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ASTM D3967-95a(2004)

(Test Method)

Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens

Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens

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 a disk.
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 8 of this test is termed the "splitting" tensile strength.
1.2 The values stated in SI units are to be regarded as the standard.
1.3 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.

General Information

Status
Historical
Publication Date
31-Oct-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

Replaces
ASTM D3967-95a(2001) - Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens
Effective Date
01-Nov-2004
Replaced By
ASTM D3967-05 - Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens
Effective Date
15-Aug-2005
Referred By
ASTM D4992-22 - Standard Practice for Evaluation of Rock to be Used for Erosion Control
Effective Date
01-Nov-2004

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ASTM D3967-95a(2004) - Standard Test Method for Splitting Tensile Strength of Intact Rock Core SpecimensASTM D3967-95a(2004) - Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens
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ASTM D3967-95a(2004) - Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens
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NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.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:D3967–95a (Reapproved 2004)
Standard Test Method for
Splitting Tensile Strength of Intact Rock Core Specimens
This standard is issued under the fixed designation D 3967; 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 method is needed for data to be comparable. A uniform test is
also needed to insure positively that the disk specimens break
1.1 This test method covers testing apparatus, specimen
diametrally due to tensile pulling along the loading diameter.
preparation, and testing procedures for determining the split-
ting tensile strength of rock by diametral line compression of a
4. Apparatus
disk.
4.1 Loading Device, to apply and measure axial load on the
NOTE 1—The tensile strength of rock determined by tests other than the
specimen, of sufficient capacity to apply the load at a rate
straight pull test is designated as the “indirect” tensile strength and,
conforming to the requirements in 7.3. It shall be verified at
specifically, the value obtained in Section 8 of this test is termed the
suitable time intervals in accordance with Practices E4 and
“splitting” tensile strength.
shall comply with the requirements prescribed therein.
1.2 The values stated in SI units are to be regarded as the
4.2 Bearing Surfaces—The testing machine shall be
standard.
equipped with two steel bearing blocks having a Rockwell
1.3 This standard does not purport to address all of the
hardness of not less than 58 HRC (see Note 2).
safety concerns, if any, associated with its use. It is the
NOTE 2—False platens, with bearing faces conforming to the require-
responsibility of the user of this standard to establish appro-
ments of this standard, may be used. These shall be oil hardened to more
priate safety and health practices and determine the applica-
than 58 HRC, and surface ground. With abrasive rocks these platens tend
bility of regulatory limitations prior to use.
to roughen after a number of specimens have been tested, and hence need
to be surfaced from time to time.
2. Referenced Documents
4.2.1 Flat Bearing Blocks—During testing the specimen
2.1 ASTM Standards:
can be placed in direct contact with the machine bearing plates
E4 Practices for Force Verification of Testing Machines
(or false platens, if used) (see Fig. 1). The bearing faces shall
E 691–92 Practice for Conducting an Interlaboratory Study
not depart from a plane by more than 0.0125 mm when the
to Determine the Precision of a Test Method
platens are new and shall be maintained within a permissible
variation of 0.025 mm. The bearing block diameter shall be at
3. Significance and Use
least as great as the specimen thickness.
3.1 By definition the tensile strength is obtained by the
4.2.2 Curved Bearing Blocks, may be used to reduce the
direct uniaxial tensile test. But the tensile test is difficult and
contact stresses. The radius of curvature of the supplementary
expensive for routine application. The splitting tensile test
bearingplatesshallbesodesignedthattheirarcofcontactwith
appears to offer a desirable alternative, because it is much
the specimen will in no case exceed 15° or that the width of
simpler and inexpensive. Furthermore, engineers involved in
contact is less than D/6, where D is the diameter of the
rock mechanics design usually deal with complicated stress
specimen.
fields, including various combinations of compressive and
tensile stress fields. Under such conditions, the tensile strength
NOTE 3—Since the equation used in 8.1 for splitting tensile strength is
derived based on a line load, the applied load shall be confined to a very
shouldbeobtainedwiththepresenceofcompressivestressesto
narrow strip if the splitting tensile strength test is to be valid. But a line
be representative of the field conditions. The splitting tensile
load creates extremely high contact stresses which cause premature
strength test is one of the simplest tests in which such stress
cracking. A wider contact strip can reduce the problems significantly.
fields occur. Since it is widely used in practice, a uniform test
Investigationsshowthatanarcofcontactsmallerthan15°causesnomore
than 2 % of error in principal tensile stress while reducing the incidence
of premature cracking greatly.
ThistestmethodisunderthejurisdictionofASTMCommitteeD18onSoiland
Rock and is the direct responsibility of Subcommittee D18.12 on Rock Mechanics. 4.2.3 Spherical Seating—One of the bearing surfaces
Current edition approved Nov. 1, 2004. Published December 2004. Originally
should be spherically seated and the other a plain rigid block.
approved in 1981. Last previous edition approved in 2001 as D 3967 – 95a(2001).
The diameter of the spherical seat shall be at least as large as
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
that of the test specimen, but shall not exceed twice the
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
Standardsvolume 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.
D3967–95a (2004)
can be achieved by visual observations of mineral constituents,
grain sizes and shape, partings, and defects such as pores and
fissures.
6. Test Specimens
6.1 Dimensions—The test specimen shall be a circular disk
with a thickness-to-diameter ratio ( t/D) between 0.2 and 0.75.
The diameter of the specimen shall be at least 10 times greater
thanthelargestmineralgrainconstituent.Adiameterof50mm
(1 ⁄16 in.) (NX wireline core) will generally satisfy this
criterion.
NOTE 5—When cores smaller than the specified minimum must be
tested because of the unavailability of material, notation of the fact shall
be made in the test report.
NOTE 6—If the specimen shows apparent anisotropic features such as
bedding or schistosity, care shall be exercised in preparing the specimen
so that the orientation of the loading diameter relative to anisotropic
features can be determined precisely.
6.2 Number of specimens—At least ten specimens shall be
tested to obtain a meaningful average value. If the reproduc-
ibility of the test results is good (coefficient of variation less
than 5 %), a smaller number of specimens is acceptable.
6.3 The circumferential surface of the specimen shall be
smooth and straight to 0.50 mm (0.020 in.).
6.4 Cut the ends of the specimen parallel to each other and
at right angles to the longitudinal axis. The ends of the
specimen shall not deviate from perpendicular to the core axis
by more than 0.5°. This requirement can be generally met by
cutting the specimen with a precision diamond saw.
FIG. 1 One Proposed Testing Setup for Splitting Tensile Strength
6.5 Determine the diameter of the specimen to the nearest
0.25 mm (0.01 in.) by taking the average of at least three
measurements, one of which shall be along the loading
diameter of the test specimen. The center of the sphere in the
diameter.
spherical seat shall coincide with the center of the loaded side
6.6 Determine the thickness of the specimen to the nearest
ofthespecimen.Thesphericalseatshallbelubricatedtoassure
0.25 mm (0.01 in.) by taking the average of at least three
freemovement.Themovableportionoftheplatenshallbeheld
...

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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.  
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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.  
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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.
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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.  
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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.  
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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...
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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 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.
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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 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...
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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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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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