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ASTM D7070-04

(Test Method)

Standard Test Method for Creep of Rock Core Under Constant Stress and Temperature

Standard Test Method for Creep of Rock Core Under Constant Stress and Temperature

SCOPE
1.1 This test method covers the creep behavior of intact soft and hard rock core in fixed states of stress and temperature. It specifies the apparatus, instrumentation, and procedures for determining the strain as a function of time under sustained load. Hard rocks are those with a maximum axial strain at failure of less than 2 %. Soft rocks include such materials as salt and potash, which often exhibit very large strain at failure.
1.2 This standard replaces and combines the following Standard Test Methods now to be referred to as Methods: Method A (D 5341 Creep of Hard Rock Core Specimens in Uniaxial Compression at Ambient/Elevated Temperatures);Method B (D 4405 Creep of Soft Rock Core Specimens in Uniaxial Compression at Ambient or Elevated Temperature); and Method C (D 4406 Creep of Rock Core Specimens in Triaxial Compression at Ambient or Elevated Temperature).
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D 6026.
1.3.1 The method used to specify how data are collected, calculated, or recorded in this standard is not directly related to the accuracy to which the data can be applied in design or other uses, or both. How one applies the results obtained using this standard is beyond its scope.
1.3.2 The values stated in SI units are to be regarded as the standard.
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 and health practices and to determine the applicability of regulatory limitations prior to use. For specific precautionary statements, see Section .

General Information

Status
Historical
Publication Date
31-Aug-2004
ICS
93.020 - Earthworks. Excavations. Foundation construction. Underground works
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.12 - Rock Mechanics
Current Stage
Ref Project

Relations

Replaced By
ASTM D7070-08 - Standard Test Methods for Creep of Rock Core Under Constant Stress and Temperature
Effective Date
01-Jul-2008
Referred By
ASTM D4543-19 - Standard Practices for Preparing Rock Core as Cylindrical Test Specimens and Verifying Conformance to Dimensional and Shape Tolerances
Effective Date
01-Sep-2004

