- ข้อความ
- ประวัติศาสตร์
Designation: D 3080 – 98Standard Te
Designation: D 3080 – 98
Standard Test Method for
Direct Shear Test of Soils Under Consolidated Drained
Conditions1
This standard is issued under the fixed designation D 3080; 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 (e) indicates an editorial change since the last revision or reapproval.
1. Scope *
1.1 This test method covers the determination of the consolidated
drained shear strength of a soil material in direct
shear. The test is performed by deforming a specimen at a
controlled strain rate on or near a single shear plane determined
by the configuration of the apparatus. Generally, three or more
specimens are tested, each under a different normal load, to
determine the effects upon shear resistance and displacement,
and strength properties such as Mohr strength envelopes.
1.2 Shear stresses and displacements are nonuniformly distributed
within the specimen. An appropriate height cannot be
defined for calculation of shear strains. Therefore, stress-strain
relationships or any associated quantity such as modulus,
cannot be determined from this test.
1.3 The determination of strength envelopes and the development
of criteria to interpret and evaluate test results are left
to the engineer or office requesting the test.
1.4 The results of the test may be affected by the presence of
soil or rock particles, or both, (see Section 7).
1.5 Test conditions including normal stress and moisture
environment are selected which represent the field conditions
being investigated. The rate of shearing should be slow enough
to ensure drained conditions.
1.6 The values stated in inch-pound units are to be regarded
as the standard. Within this test method the SI units are shown
in brackets. The values stated in each system are not exact
equivalents; therefore, each system must be used independently
of each other.
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 and health practices and determine the applicability
of regulatory limitations prior to use.
2. Referenced Documents
2.1 ASTM Standards:
D 422 Method for Particle-Size Analysis of Soils2
D 653 Terminology Relating to Soil, Rock, and Contained
Fluids2
D 698 Test Method for Laboratory Compaction Characteristics
of Soil Using Standard Effort (12 400 ft-lbf/ft)2
D 854 Test Method for Specific Gravity of Soils2
D 1557 Test Method for Laboratory Compaction Characteristics
of Soil Using Modified Effort (56 000 ft-lbf/ft)2
D 1587 Practice for Thin-Walled Geotechnical Tube Sampling
of Soils2
D 2216 Method for Laboratory Determination of Water
(Moisture) Content of Soil and Rock2
D 2435 Test Method for One Dimensional Consolidation
Properties of Soils2
D 2487 Test Method for Classification of Soils for Engineering
Purposes2
D 2488 Practice for Description and Identification of Soils
(Visual-Manual Procedure)2
D 3740 Practice for Minimum Requirements for Agencies
Engaged in the Testing and/or Inspection of Soil and
Rock2
D 4220 Practices for Preserving and Transporting Soil
Samples2
D 4318 Test Method for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils2
D 4753 Specifications for Evaluating, Selecting, and Specifying
Balances and Scales for Use in Soil Rock and
Construction Materials Testing2
3. Terminology
3.1 Definitions—For definitions of terms used in this test
method, refer to Terminology D 653.
3.2 Description of Terms Specific to This Standard:
3.2.1 Relative Lateral Displacement—The horizontal displacement
of the top and bottom shear box halves.
3.2.2 Failure—The stress condition at failure for a test
specimen. Failure is often taken to correspond to the maximum
shear stress attained, or the shear stress at 15 to 20 percent
relative lateral displacement. Depending on soil behavior and
field application, other suitable criteria may be defined.
4. Summary of Test Method
4.1 This test method consists of placing the test specimen in
the direct shear device, applying a predetermined normal
1 This test method is under the jurisdiction of ASTM Committee D-18 on Soil
and Rock and is the direct responsibility of Subcommittee D18.05 on Structural
Properties of Soils.
Current edition approved Aug. 10, 1998. Published January 1999. Originally
published as D 3080 – 72. Last previous edition D 3080 – 90. 2 Annual Book of ASTM Standards, Vol 04.08.
1
*A Summary of Changes section appears at the end of this standard.
Copyright © ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States.
stress, providing for wetting or draining of the test specimen, or
both, consolidating the specimen under the normal stress,
unlocking the frames that hold the test specimen, and displacing
one frame horizontally with respect to the other at a
constant rate of shearing deformation and measuring the
shearing force and horizontal displacements as the specimen is
sheared (Fig. 1).
5. Significance and Use
5.1 The direct shear test is suited to the relatively rapid
determination of consolidated drained strength properties because
the drainage paths through the test specimen are short,
thereby allowing excess pore pressure to be dissipated more
rapidly than with other drained stress tests. The test can be
made on all soil materials and undisturbed, remolded or
compacted materials. There is however, a limitation on maximum
particle size (see 7.2).
5.2 The test results are applicable to assessing strength in a
field situation where complete consolidation has occurred
under the existing normal stresses. Failure is reached slowly
under drained conditions so that excess pore pressures are
dissipated. The results from several tests may be used to
express the relationship between consolidation stress and
drained shear strength.
5.3 During the direct shear test, there is rotation of principal
stresses, which may or may not model field conditions.
Moreover, failure may not occur on the weak plane since
failure is forced to occur on or near a horizontal plane at the
middle of the specimen. The fixed location of the plane in the
test can be an advantage in determining the shear resistance
along recognizable weak planes within the soil material and for
testing interfaces between dissimilar materials.
