in Soil Specimens using Bender Elements
Effective Date
15-Aug-1991

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ASTM D3999-91(2003) - Standard Test Methods for the Determination of the Modulus and Damping Properties of Soils Using the Cyclic Triaxial ApparatusASTM D3999-91(2003) - Standard Test Methods for the Determination of the Modulus and Damping Properties of Soils Using the Cyclic Triaxial Apparatus
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ASTM D3999-91(2003) - Standard Test Methods for the Determination of the Modulus and Damping Properties of Soils Using the Cyclic Triaxial Apparatus
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NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
Contact ASTM International (www.astm.org) for the latest information
Designation: D3999 – 91 (Reapproved 2003)
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 (´) indicates an editorial change since the last revision or reapproval.
1. Scope 1.6.1 Nonuniformstressconditionswithinthetestspecimen
are imposed by the specimen end platens.
1.1 These test methods cover the determination of the
1.6.2 A90° change in the direction of the major principal
modulus and damping properties of soils in either undisturbed
stress occurs during the two halves of the loading cycle on
orreconstitutedstatesbyeitherloadorstrokecontrolledcyclic
isotropically confined specimens and at certain levels of cyclic
triaxial techniques.
stress application on anisotropically confined specimens.
1.2 The cyclic triaxial properties of soil are evaluated
1.6.3 Themaximumcyclicaxialstressthatcanbeappliedto
relative to a number of factors including: strain level, density,
a saturated specimen is controlled by the stress conditions at
numberofcycles,materialtype,saturation,andeffectivestress.
the end of confining stress application and the pore-water
1.3 These test methods are applicable to both fine-grained
pressures generated during testing. For an isotropically con-
and coarse-grained soils as defined by the unified soil classi-
fined specimen tested in cyclic compression, the maximum
fication system or by Classification D2487. Test specimens
cyclic axial stress that can be applied to the specimen is equal
may be undisturbed or reconstituted by compaction in the
to the effective confining pressure. Since cohesionless soils are
laboratory.
not capable of taking tension, cyclic axial stresses greater than
1.4 Two test methods are provided for using a cyclic loader
this value tend to lift the top platen from the soil specimen.
todetermineYoung’smodulus(E)anddamping(D)properties.
Also, as the pore-water pressure increases during tests per-
The first test method (A) permits the determination of E and D
formed on isotropically confined specimens, the effective
using a constant load apparatus. The second test method (B)
confining pressure is reduced, contributing to the tendency of
permits the determination of E and D using a constant stroke
the specimen to neck during the extension portion of the load
apparatus. The test methods are as follows:
cycle, invalidating test results beyond that point.
1.4.1 Test Method A—This test method requires the appli-
1.6.4 While it is advised that the best possible undisturbed
cation of a constant cyclic load to the test specimen. It is used
specimens be obtained for cyclic testing, it is sometimes
for determining the Young’s modulus and damping under a
necessarytoreconstitutesoilspecimens.Ithasbeenshownthat
constant load condition.
different methods of reconstituting specimens to the same
1.4.2 Test Method B—This test method requires the appli-
density may result in significantly different cyclic behavior.
cation of a constant cyclic deformation to the test specimen. It
Also, undisturbed specimens will almost always be stronger
is used for determining the Young’s modulus and damping
than reconstituted specimens of the same density.
under a constant stroke condition.
1.6.5 Theinteractionbetweenthespecimen,membrane,and
1.5 The development of relationships to aid in interpreting
confining fluid has an influence on cyclic behavior. Membrane
and evaluating test results are left to the engineer or office
compliance effects cannot be readily accounted for in the test
requesting the test.
procedure or in interpretation of test results. Changes in
1.6 Limitations—There are certain limitations inherent in
pore-water pressure can cause changes in membrane penetra-
using cyclic triaxial tests to simulate the stress and strain
tion in specimens of cohesionless soils. These changes can
conditions of a soil element in the field during an earthquake.
significantly influence the test results.
1.6.6 Despite these limitations, with due consideration for
1
ThesetestmethodsareunderthejurisdictionofASTMCommitteeD18onSoil
the factors affecting test results, carefully conducted cyclic
and Rock and are the direct responsibility of Subcommittee D18.09 on Dynamic
triaxial tests can provide data on the cyclic behavior of soils
Properties of Soils.
Current edition approved August 15, 1991. Published October 1991. DOI:
10.1520/D3999-91R03.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
1