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ASTM D7070-04 - Standard Test Method for Creep of Rock Core Under Constant Stress and TemperatureASTM D7070-04 - Standard Test Method for Creep of Rock Core Under Constant Stress and Temperature
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ASTM D7070-04 - Standard Test Method for Creep of Rock Core Under Constant Stress and Temperature
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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:D7070–04
Standard Test Method for
Creep of Rock Core Under Constant Stress and
Temperature
This standard is issued under the fixed designation D 7070; 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 D 653 Standard Terminology Relating to Soil, Rock, and
Contained Fluids
1.1 This test method covers the creep behavior of intact soft
D 2113 Practice for Diamond Core Drilling for Site Inves-
and hard rock core in fixed states of stress and temperature. It
tigation
specifies the apparatus, instrumentation, and procedures for
D 2216 TestMethodforLaboratoryDeterminationofWater
determining the strain as a function of time under sustained
(Moisture) Content of Soil and Rock
load. Hard rocks are those with a maximum axial strain at
D 4543 Practice for Preparing Rock Core Specimens and
failure of less than 2 %. Soft rocks include such materials as
Determining Dimensional and Shape Tolerances
salt and potash, which often exhibit very large strain at failure.
D 5079 Practices for Preserving and Transporting Rock
1.2 This standard replaces and combines the following
Core Samples
Standard Test Methods now to be referred to as Methods:
D 6026 Practice for Using Significant Digits in Geotechni-
Method ‘A’(D 5341 Creep of Hard Rock Core Specimens
cal Data
in Uniaxial Compression at Ambient/Elevated Temperatures);
E 4 Practices for Load Verification of Testing Machines
Method ‘B’ (D 4405 Creep of Soft Rock Core Specimens
E 122 Practice for Choice of Sample Size to Estimate a
inUniaxialCompressionatAmbientorElevatedTemperature);
Measure of Quality for a Lot or Process
and
Method ‘C’ (D 4406 Creep of Rock Core Specimens in
3. Terminology
Triaxial Compression at Ambient or Elevated Temperature).
3.1 Refer to Terminology D 653 for specific definitions.
1.3 All observed and calculated values shall conform to the
guidelines for significant digits and rounding established in
4. Summary of Test Method
Practice D 6026.
4.1 A section of rock is cut to length, and the ends are
1.3.1 The method used to specify how data are collected,
machinedflattoproduceacylindricaltestspecimen.Auniaxial
calculated, or recorded in this standard is not directly related to
specimen is placed in a loading frame. A triaxial specimen is
theaccuracytowhichthedatacanbeappliedindesignorother
placed in a triaxial loading chamber and subjected to confining
uses, or both. How one applies the results obtained using this
pressure. If required, the specimen is heated to the desired test
standard is beyond its scope.
temperature.Axial load is applied rapidly to the specimen and
1.3.2 The values stated in SI units are to be regarded as the
sustained. Deformation is monitored as a function of elapsed
standard.
time.
1.4 This standard does not purport to address all of the
safety concerns, if any, associated with its use. It is the
5. Significance and Use
responsibility of the user of this standard to establish appro-
5.1 There are many underground structures that are created
priate safety and health practices and to determine the
for permanent or long-term use. Often, these structures are
applicability of regulatory limitations prior to use. For specific
subjected to an approximately constant load. Creep tests
precautionary statements, see Section 7.
provide quantitative parameters for stability analysis of these
structures.
2. Referenced Documents
5.2 The deformation and strength properties of rock cores
2.1 ASTM Standards:
measured in the laboratory usually do not accurately reflect
large-scale in situ properties, because the latter are strongly
This test method is under the jurisdiction ofASTM Committee and is the direct
influenced by joints, faults, inhomogeneities, weakness planes,
responsibility of Subcommittee D18.12 on Rock Mechanics.
and other factors. Therefore, laboratory values for intact
Current edition approved Sept. 1, 2004. Published September 2004.
specimens must be employed with proper judgment in engi-
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM neering applications.
Standards volume information, refer to the standard’s Document Summary page on
the ASTM website.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D7070–04
NOTE 1—Notwithstanding the statements on precision and bias con- ing,providedthattheappliedloadisincreasedwithspecimendeformation
tained in this test method; the precision of this test method is dependent
so that true stress is constant within 2 %.
onthecompetenceofthepersonnelperformingit,andthesuitabilityofthe
6.2 Triaxial Apparatus—The triaxial apparatus shall consist
equipment and facilities used. Agencies that meet the criteria of Practice
D 3740 are generally considered capable of competent and objective of a chamber in which the test specimen may be subjected to
testing. Users of this test method are cautioned that compliance with
aconstantlateralfluidpressureandtherequiredaxialload.The
Practice D 3740 does not in itself assure reliable testing. Reliable testing
apparatus shall have safety valves, suitable entry ports for
depends on many factors; Practice D 3740 provides a means of evaluating
filling the chamber, and associated hoses, gages, and valves as
some of these factors.
needed. Fig. 1 shows a typical test apparatus and associated
6. Apparatus
equipment.
6.1 Loading Device—The loading device shall be of suffi- 6.3 Triaxial Flexible Membrane—This membrane encloses
cient capacity to apply load at a rate conforming to the
the rock specimen and extends over the platens to prevent
requirements specified in 10.6 and shall be able to maintain the
penetration by the confining fluid. A sleeve of natural or
specified load within 2 %. It shall be verified at suitable time
synthetic rubber or plastic is satisfactory for room temperature
intervals in accordance with the procedures given in Practices
tests; however, metal or high-temperature rubber jackets such
E 4 and comply with the requirements prescribed in this test
asvitonareusuallyrequiredforelevatedtemperaturetests.The
method.
membraneshallbeinertrelativetotheconfiningfluidandshall
cover small pores in the sample without rupturing when
NOTE 2—By definition, creep is the time-dependent deformation under
constant stress. The loading device is specified to maintain constant axial
confining pressure is applied. Plastic or silicone rubber coat-
load and therefore, constant engineering stress. The true stress, however,
ings may be applied directly to the sample, provided these
decreases as the specimen deforms and the cross-sectional area increases.
materials do not penetrate and strengthen the specimen. Care
Because of the associated experimental ease, constant load testing is
must be taken to form an effective seal where the platen and
recommended. However, the procedure permits constant true-stress test-
FIG. 1 Test Apparatus
D7070–04
specimen meet. Membranes formed by coatings shall be not less than 58 HRC. One of the platens should be spherically