5.4 Shear stresses and displacements are nonuniformly distributed
within the specimen, and an appropriate height is not
defined for calculating shear strains or any associated engineering
quantity. The slow rate of displacement provides for
dissipation of excess pore pressures, but it also permits plastic
flow of soft cohesive soils. Care should be taken to ensure that
the testing conditions represent those conditions being investigated.
5.5 The range in normal stresses, rate of shearing, and
general test conditions should be selected to approximate the
specific soil conditions being investigated.
NOTE 1—Notwithstanding the statement on precision and bias contained
in this standard: The precision of this test method is dependent on
the competence of the personnel performing the test and the suitability of
the equipment and facilities used. Agencies which meet the criteria of
Practice D 3740 are generally considered capable of competent and
objective testing. Users of this test method are cautioned that compliance
with Practice D 3740 does not in itself assure reliable testing. Reliable
testing depends on several factors; Practice D 3740 provides a means of
evaluating some of these factors.
6. Apparatus
6.1 Shear Device—A device to hold the specimen securely
between two porous inserts in such a way that torque is not
applied to the specimen. The shear device shall provide a
means of applying a normal stress to the faces of the specimen,
for measuring change in thickness of the specimen, for
permitting drainage of water through the porous inserts at the
top and bottom boundaries of the specimen, and for submerging
the specimen in water. The device shall be capable of
applying a shear force to the specimen in water. The device
shall be capable of applying a shear force to the specimen
along a predetermined shear plane (single shear) parallel to the
faces of the specimen. The frames that hold the specimen shall
be sufficiently rigid to prevent their distortion during shearing.
The various parts of the shear device shall be made of material
not subject to corrosion by moisture or substances within the
soil, for example, stainless steel, bronze, or aluminum, etc.
Dissimilar metals, which may cause galvanic action, are not
permitted.
6.2 Shear Box, a shear box, either circular or square, made
of stainless steel, bronze, or aluminum, with provisions for
drainage through the top and bottom. The box is divided
vertically by a horizontal plane into two halves of equal
thickness which are fitted together with alignment screws. The
shear box is also fitted with gap screws, which control the
space (gap) between the top and bottom halves of the shear
box.
6.3 Porous Inserts, Porous inserts function to allow drainage
from the soil specimen along the top and bottom boundaries.
They also function to transfer horizontal shear stress
from the insert to the top and bottom boundaries of the
specimen. Porous inserts shall consist of silicon carbide,
aluminum oxide, or metal which is not subject to corrosion by
soil substances or soil moisture. The proper grade of insert
depends on the soil being tested. The permeability of the insert
should be substantially greater than that of the soil, but should
be textured fine enough to prevent excessive intrusion of the
soil into the pores of the insert. The diameter or width of the
top porous insert or plate shall be 0.01 to 0.02 in. (0.2 to 0.5
mm) less than that of the inside of the ring. If the insert
functions to transfer the horizontal stres
Standard Test Method for
Direct Shear Test of Soils Under Consolidated Drained
Conditions1
This standard is issued under the fixed designation D 3080; 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 (e) indicates an editorial change since the last revision or reapproval.
1. Scope *
1.1 This test method covers the determination of the consolidated
drained shear strength of a soil material in direct
shear. The test is performed by deforming a specimen at a
controlled strain rate on or near a single shear plane determined
by the configuration of the apparatus. Generally, three or more
specimens are tested, each under a different normal load, to
determine the effects upon shear resistance and displacement,
and strength properties such as Mohr strength envelopes.
1.2 Shear stresses and displacements are nonuniformly distributed
within the specimen. An appropriate height cannot be
defined for calculation of shear strains. Therefore, stress-strain
relationships or any associated quantity such as modulus,
cannot be determined from this test.
1.3 The determination of strength envelopes and the development
of criteria to interpret and evaluate test results are left
to the engineer or office requesting the test.
1.4 The results of the test may be affected by the presence of
soil or rock particles, or both, (see Section 7).
1.5 Test conditions including normal stress and moisture
environment are selected which represent the field conditions
being investigated. The rate of shearing should be slow enough
to ensure drained conditions.
1.6 The values stated in inch-pound units are to be regarded
as the standard. Within this test method the SI units are shown
in brackets. The values stated in each system are not exact
equivalents; therefore, each system must be used independently
of each other.
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 and health practices and determine the applicability
of regulatory limitations prior to use.
2. Referenced Documents
2.1 ASTM Standards:
D 422 Method for Particle-Size Analysis of Soils2
D 653 Terminology Relating to Soil, Rock, and Contained
Fluids2
D 698 Test Method for Laboratory Compaction Characteristics
of Soil Using Standard Effort (12 400 ft-lbf/ft)2
D 854 Test Method for Specific Gravity of Soils2
D 1557 Test Method for Laboratory Compaction Characteristics
of Soil Using Modified Effort (56 000 ft-lbf/ft)2
D 1587 Practice for Thin-Walled Geotechnical Tube Sampling
of Soils2
D 2216 Method for Laboratory Determination of Water
(Moisture) Content of Soil and Rock2
D 2435 Test Method for One Dimensional Consolidation
Properties of Soils2
D 2487 Test Method for Classification of Soils for Engineering
Purposes2
D 2488 Practice for Description and Identification of Soils
(Visual-Manual Procedure)2
D 3740 Practice for Minimum Requirements for Agencies
Engaged in the Testing and/or Inspection of Soil and
Rock2
D 4220 Practices for Preserving and Transporting Soil
Samples2
D 4318 Test Method for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils2
D 4753 Specifications for Evaluating, Selecting, and Specifying
Balances and Scales for Use in Soil Rock and
Construction Materials Testing2
3. Terminology
3.1 Definitions—For definitions of terms used in this test
method, refer to Terminology D 653.