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SCOPE
1.1 This test method provides a means for estimating the soil-lime proportion requirement for stabilization of a soil. This test method is performed on soil passing the 425μm (No. 40) sieve. The optimum soil-lime proportion for soil stabilization is determined by tests of specific characteristics of stabilized soil such as unconfined compressive strength or plasticity index.  
1.2 Some highly alkaline by-products (lime kiln dust, cement kiln dust, carbide lime, and so forth) have been successfully used to stabilize soil. This test method is not intended for these materials and any such product would need to be tested for specific characteristics as indicated in 1.1.  
1.3 This test method is used to determine the percentage of lime that results in a soil-lime pH of approximately 12.4.
Note 1: Under ideal laboratory conditions of 25°C and sea level elevation, the pH of the lime-soil-water solution should be 12.4.  
1.4 Lime is not an effective stabilizing agent for all soils. Some soil components such as sulfates, phosphates, organics, and iron can adversely affect soil-lime reactions and may produce erroneous results using this test method.  
1.5 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.  
1.6 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.6.1 The procedures used to specify how data are collected/ recorded and calculated in the standard are regarded as the 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 user’s 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 these test methods to consider significant digits used in analysis for engineering data.  
1.7 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, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.8 This international standard was developed in accordance with internationally recognized principles on st...

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ASTM
ASTM D7300-18(Test Method)
Standard Test Method for Laboratory Determination of Strength Properties of Frozen Soil at a Constant Rate of Strain

SIGNIFICANCE AND USE
5.1 Understanding the mechanical properties of frozen soils is of primary importance to frozen ground engineering. Data from strain rate controlled compression tests are necessary for the design of most foundation elements embedded in, or bearing on frozen ground. They make it possible to predict the time-dependent settlements of piles and shallow foundations under service loads, and to estimate their short and long-term bearing capacity. Such tests also provide quantitative parameters for the stability analysis of underground structures that are created for permanent or semi-permanent use.  
5.2 It must be recognized that the structure of frozen soil in situ and its behavior under load may differ significantly from that of an artificially prepared specimen in the laboratory. This is mainly due to the fact that natural permafrost ground may contain ice in many different forms and sizes, in addition to the pore ice contained in a small laboratory specimen. These large ground-ice inclusions (such as ice lenses, a dominant horizontal, lens-shaped body of ice of any dimensions) will considerably affect the time-dependent behavior of full-scale engineering structures.  
5.3 In order to obtain reliable results, high-quality intact representative permafrost samples are required for compression strength tests. The quality of the sample depends on the type of frozen soil sampled, the in situ thermal condition at the time of sampling, the sampling method, and the transportation and storage procedures prior to testing. The best testing program can be ruined by poor-quality samples. In addition, one must always keep in mind that the application of laboratory results to practical problems requires much caution and engineering judgment.
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 generall...
SCOPE
1.1 This test method covers the determination of the strength behavior of cylindrical specimens of frozen soil, subjected to uniaxial compression under controlled rates of strain. It specifies the apparatus, instrumentation, and procedures for determining the stress-strain-time, or strength versus strain rate relationships for frozen soils under deviatoric creep conditions.  
1.2 Values stated in SI units are to be regarded as the standard.  
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.3.1 For the purposes of comparing measured or calculated value(s) with specified limits, the measured or calculated value(s) shall be rounded to the nearest decimal or significant digits in the specified limits.  
1.3.2 The procedures used to specify how data are collected/recorded or calculated, in this standard are regarded as the 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 user’s 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 analytical methods for engineering design.  
1.4 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, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.5 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of ...