subject to the same performance requirements as elastic sleeve seatedandtheotheraplainrigidplaten.Thebearingfacesshall
membranes. not depart from a plane by more than 0.015 mm when the
platens are new and shall be maintained within a permissible
6.4 Triaxial Pressure-Maintaining Device—A hydraulic
variation of 0.025 mm. The diameter of the spherical seat shall
pump, pressure intensifier, or other system of sufficient capac-
be at least as large as that of the test specimen but shall not
ity to maintain constant the desired lateral pressure. The
exceed twice the diameter of the test specimen. The center of
pressurization system shall be capable of maintaining the
the sphere in the spherical seat shall coincide with that of the
confining pressure constant to within 6 1 % throughout the
bearing face of the specimen. The spherical seat shall be
test.The confining pressure shall be measured with a hydraulic
properly lubricated to ensure free movement. The movable
pressure gage or electronic transducer having an accuracy of at
portion of the platen shall be held closely in the spherical seat,
least 61 % of the confining pressure, including errors due to
readout equipment, and a resolution of at least 0.5 % of the but the design shall be such that the bearing face can be rotated
and tilted through small angles in any direction. If a spherical
confining pressure.
seat is not used, the bearing faces of the platens shall be
6.5 Confining-Pressure Fluids—Forroomtemperaturetests,
parallel to 0.0005 mm/mm of platen diameter.
hydraulic fluids compatible with the pressure-maintaining
6.8.1 Hard Rock Specimens—The platen diameter shall be
device should be used. For elevated temperature tests the fluid
at least as great as the specimen but shall not exceed the
must remain stable at the temperature and pressure levels
specimen diameter by more than 1.50 mm. This platen diam-
designated for the test.
eter shall be retained for a length of at least one-half the
6.6 Elevated-Temperature Enclosure—The elevated tem-
specimen diameter.
perature enclosure may be either an enclosure that fits in the
6.8.2 Soft Rock Specimens—The platen diameter shall be at
loading apparatus, an internal system that fits in the triaxial
leastasgreatasthespecimenbutshallnotexceedthespecimen
apparatus, or an external system encompassing the complete
diameterbymorethan10 %ofthespecimendiameter.Because
test apparatus. The enclosure may be equipped with humidity
softrockscandeformsignificantlyincreeptests,itisimportant
control for testing specimens in which the moisture content is
to reduce friction in the platen-specimen interfaces to facilitate
to be controlled. For high temperatures, a system of heaters,
relative slip between the specimen ends and the platens.
insulation, and temperature measuring devices are normally
Effective friction-reducing precautions include polishing the
required to maintain the specified temperature. Temperature
platen surfaces to a mirror finish and attaching a thin, 0.15mm
shall be measured at three locations, with one sensor near the
thick teflon sheet to the platen surfaces.
top,oneatmidheight,andonenearthebottomofthespecimen.
6.9 Strain/Deformation Measuring Devices—The strain/
The average specimen temperature based on the midheight
deformation measuring system shall measure the strain with a
sensor shall be maintained to within 61°C of the required test
-6
resolution of at least 25 3 10 strain and an accuracy within
temperature. The maximum temperature difference between
-6
2 % of the value of readings above 250 3 10 strain and
the midheight sensor and either end sensor shall not exceed
-6
accuracy and resolution within 5 3 10 for readings lower
3°C when measured under steady state temperature conditions
-6
than 250 3 10 strain, including errors introduced by excita-
as defined in Section 6.6.
tion and readout equipment. The system shall be free from
NOTE 3—An alternative to measuring the temperature at three locations
noncharacterizable long-term instability (drift) that results in
along the specimen during the test is to determine the temperature
-8
an apparent strain rate of 10 /s.
distribution in a substitute specimen that has temperature sensors located
in drill holes at a minimum of six positions: along both the centerline and
NOTE 4—The user is cautioned about the influence of pressure and
specimen periphery at midheight and at each end of the specimen. The
temperatureontheoutputofstrainanddeformationsensorslocatedwithin
temperature controller set point shall be adjusted to obtain steady-state
the triaxial environment.
temperatures (see Section 10.5) in the substitute specimen that meet the
temperaturerequirementsateachtesttemperature(thecenterlinetempera- 6.9.1 Axial Strain Determination—The axial deformations
ture at midheight shall be within 61°C of the required test temperature,
or strains may be determined from data obtained by electrical
and all other specimen temperatures shall not deviate from this tempera-
resistance strain gages, compressometers, linear variable dif-
ture by more than 3°C). The relationship between controller set point and
ferential transformers (LVDTs), or other suitable means. The
substitute specimen temperature can be used to determine the specimen
design of the measuring device shall be such that the average
temperature during testing, provided that the output of the temperature
of at least two axial strain measurements can be determined.
feedback sensor (or other fixed-location temperature sensor in the triaxial
Measuring positions shall be equally spaced around the cir-
apparatus) is maintained constant within 6 1°C of the required test
temperature.Therelationshipbetweentemperaturecontrollersetpointand cumference of the specimen close to midheight. The gage
steady-state specimen temperature shall be verified periodically. The
length over which the axial strains are determined shall be at
substitute specimen is used solely to determine the temperature distribu-
least 10 grain diameters in magnitude.
tioninaspecimeninthetriaxialapparatus;itisnottobeusedtodetermine
6.9.2 Lateral Strain Determination—The lateral deforma-
creep behavior.
tions or strains may be measured by any of the methods
6.7 Temperature Measuring Device—Speciallimits-of-error
mentioned in 6.9.1. Either circumferential or diametric defor-
thermocouples or platinum resistance thermometers (RTDs)
mations (or strains) may be measured.Asingle transducer that
having accuracies of at least 61°C with a resolution of 0.1°C.
wraps around the specimen can be used to measure the change
6.8 Platens—Twosteelplatensareusedtotransmittheaxial in circumference. At least two diametric deformation sensors
load to the ends of the specimen.They shall have a hardness of shall be used if diametric deformations are measured. These
D7070–04
sensorsshallbeequallyspacedaroundthecircumferenceofthe at hand and reported in accordance with 12.1.3. If the moisture
specimen close to midheight. The average deformation (or content of the specimen is to be determined, follow the
strain) from the diametric sensors shall be recorded. The procedures given in Test Method D 2216.
averagelateralstrainmayalsobedeterminedfromdilatometric
measurements of volumetric strain after accounting for the
10. Procedure
axial strain component.
10.1 Checktheabilityo
...