3.2 Description of Terms Specific to This Standard:
3.2.1 Relative Lateral Displacement—The horizontal displacement
of the top and bottom shear box halves.
3.2.2 Failure—The stress condition at failure for a test
specimen. Failure is often taken to correspond to the maximum
shear stress attained, or the shear stress at 15 to 20 percent
relative lateral displacement. Depending on soil behavior and
field application, other suitable criteria may be defined.
4. Summary of Test Method
4.1 This test method consists of placing the test specimen in
the direct shear device, applying a predetermined normal
1 This test method is under the jurisdiction of ASTM Committee D-18 on Soil
and Rock and is the direct responsibility of Subcommittee D18.05 on Structural
Properties of Soils.
Current edition approved Aug. 10, 1998. Published January 1999. Originally
published as D 3080 – 72. Last previous edition D 3080 – 90. 2 Annual Book of ASTM Standards, Vol 04.08.
1
*A Summary of Changes section appears at the end of this standard.
Copyright © ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States.
stress, providing for wetting or draining of the test specimen, or
both, consolidating the specimen under the normal stress,
unlocking the frames that hold the test specimen, and displacing
one frame horizontally with respect to the other at a
constant rate of shearing deformation and measuring the
shearing force and horizontal displacements as the specimen is
sheared (Fig. 1).
5. Significance and Use
5.1 The direct shear test is suited to the relatively rapid
determination of consolidated drained strength properties because
the drainage paths through the test specimen are short,
thereby allowing excess pore pressure to be dissipated more
rapidly than with other drained stress tests. The test can be
made on all soil materials and undisturbed, remolded or
compacted materials. There is however, a limitation on maximum
particle size (see 7.2).
5.2 The test results are applicable to assessing strength in a
field situation where complete consolidation has occurred
under the existing normal stresses. Failure is reached slowly
under drained conditions so that excess pore pressures are
dissipated. The results from several tests may be used to
express the relationship between consolidation stress and
drained shear strength.
5.3 During the direct shear test, there is rotation of principal
stresses, which may or may not model field conditions.
Moreover, failure may not occur on the weak plane since
failure is forced to occur on or near a horizontal plane at the
middle of the specimen. The fixed location of the plane in the
test can be an advantage in determining the shear resistance
along recognizable weak planes within the soil material and for
testing interfaces between dissimilar materials.
5.4 Shear stresses and displacements are nonuniformly distributed
within the specimen, and an appropriate height is not
defined for calculating shear strains or any associated engineering
quantity. The slow rate of displacement provides for
dissipation of excess pore pressures, but it also permits plastic
flow of soft cohesive soils. Care should be taken to ensure that
the testing conditions represent those conditions being investigated.
5.5 The range in normal stresses, rate of shearing, and
general test conditions should be selected to approximate the
specific soil conditions being investigated.
NOTE 1—Notwithstanding the statement on precision and bias contained
in this standard: The precision of this test method is dependent on
the competence of the personnel performing the test and the suitability of
the equipment and facilities used. Agencies which meet the criteria of
Practice D 3740 are generally considered capable of competent and
objective testing. Users of this test method are cautioned that compliance
with Practice D 3740 does not in itself assure reliable testing. Reliable
testing depends on several factors; Practice D 3740 provides a means of
evaluating some of these factors.
6. Apparatus
6.1 Shear Device—A device to hold the specimen securely
between two porous inserts in such a way that torque is not
applied to the specimen. The shear device shall provide a
means of applying a normal stress to the faces of the specimen,
for measuring change in thickness of the specimen, for
permitting drainage of water through the porous inserts at the
top and bottom boundaries of the specimen, and for submerging
the specimen in water. The device shall be capable of
applying a shear force to the specimen in water. The device
shall be capable of applying a shear force to the specimen
along a predetermined shear plane (single shear) parallel to the
faces of the specimen. The frames that hold the specimen shall
be sufficiently rigid to prevent their distortion during shearing.
The various parts of the shear device shall be made of material
not subject to corrosion by moisture or substances within the
soil, for example, stainless steel, bronze, or aluminum, etc.
Dissimilar metals, which may cause galvanic action, are not
permitted.
6.2 Shear Box, a shear box, either circular or square, made
of stainless steel, bronze, or aluminum, with provisions for
drainage through the top and bottom. The box is divided
vertically by a horizontal plane into two halves of equal
thickness which are fitted together with alignment screws. The
shear box is also fitted with gap screws, which control the
space (gap) between the top and bottom halves of the shear
box.
6.3 Porous Inserts, Porous inserts function to allow drainage
from the soil specimen along the top and bottom boundaries.