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ASTM
ASTM D2168-10(2018)(Practice)
Standard Practices for Calibration of Laboratory Mechanical-Rammer Soil Compactors

SIGNIFICANCE AND USE
3.1 Mechanical compactors are commonly used to replace the hand compactors required for Test Methods D698 and D1557 in cases where it is necessary to increase production.  
3.2 The design of mechanical compactors is such that it is necessary to have a calibration process that goes beyond determining the mass and drop of the hammer.
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 in Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/and the like. 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 practices for the calibration of mechanical soil compactors are for use in checking and adjusting mechanical devices used in laboratory compacting of soil and soil-aggregate in accordance with Test Methods D698, D1557, Practice D6026, and other methods of a similar nature that might specify these practices. Calibration for use with one practice does not qualify the equipment for use with another practice.  
1.2 The weight of the mechanical rammer is adjusted as described in 5.4 and 6.5 in order to provide for the mechanical compactor to produce the same result as the manual compactor.  
1.3 Two alternative procedures are provided as follows:    
Section  
Practice A  
Calibration based on the compaction of a
selected soil sample  
5  
Practice B  
Calibration based on the deformation of a
standard lead cylinder  
6  
1.4 If a mechanical compactor is calibrated in accordance with the requirements of either Practice A or Practice B, it is not necessary for the mechanical compactor to meet the requirements of the other practice.  
1.5 The values stated in inch-pound units are to be regarded as the standard. The values given in parentheses are for information only.  
1.5.1 It is common practice in the engineering profession to concurrently use pounds to represent both a unit of mass (lbm) and a 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. This standard has been written using the gravitational system of units when dealing with the inch-pound system. In this system, the pound (lbf) represents a unit of force (weight). However, the use of balances or scales recording pounds of mass (lbm) or the recording of density in lbm/ft3 shall not be regarded as a nonconformance with this standard.  
1.6 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, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.7 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.

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ASTM
ASTM D8152-18(Practice)
Standard Practice for Measuring Field Infiltration Rate and Calculating Field Hydraulic Conductivity Using the Modified Philip Dunne Infiltrometer Test

SIGNIFICANCE AND USE
5.1 This practice shall only be used on soils having infiltration rates ranging from 2.5 mm/h (field hydraulic conductivity of 6.9 × 10-7 m/s) to 15000 mm/h (field hydraulic conductivity of 4.0 × 10-3 m/s).  
5.2 This practice is useful for field measurement of the infiltration rate and calculation of field hydraulic conductivity of soils. It was initially developed for stormwater treatment applications, and has been used to design, verify the construction of, and perform annual testing on surface drainage applications such as rain gardens or storm water collection systems (1). Other suitable applications include evaluation of potential septic-tank disposal fields (ASTM D5879 and D5921), leaching and drainage efficiencies, irrigation requirements, erosion potential, forestry, agriculture, and water spreading and recharge, among other applications. This test is not intended for use in hydraulic barriers/seals such as landfill liners, nuclear waste repositories, or the core of a dam. This test is also not intended for use in soils that experience changes in volume during infiltration, such as collapsible or expansive soils.  
5.3 Field hydraulic conductivity can only be calculated when the hydraulic boundary conditions are known, such as hydraulic gradient and the extent of lateral flow of water, or these can be reliably estimated.
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.  
5.4 A mathematical analysis has been developed for this test that follows the Green-Ampt a...
SCOPE
1.1 This practice describes a procedure for field measurement of the infiltration rate of liquid (typically water) into soils using the modified Philip Dunne (MPD) infiltrometer. The data from the field measurement is then used to calculate the field hydraulic conductivity. Soils should be regarded as natural occurring fine or coarse-grained soils or processed materials or mixtures of natural soils and processed materials, or other porous materials, and which are basically insoluble and are in accordance with requirements of 5.1.  
1.2 This practice may be conducted at the ground surface or at given depths in pits, on bare soil or with vegetation in place, depending on the conditions for which infiltration rates are desired. However, this practice cannot be conducted where the test surface is at or below the groundwater table, a perched water table, or the capillary fringe.  
1.3 This practice is for soils within a range of infiltration rate range defined in 5.1, as long as an adequate seal can be made between the MPD Infiltrometer base and the soil being tested. In highly permeable soils, readings can be taken at shorter intervals, to ensure that enough data are collected to determine the infiltration rate.  
1.4 The field measurement is a falling head test that can be performed relatively quickly (30 to 60 minutes) in silty sand or clayey sand soils suitable for stormwater infiltration practices. It is suitable for testing several locations across a site, to characterize the spatial variability of the infiltration rate throughout the site.  
1.5 The field measurement can be used to measure the infiltration rate, which can be used to calculate the field hydraulic conductivity. The field hydraulic conductivity can be used as an index to compare the suitability of soils for use in the development of surface drainage applications (for example, rain gardens or stormwater fills).  
1.6 Units—The values stated in SI unit...

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