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ASTM
ASTM D3967-23(Test Method)
Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens with Flat Loading Platens

SIGNIFICANCE AND USE
5.1 By definition, the tensile strength is obtained by the direct tensile test. However, the direct tensile test is difficult and expensive for routine application. The splitting tensile test appears to offer a desirable alternative because it is much simpler and inexpensive. Furthermore, engineers involved in rock mechanics design usually deal with complex stress fields, including various combinations of compressive and tensile stress fields. Under such conditions, the tensile strength should be obtained with the presence of compressive stresses to be representative of the field conditions.  
5.2 The splitting tensile strength test is one of the simplest tests in which such stress fields occur. Also, by testing across different diametral directions, any variations in tensile strength for anisotropic rocks can be determined. Since it is widely used in practice, a uniform test method is needed for data to be comparable. A uniform test is also needed to make sure that the disk specimens break diametrically due to tensile stresses perpendicular to the loading axis.
Note 2: The quality of the results 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 This test method covers testing apparatus, specimen preparation, and testing procedures for determining the splitting tensile strength of rock by diametral line compression of disk shaped specimens.
Note 1: The tensile strength of rock determined by tests other than the straight pull test is designated as the “indirect” tensile strength and, specifically, the value obtained in Section 9 of this test is termed the “splitting” tensile strength. This test method is also sometimes referred to as the Brazilian test method.  
1.2 Units—The values stated in SI units are to be regarded as standard. The values given in parentheses are mathematical conversions to inch-pound units, which are provided for information only and are not considered standard. Reporting of test results in units other than SI shall not be regarded as nonconformance with this test method.  
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.3.1 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, the 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 analysis 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 International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.