They also function to transfer horizontal shear stress
from the insert to the top and bottom boundaries of the
specimen. Porous inserts shall consist of silicon carbide,
aluminum oxide, or metal which is not subject to corrosion by
soil substances or soil moisture. The proper grade of insert
depends on the soil being tested. The permeability of the insert
should be substantially greater than that of the soil, but should
be textured fine enough to prevent excessive intrusion of the
soil into the pores of the insert. The diameter or width of the
top porous insert or plate shall be 0.01 to 0.02 in. (0.2 to 0.5
mm) less than that of the inside of the ring. If the insert
functions to transfer the horizontal stres
0/5000
Designation: D 3080 – 98Standard Test Method forDirect Shear Test of Soils Under Consolidated DrainedConditions1This standard is issued under the fixed designation D 3080; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon (e) indicates an editorial change since the last revision or reapproval.1. Scope *1.1 This test method covers the determination of the consolidateddrained shear strength of a soil material in directshear. The test is performed by deforming a specimen at acontrolled strain rate on or near a single shear plane determinedby the configuration of the apparatus. Generally, three or morespecimens are tested, each under a different normal load, todetermine the effects upon shear resistance and displacement,and strength properties such as Mohr strength envelopes.1.2 Shear stresses and displacements are nonuniformly distributedwithin the specimen. An appropriate height cannot bedefined for calculation of shear strains. Therefore, stress-strainrelationships or any associated quantity such as modulus,cannot be determined from this test.1.3 The determination of strength envelopes and the developmentof criteria to interpret and evaluate test results are leftto the engineer or office requesting the test.1.4 The results of the test may be affected by the presence ofsoil or rock particles, or both, (see Section 7).1.5 Test conditions including normal stress and moistureenvironment are selected which represent the field conditionsbeing investigated. The rate of shearing should be slow enoughto ensure drained conditions.1.6 The values stated in inch-pound units are to be regardedas the standard. Within this test method the SI units are shownin brackets. The values stated in each system are not exactequivalents; therefore, each system must be used independentlyof each other.1.7 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It is theresponsibility of the user of this standard to establish appropriatesafety and health practices and determine the applicabilityof regulatory limitations prior to use.2. Referenced Documents2.1 ASTM Standards:D 422 Method for Particle-Size Analysis of Soils2D 653 Terminology Relating to Soil, Rock, and ContainedFluids2D 698 Test Method for Laboratory Compaction Characteristicsof Soil Using Standard Effort (12 400 ft-lbf/ft)2D 854 Test Method for Specific Gravity of Soils2D 1557 Test Method for Laboratory Compaction Characteristicsof Soil Using Modified Effort (56 000 ft-lbf/ft)2D 1587 Practice for Thin-Walled Geotechnical Tube Samplingof Soils2D 2216 Method for Laboratory Determination of Water(Moisture) Content of Soil and Rock2D 2435 Test Method for One Dimensional ConsolidationProperties of Soils2D 2487 Test Method for Classification of Soils for EngineeringPurposes2D 2488 Practice for Description and Identification of Soils(Visual-Manual Procedure)2D 3740 Practice for Minimum Requirements for AgenciesEngaged in the Testing and/or Inspection of Soil andRock2D 4220 Practices for Preserving and Transporting SoilSamples2D 4318 Test Method for Liquid Limit, Plastic Limit, andPlasticity Index of Soils2D 4753 Specifications for Evaluating, Selecting, and SpecifyingBalances and Scales for Use in Soil Rock andConstruction Materials Testing23. Terminology3.1 Definitions—For definitions of terms used in this testmethod, refer to Terminology D 653.3.2 Description of Terms Specific to This Standard:3.2.1 Relative Lateral Displacement—The horizontal displacementof the top and bottom shear box halves.3.2.2 Failure—The stress condition at failure for a testspecimen. Failure is often taken to correspond to the maximumshear stress attained, or the shear stress at 15 to 20 percentrelative lateral displacement. Depending on soil behavior andfield application, other suitable criteria may be defined.4. Summary of Test Method4.1 This test method consists of placing the test specimen inthe direct shear device, applying a predetermined normal1 This test method is under the jurisdiction of ASTM Committee D-18 on Soiland Rock and is the direct responsibility of Subcommittee D18.05 on StructuralProperties of Soils.
Current edition approved Aug. 10, 1998. Published January 1999. Originally
published as D 3080 – 72. Last previous edition D 3080 – 90. 2 Annual Book of ASTM Standards, Vol 04.08.
1
*A Summary of Changes section appears at the end of this standard.
Copyright © ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States.
stress, providing for wetting or draining of the test specimen, or
both, consolidating the specimen under the normal stress,
unlocking the frames that hold the test specimen, and displacing
one frame horizontally with respect to the other at a
constant rate of shearing deformation and measuring the
shearing force and horizontal displacements as the specimen is
sheared (Fig. 1).
5. Significance and Use
5.1 The direct shear test is suited to the relatively rapid
determination of consolidated drained strength properties because
the drainage paths through the test specimen are short,
thereby allowing excess pore pressure to be dissipated more
rapidly than with other drained stress tests. The test can be
made on all soil materials and undisturbed, remolded or
compacted materials. There is however, a limitation on maximum
particle size (see 7.2).
5.2 The test results are applicable to assessing strength in a
field situation where complete consolidation has occurred
under the existing normal stresses. Failure is reached slowly
under drained conditions so that excess pore pressures are
dissipated. The results from several tests may be used to
express the relationship between consolidation stress and
drained shear strength.
5.3 During the direct shear test, there is rotation of principal
stresses, which may or may not model field conditions.
Moreover, failure may not occur on the weak plane since
failure is forced to occur on or near a horizontal plane at the
middle of the specimen. The fixed location of the plane in the
test can be an advantage in determining the shear resistance
along recognizable weak planes within the soil material and for
testing interfaces between dissimilar materials.
5.4 Shear stresses and displacements are nonuniformly distributed
within the specimen, and an appropriate height is not
defined for calculating shear strains or any associated engineering
quantity. The slow rate of displacement provides for
dissipation of excess pore pressures, but it also permits plastic
flow of soft cohesive soils. Care should be taken to ensure that
the testing conditions represent those conditions being investigated.