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ASTM
ASTM D8459-23(Test Method)
Standard Test Methods for Detecting Water Soluble Sulfates in Construction Soils

SIGNIFICANCE AND USE
5.1 Where sulfates are suspected, subgrade soils should be tested as an integral part of a geotechnical evaluation because the possibility that sulfate induced heave may occur if calcium containing stabilizers are used to improve the soils and sulfate reactions may also cause deterioration in concrete structures. When planning to treat a soil used in construction with lime, testing the soil for water soluble sulfates prior to treatment becomes very important (Note 2).  
5.2 When sulfate containing cohesive soils are treated with calcium-based stabilizers for foundation improvements, sulfates and free alumina in natural soils react with calcium and free hydroxide to form crystalline minerals, such as ettringite and thaumasite.4 Thaumasite forms when ettringite undergoes changes in the presence of carbonates at low temperatures.5 The sulfate minerals expand considerably when they are hydrated.
Note 2: For more information on the effect of treating soils containing water soluble sulfates, refer to the following publication: Little, D.N., Stabilization of Pavement Subgrades and Base Course with Lime, Kendal/Hunt Publishing Co., Dubuque, IA, 1995.
Note 3: 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 methods determine the water soluble sulfate content of cohesive soils used in construction by using the colorimetric technique. Two methods are presented in this standard. Method A is for use in the field and Method B is for use in the laboratory. The colorimetric technique involves measuring the scattering of a light beam through a solution that contains suspended particulate matter. Measurements of sulfate concentrations in construction soils can be used to guide professionals in the selection of appropriate stabilization methods and to assist in assessment of potential deterioration in concrete structures.
Note 1: These test methods are partially based on the research conducted by Texas A & M University.  
1.2 The field method, Method A, is used as a screening test for the presence of sulfates and their concentration. The laboratory method, Method B, provides better resolution than the field method.  
1.3 Ion chromatography is also an acceptable alternative method that can be used to evaluate results, however, it is outside the scope of this standard.  
1.4 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.  
1.5 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026, unless superseded by this test method.  
1.5.1 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 methods for engineering data.  
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 appropri...

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ASTM
ASTM D2850-23(Test Method)
Standard Test Method for Unconsolidated-Undrained Triaxial Compression Test on Cohesive Soils

SIGNIFICANCE AND USE
5.1 In this test method, the compressive strength of a soil is determined in terms of the total stress, therefore, the resulting strength depends on the pressure developed in the pore fluid during loading. In this test method, fluid flow is not permitted from or into the soil specimen as the load is applied, therefore the resulting pore pressure, and hence strength, differs from that developed in the case where drainage can occur.  
5.2 If the test specimens is 100 % saturated, consolidation cannot occur when the confining pressure is applied nor during the shear portion of the test since drainage is not permitted. Therefore, if several specimens of the same material are tested, and if they are all at approximately the same water content and void ratio when they are tested, they will have approximately the same unconsolidated-undrained shear strength.  
5.3 If the test specimens are partially saturated, or compacted/reconstituted specimens, where the degree of saturation is less than 100 %, consolidation may occur when the confining pressure is applied and during application of axial load, even though drainage is not permitted. Therefore, if several partially saturated specimens of the same material are tested at different confining stresses, they will not have the same unconsolidated-undrained shear strength.  
5.4 Mohr failure envelopes may be plotted from a series of unconsolidated undrained triaxial tests. The Mohr’s circles at failure based on total stresses are constructed by plotting a half circle with a radius of half the principal stress difference (deviator stress) beginning at the axial stress (major principal stress) and ending at the confining stress (minor principal stress) on a graph with principal stresses as the abscissa and shear stress as the ordinate and equal scale in both directions. The failure envelopes will usually be a horizontal line for saturated specimens and a curved line for partially saturated specimens.  
5.5 The unconsolidated-u...
SCOPE
1.1 This test method covers determination of the strength and stress-strain relationships of a cylindrical specimen of either intact, compacted, or remolded cohesive soil. Specimens are subjected to a confining fluid pressure in a triaxial chamber. No drainage of the specimen is permitted during the application of the confining fluid pressure or during the compression phase of the test. The specimen is axially loaded at a constant rate of axial deformation (strain controlled).  
1.2 This test method provides data for determining undrained strength properties and stress-strain relations for soils. This test method provides for the measurement of the total stresses applied to the specimen, that is, the stresses are not corrected for pore-water pressure.
Note 1: The determination of the unconfined compressive strength of cohesive soils is covered by Test Method D2166/D2166M.
Note 2: The determination of the consolidated, undrained strength of cohesive soils with pore pressure measurement is covered by Test Method D4767.  
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.3.1 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 analysis methods for engineering design.  
1.4 Units—The values stated in SI units are to be regarded as the standard. The values given in parentheses are mathemat...

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ASTM
ASTM D4381/D4381M-22(Test Method)
Standard Test Method for Sand Content by Volume of Construction Slurries

SIGNIFICANCE AND USE
5.1 This test method is used to determine the percentage of sand by volume in construction slurry. The significance of this test method mainly relates to construction slurries used for concrete wall and drilled piers construction. The range of measurement is too limited for use in applications where the sand content is intended to be greater than 20 %, such as in the cases of cement bentonite or soil bentonite walls.  
5.2 A high sand content in the construction slurry is abrasive for construction plant such as pumps, and is furthermore adverse to the formation of a filter cake in applications where bentonite fluid is used to stabilize an excavation.
Note 1: The quality of the result produced by this standard depends on the competence of the personnel performing it and the suitability of the equipment and facilities being 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 ensure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
SCOPE
1.1 This test method covers the determination of the sand content of bentonitic slurries used in slurry construction techniques. This test method has been modified from API Recommended Practice 13B.  
1.2 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.3 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard. Except, the sieve designation is identified using the “alternative” system in accordance with Practice E11 instead of the “standard system,” such that the sieve used is referred to as a No. 200 sieve, instead of a 75 µm sieve.  
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 International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.

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ASTM D4219-22(Test Method)
Standard Test Method for Short-Term Unconfined Compressive Strength Index of Chemically Grouted Soils

SIGNIFICANCE AND USE
5.1 The purpose of this test method is to obtain values for comparison with other test values to verify uniformity of materials or the effects of controllable variables, in grout-soil compositions.  
5.2 This test method is similar, in principle, to Test Method D2166/D2166M, but is not intended for determination of strength parameters to be used in design. Such values are more properly obtained from long-term triaxial tests.
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 This test method covers the determination of the short-term unconfined compressive strength index of chemically grouted soils, using displacement-controlled application of test load.  
1.2 Units—The values stated in SI units are to be regarded as standard. The values given in parentheses are provided for information only and are not considered standard. Reporting of test results in units other than SI shall not be regarded as nonconformance with this standard.  
1.2.1 It is common practice in the engineering/construction profession to concurrently use pounds to represent both a unit of mass (lbm) and of force (lbf). This practice implicitly combines two separate systems of units; the absolute and the gravitational systems. It is scientifically undesirable to combine the use of two separate sets of inch-pound units within a single standard. As stated, this standard includes the gravitational system of inch-pound units and does not use/present the slug unit of mass. However, the use of balances and scales recording pounds of mass (lbm) or recording density in lbm/ft3 shall not be regarded as nonconformance with this standard.  
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026, unless superseded by this test method.  
1.3.1 For purposes of comparing a measured or calculated value(s) with specified limits, the measured or calculated value(s) shall be rounded to the nearest decimal of significant digits in the specified limit.  
1.3.2 The procedures used to specify how data are collected/recorded or 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 this standard to consider significant digits used in analysis 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 International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.