5.5 The range in normal stresses, rate of shearing, and
general test conditions should be selected to approximate the
specific soil conditions being investigated.
NOTE 1—Notwithstanding the statement on precision and bias contained
in this standard: The precision of this test method is dependent on
the competence of the personnel performing the test and the suitability of
the equipment and facilities used. Agencies which meet the criteria of
Practice D 3740 are generally considered capable of competent and
objective testing. Users of this test method are cautioned that compliance
with Practice D 3740 does not in itself assure reliable testing. Reliable
testing depends on several factors; Practice D 3740 provides a means of
evaluating some of these factors.
6. Apparatus
6.1 Shear Device—A device to hold the specimen securely
between two porous inserts in such a way that torque is not
applied to the specimen. The shear device shall provide a
means of applying a normal stress to the faces of the specimen,
for measuring change in thickness of the specimen, for
permitting drainage of water through the porous inserts at the
top and bottom boundaries of the specimen, and for submerging
the specimen in water. The device shall be capable of
applying a shear force to the specimen in water. The device
shall be capable of applying a shear force to the specimen
along a predetermined shear plane (single shear) parallel to the
faces of the specimen. The frames that hold the specimen shall
be sufficiently rigid to prevent their distortion during shearing.
The various parts of the shear device shall be made of material
not subject to corrosion by moisture or substances within the
soil, for example, stainless steel, bronze, or aluminum, etc.
Dissimilar metals, which may cause galvanic action, are not
permitted.
6.2 Shear Box, a shear box, either circular or square, made
of stainless steel, bronze, or aluminum, with provisions for
drainage through the top and bottom. The box is divided
vertically by a horizontal plane into two halves of equal
thickness which are fitted together with alignment screws. The
shear box is also fitted with gap screws, which control the
space (gap) between the top and bottom halves of the shear
box.
6.3 Porous Inserts, Porous inserts function to allow drainage
from the soil specimen along the top and bottom boundaries.
They also function to transfer horizontal shear stress
from the insert to the top and bottom boundaries of the
specimen. Porous inserts shall consist of silicon carbide,
aluminum oxide, or metal which is not subject to corrosion by
soil substances or soil moisture. The proper grade of insert
depends on the soil being tested. The permeability of the insert
should be substantially greater than that of the soil, but should
be textured fine enough to prevent excessive intrusion of the
soil into the pores of the insert. The diameter or width of the
top porous insert or plate shall be 0.01 to 0.02 in. (0.2 to 0.5
mm) less than that of the inside of the ring. If the insert
functions to transfer the horizontal stres
Current edition approved Aug. 10, 1998. Published January 1999. Originally
published as D 3080 – 72. Last previous edition D 3080 – 90. 2 Annual Book of ASTM Standards, Vol 04.08.
1
*A Summary of Changes section appears at the end of this standard.
Copyright © ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States.
stress, providing for wetting or draining of the test specimen, or
both, consolidating the specimen under the normal stress,
unlocking the frames that hold the test specimen, and displacing
one frame horizontally with respect to the other at a
constant rate of shearing deformation and measuring the
shearing force and horizontal displacements as the specimen is
sheared (Fig. 1).
5. Significance and Use
5.1 The direct shear test is suited to the relatively rapid
determination of consolidated drained strength properties because
the drainage paths through the test specimen are short,
thereby allowing excess pore pressure to be dissipated more
rapidly than with other drained stress tests. The test can be
made on all soil materials and undisturbed, remolded or
compacted materials. There is however, a limitation on maximum
particle size (see 7.2).
5.2 The test results are applicable to assessing strength in a
field situation where complete consolidation has occurred
under the existing normal stresses. Failure is reached slowly
under drained conditions so that excess pore pressures are
dissipated. The results from several tests may be used to
express the relationship between consolidation stress and
drained shear strength.
5.3 During the direct shear test, there is rotation of principal
stresses, which may or may not model field conditions.
Moreover, failure may not occur on the weak plane since
failure is forced to occur on or near a horizontal plane at the
middle of the specimen. The fixed location of the plane in the
test can be an advantage in determining the shear resistance
along recognizable weak planes within the soil material and for
testing interfaces between dissimilar materials.
5.4 Shear stresses and displacements are nonuniformly distributed
within the specimen, and an appropriate height is not
defined for calculating shear strains or any associated engineering
quantity. The slow rate of displacement provides for
dissipation of excess pore pressures, but it also permits plastic
flow of soft cohesive soils. Care should be taken to ensure that
the testing conditions represent those conditions being investigated.
5.5 The range in normal stresses, rate of shearing, and
general test conditions should be selected to approximate the
specific soil conditions being investigated.
NOTE 1—Notwithstanding the statement on precision and bias contained
in this standard: The precision of this test method is dependent on
the competence of the personnel performing the test and the suitability of
the equipment and facilities used. Agencies which meet the criteria of
Practice D 3740 are generally considered capable of competent and
objective testing. Users of this test method are cautioned that compliance
with Practice D 3740 does not in itself assure reliable testing. Reliable
testing depends on several factors; Practice D 3740 provides a means of
evaluating some of these factors.
6. Apparatus
6.1 Shear Device—A device to hold the specimen securely
between two porous inserts in such a way that torque is not
applied to the specimen. The shear device shall provide a
means of applying a normal stress to the faces of the specimen,
for measuring change in thickness of the specimen, for
permitting drainage of water through the porous inserts at the
top and bottom boundaries of the specimen, and for submerging
the specimen in water. The device shall be capable of
applying a shear force to the specimen in water. The device
shall be capable of applying a shear force to the specimen
along a predetermined shear plane (single shear) parallel to the
faces of the specimen. The frames that hold the specimen shall
be sufficiently rigid to prevent their distortion during shearing.
The various parts of the shear device shall be made of material
not subject to corrosion by moisture or substances within the
soil, for example, stainless steel, bronze, or aluminum, etc.
Dissimilar metals, which may cause galvanic action, are not
permitted.
6.2 Shear Box, a shear box, either circular or square, made
of stainless steel, bronze, or aluminum, with provisions for
drainage through the top and bottom. The box is divided
vertically by a horizontal plane into two halves of equal
thickness which are fitted together with alignment screws. The
shear box is also fitted with gap screws, which control the
space (gap) between the top and bottom halves of the shear
box.
6.3 Porous Inserts, Porous inserts function to allow drainage
from the soil specimen along the top and bottom boundaries.
They also function to transfer horizontal shear stress
from the insert to the top and bottom boundaries of the
specimen. Porous inserts shall consist of silicon carbide,
aluminum oxide, or metal which is not subject to corrosion by
soil substances or soil moisture. The proper grade of insert
depends on the soil being tested. The permeability of the insert
should be substantially greater than that of the soil, but should
be textured fine enough to prevent excessive intrusion of the
soil into the pores of the insert. The diameter or width of the
top porous insert or plate shall be 0.01 to 0.02 in. (0.2 to 0.5
mm) less than that of the inside of the ring. If the insert
functions to transfer the horizontal stres
การแปล กรุณารอสักครู่..
ชื่อ : D 0 – 98
มาตรฐานวิธีทดสอบแรงเฉือนของดินในการทดสอบโดยตรง
conditions1 รวมระบายออกตามมาตรฐานนี้กำหนดชื่อ D 0 ; เลขทันทีต่อไปนี้การระบุปี
รับต้นฉบับ หรือในกรณีของการแก้ไข , ปีของการแก้ไขล่าสุด ตัวเลขในวงเล็บแสดงปีล่าสุด reapproval .
เป็นตัวยกเอปไซลอน ( E ) บ่งชี้ว่า บรรณาธิการเปลี่ยนตั้งแต่แก้ไขล่าสุดหรือ reapproval .
1 ขอบเขต *
1.1 วิธีการทดสอบนี้ครอบคลุมการกำหนดรวม
ระบายกำลังรับแรงเฉือนของดินวัสดุทางตรง
ตัด ทดสอบโดยการ เปลี่ยนรูป ตัวอย่างที่
ควบคุมอัตราความเครียดในหรือใกล้เดียวเครื่องบินโดยการกำหนด
เฉือนของเครื่องมือ โดยทั่วไปสามหรือมากกว่า
ตัวอย่างทดสอบแต่ละภายใต้แตกต่างกันปกติโหลด
ศึกษาผลกระทบและความต้านทานแรงเฉือน การกระจัด และคุณสมบัติความแข็งแรง เช่น มอ
แรงซองจดหมาย 1.2 ความเค้นเฉือนและกระจัดกระจาย nonuniformly
ภายในชิ้นงาน ไม่ได้กำหนดความสูงให้เหมาะสมสำหรับคำนวณแรงเฉือน
สายพันธุ์ ดังนั้นความเครียด
ความสัมพันธ์ของปริมาณใด ๆที่เกี่ยวข้อง เช่น ค่า
ไม่สามารถพิจารณาจากการทดสอบนี้
1.3 การหาซองความแข็งแรงและการพัฒนา
เกณฑ์ในการตีความ และประเมิน ผลการทดสอบจะทิ้ง
กับวิศวกรหรือสำนักงานขอทดสอบ
1.4 ผลการทดสอบอาจได้รับผลกระทบ โดยการแสดงตนของ
ดินหรืออนุภาคหินหรือทั้งสอง ( ดูมาตรา 7 )
15 ทดสอบเงื่อนไข รวมทั้งความเครียดปกติและสภาพแวดล้อมความชื้น
ถูกเลือกซึ่งแสดงถึงสภาวะ
ถูกสอบสวน อัตราการตัดควรช้าพอ
1.6 เพื่อให้แน่ใจว่าเงื่อนไขหมดแล้ว ค่าระบุไว้ในหน่วยปอนด์ นิ้วจะถือว่า
เป็นมาตรฐาน ภายในวิธีการทดสอบนี้หน่วยศรีแสดง
ในวงเล็บ ค่าที่ระบุไว้ในแต่ละระบบจะไม่แน่นอน
เทียบเท่า ดังนั้นแต่ละระบบจะต้องใช้อย่างเป็นอิสระของแต่ละอื่น ๆ
.
1.7 มาตรฐานนี้ไม่ได้มีความหมายเพื่อที่อยู่ทั้งหมดของ
ความกังวลด้านความปลอดภัย ถ้าใด ๆ ที่เกี่ยวข้องกับการใช้ มันคือความรับผิดชอบของผู้ใช้
ของมาตรฐานนี้เพื่อสร้างแนวทางปฏิบัติเพื่อความปลอดภัยและสุขภาพที่เหมาะสมและตรวจสอบหา
ข้อจำกัดกฎระเบียบก่อนที่จะใช้ .