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ASTM
ASTM D4452/D4452M-22(Practice)
Standard Practice for X-Ray Radiography of Soil Samples

SIGNIFICANCE AND USE
5.1 Many geotechnical tests require the utilization of intact, representative samples of soil. The quality of these samples depends on many factors. Many of the samples obtained by intact sampling methods have inherent anomalies. Sampling procedures cause disturbances of varying types and intensities. These anomalies and disturbances, however, are not always readily detectable by visual inspection of the intact samples before or after testing. Often test results would be enhanced if the presence and the extent of these anomalies and disturbances are known before testing or before destruction of the sample by testing. Such determinations assist the user in detecting flaws in sampling methods, the presence of natural or induced shear planes, and the presence of natural intrusions, such as gravels or shells at critical regions in the samples, the presence of sand and silt seams, and the intensity of disturbances caused by sampling.  
5.2 X-ray radiography provides the user with a picture of the internal massive structure of the soil sample, regardless of whether the soil is X-rayed within or without the sampling tube. X-ray radiography assists the user in identifying the following:  
5.2.1 Appropriateness of sampling methods used.  
5.2.2 Effects of sampling in terms of the disturbances caused by the turning of the edges of various thin layers in varved soils, large disturbances caused in soft soils, shear planes induced by sampling, or extrusion, or both, effects of overdriving of samplers, the presence of cuttings in sampling tubes, or the effects of using bent, corroded, or nonstandard tubes for sampling.  
5.2.3 Naturally occurring fissures, shear planes, etc.  
5.2.4 The presence of intrusions within the sample, such as calcareous nodules, gravel, or shells.  
5.2.5 Sand and silt seams, organic matter, large voids, and channels developed by natural or artificial leaching of soil components.
Note 1: The quality of the results produced by this standard is de...
SCOPE
1.1 This practice covers the determination of the quality of soil samples in thin wall tubes or of extruded soil cores by X-ray radiography.  
1.2 This practice enables the user to determine the effects of sampling and natural variations within samples as identified by the extent of the relative penetration of X-rays through soil samples.  
1.3 This practice can be used to X-ray soil cores (or observe their features on a fluoroscope) in thin wall tubes or liners ranging from approximately 50 to 150 mm [2 to 6 in.] in diameter. X-rays of samples in the larger diameter tubes provide a radiograph of major features of soils and disturbances, such as large scale bending of edges of varved clays, shear planes, the presence of large concretions, silt and sand seams thicker than 6 mm [1/4 in.], large lumps of organic matter, and voids or other types of intrusions. X-rays of the smaller diameter cores provide higher resolution of soil features and disturbances, such as small concretions (3 mm [1/8 in.] diameter or larger), solution channels, slight bending of edges of varved clays, thin silt or sand seams, narrow solution channels, plant root structures, and organic matter. The X-raying of samples in thin wall tubes or liners requires minimal preparation.  
1.4 Greater detail and resolution of various features of the soil can be obtained by X-raying extruded soil cores, as compared to samples in metal tubes. The method used for X-raying soil cores is the same as that for tubes and liners, except that extruded cores have to be handled with extreme care and have to be placed in sample troughs (similar to Fig. 2) before X-raying. This practice should be used only when natural water content or other intact soil characteristics are irrelevant to the end use of the sample.  
1.4.1 Often it is necessary to obtain greater resolution of features to determine the propriety of sampling methods, the representative nature of soil samples,...

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