2 อ้างอิงเอกสาร
2มาตรฐาน ASTM ที่ 1 :
d หรือวิธีวิเคราะห์ขนาดอนุภาคของ soils2
D 653 คำศัพท์ที่เกี่ยวข้องกับดิน หิน และมี fluids2
D
เป็นวิธีทดสอบในห้องปฏิบัติการ การบดอัดดินลักษณะ
ความพยายามมาตรฐาน ( 12 400 ฟุต lbf / ฟุต ) 2
D ผมว่าวิธีทดสอบความถ่วงจำเพาะของ soils2
D 1 วิธีทดสอบคุณลักษณะการบดอัดในห้องปฏิบัติการ
ของดิน โดยใช้ความพยายามแก้ไข ( 56 , 000 ฟุต lbf / ฟุต ) 2
D 1587 ซ้อมท่อผนังบางธรณีเทคนิคของ soils2
D
1977 วิธีสำหรับห้องปฏิบัติการการหาน้ำ
ตัวอย่าง ( ความชื้น ) เนื้อหาของดินและ rock2
D 1 วิธีทดสอบมิติเดียวรวมคุณสมบัติของ soils2
D 2487 วิธีทดสอบการจำแนกดินทางวิศวกรรม purposes2
D 2488 ฝึกรายละเอียดและการจำแนกดิน
( ขั้นตอนการภาพ ) 2
D 3740 การปฏิบัติสำหรับความต้องการขั้นต่ำสำหรับหน่วยงาน
ร่วมในการทดสอบและ / หรือการตรวจสอบดินและ
D rock2 4228 การปฏิบัติเพื่อรักษา และการขนส่ง samples2 ดิน
D 4318 วิธีทดสอบขีด จำกัด ขีด จำกัด พลาสติก , ของเหลว , และ
พลาสติก ดัชนี soils2
D 4753 ข้อกําหนดสําหรับการประเมินการเลือก
มาตรฐานวิธีทดสอบแรงเฉือนของดินในการทดสอบโดยตรง
conditions1 รวมระบายออกตามมาตรฐานนี้กำหนดชื่อ D 0 ; เลขทันทีต่อไปนี้การระบุปี
รับต้นฉบับ หรือในกรณีของการแก้ไข , ปีของการแก้ไขล่าสุด ตัวเลขในวงเล็บแสดงปีล่าสุด reapproval .
เป็นตัวยกเอปไซลอน ( E ) บ่งชี้ว่า บรรณาธิการเปลี่ยนตั้งแต่แก้ไขล่าสุดหรือ reapproval .
1 ขอบเขต *
1.1 วิธีการทดสอบนี้ครอบคลุมการกำหนดรวม
ระบายกำลังรับแรงเฉือนของดินวัสดุทางตรง
ตัด ทดสอบโดยการ เปลี่ยนรูป ตัวอย่างที่
ควบคุมอัตราความเครียดในหรือใกล้เดียวเครื่องบินโดยการกำหนด
เฉือนของเครื่องมือ โดยทั่วไปสามหรือมากกว่า
ตัวอย่างทดสอบแต่ละภายใต้แตกต่างกันปกติโหลด
ศึกษาผลกระทบและความต้านทานแรงเฉือน การกระจัด และคุณสมบัติความแข็งแรง เช่น มอ
แรงซองจดหมาย 1.2 ความเค้นเฉือนและกระจัดกระจาย nonuniformly
ภายในชิ้นงาน ไม่ได้กำหนดความสูงให้เหมาะสมสำหรับคำนวณแรงเฉือน
สายพันธุ์ ดังนั้นความเครียด
ความสัมพันธ์ของปริมาณใด ๆที่เกี่ยวข้อง เช่น ค่า
ไม่สามารถพิจารณาจากการทดสอบนี้
1.3 การหาซองความแข็งแรงและการพัฒนา
เกณฑ์ในการตีความ และประเมิน ผลการทดสอบจะทิ้ง
กับวิศวกรหรือสำนักงานขอทดสอบ
1.4 ผลการทดสอบอาจได้รับผลกระทบ โดยการแสดงตนของ
ดินหรืออนุภาคหินหรือทั้งสอง ( ดูมาตรา 7 )
15 ทดสอบเงื่อนไข รวมทั้งความเครียดปกติและสภาพแวดล้อมความชื้น
ถูกเลือกซึ่งแสดงถึงสภาวะ
ถูกสอบสวน อัตราการตัดควรช้าพอ
1.6 เพื่อให้แน่ใจว่าเงื่อนไขหมดแล้ว ค่าระบุไว้ในหน่วยปอนด์ นิ้วจะถือว่า
เป็นมาตรฐาน ภายในวิธีการทดสอบนี้หน่วยศรีแสดง
ในวงเล็บ ค่าที่ระบุไว้ในแต่ละระบบจะไม่แน่นอน
เทียบเท่า ดังนั้นแต่ละระบบจะต้องใช้อย่างเป็นอิสระของแต่ละอื่น ๆ
.
1.7 มาตรฐานนี้ไม่ได้มีความหมายเพื่อที่อยู่ทั้งหมดของ
ความกังวลด้านความปลอดภัย ถ้าใด ๆ ที่เกี่ยวข้องกับการใช้ มันคือความรับผิดชอบของผู้ใช้
ของมาตรฐานนี้เพื่อสร้างแนวทางปฏิบัติเพื่อความปลอดภัยและสุขภาพที่เหมาะสมและตรวจสอบหา
ข้อจำกัดกฎระเบียบก่อนที่จะใช้ .
2 อ้างอิงเอกสาร
2มาตรฐาน ASTM ที่ 1 :
d หรือวิธีวิเคราะห์ขนาดอนุภาคของ soils2
D 653 คำศัพท์ที่เกี่ยวข้องกับดิน หิน และมี fluids2
D
เป็นวิธีทดสอบในห้องปฏิบัติการ การบดอัดดินลักษณะ
ความพยายามมาตรฐาน ( 12 400 ฟุต lbf / ฟุต ) 2
D ผมว่าวิธีทดสอบความถ่วงจำเพาะของ soils2
D 1 วิธีทดสอบคุณลักษณะการบดอัดในห้องปฏิบัติการ
ของดิน โดยใช้ความพยายามแก้ไข ( 56 , 000 ฟุต lbf / ฟุต ) 2
D 1587 ซ้อมท่อผนังบางธรณีเทคนิคของ soils2
D
1977 วิธีสำหรับห้องปฏิบัติการการหาน้ำ
ตัวอย่าง ( ความชื้น ) เนื้อหาของดินและ rock2
D 1 วิธีทดสอบมิติเดียวรวมคุณสมบัติของ soils2
D 2487 วิธีทดสอบการจำแนกดินทางวิศวกรรม purposes2
D 2488 ฝึกรายละเอียดและการจำแนกดิน
( ขั้นตอนการภาพ ) 2
D 3740 การปฏิบัติสำหรับความต้องการขั้นต่ำสำหรับหน่วยงาน
ร่วมในการทดสอบและ / หรือการตรวจสอบดินและ
D rock2 4228 การปฏิบัติเพื่อรักษา และการขนส่ง samples2 ดิน
D 4318 วิธีทดสอบขีด จำกัด ขีด จำกัด พลาสติก , ของเหลว , และ
พลาสติก ดัชนี soils2
D 4753 ข้อกําหนดสําหรับการประเมินการเลือก
การแปล กรุณารอสักครู่..
ภาษาอื่น ๆ
การสนับสนุนเครื่องมือแปลภาษา: กรีก, กันนาดา, กาลิเชียน, คลิงออน, คอร์สิกา, คาซัค, คาตาลัน, คินยารวันดา, คีร์กิซ, คุชราต, จอร์เจีย, จีน, จีนดั้งเดิม, ชวา, ชิเชวา, ซามัว, ซีบัวโน, ซุนดา, ซูลู, ญี่ปุ่น, ดัตช์, ตรวจหาภาษา, ตุรกี, ทมิฬ, ทาจิก, ทาทาร์, นอร์เวย์, บอสเนีย, บัลแกเรีย, บาสก์, ปัญจาป, ฝรั่งเศส, พาชตู, ฟริเชียน, ฟินแลนด์, ฟิลิปปินส์, ภาษาอินโดนีเซี, มองโกเลีย, มัลทีส, มาซีโดเนีย, มาราฐี, มาลากาซี, มาลายาลัม, มาเลย์, ม้ง, ยิดดิช, ยูเครน, รัสเซีย, ละติน, ลักเซมเบิร์ก, ลัตเวีย, ลาว, ลิทัวเนีย, สวาฮิลี, สวีเดน, สิงหล, สินธี, สเปน, สโลวัก, สโลวีเนีย, อังกฤษ, อัมฮาริก, อาร์เซอร์ไบจัน, อาร์เมเนีย, อาหรับ, อิกโบ, อิตาลี, อุยกูร์, อุสเบกิสถาน, อูรดู, ฮังการี, ฮัวซา, ฮาวาย, ฮินดี, ฮีบรู, เกลิกสกอต, เกาหลี, เขมร, เคิร์ด, เช็ก, เซอร์เบียน, เซโซโท, เดนมาร์ก, เตลูกู, เติร์กเมน, เนปาล, เบงกอล, เบลารุส, เปอร์เซีย, เมารี, เมียนมา (พม่า), เยอรมัน, เวลส์, เวียดนาม, เอสเปอแรนโต, เอสโทเนีย, เฮติครีโอล, แอฟริกา, แอลเบเนีย, โคซา, โครเอเชีย, โชนา, โซมาลี, โปรตุเกส, โปแลนด์, โยรูบา, โรมาเนีย, โอเดีย (โอริยา), ไทย, ไอซ์แลนด์, ไอร์แลนด์, การแปลภาษา.
- No Finish you
- But I like to drink Time is hot.
- cut back
- แล้วคุณคิดถึงฉันรึเปล่า
- Awesome?? How much is the kit??? Or how
- He gets the admiration of all
- Aren't yoy
- ฉันพูดภ่ษาอังกฤษไม่ได้
- plasticmixedgarbagenegative
- Multinomial
- Organohalogen contaminant (OHC) determin
- คุณใช้เบราเซอร์อะไร
- Student TrainingAugust 2016 – January 20
- Necessarily
- u must get my dick nw?
- ขี้เกียจ
- มันต่างจากชีวิตตอนมัธยมมาก
- It also has a shop , krathong , firework
- Everyone is admitted free
- ฉันต้องการดึงค่าสมาชิกห้องประชุมแบบเรียล
- คุณต้องการให้ฉันมีรักใหม่
- off entry / display "Not availableTransa
- อ่อนล้า
- 2. Tomato Recipe pores. Simple is about
