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ASTM D2936-95(2001)e1

(Test Method)

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

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

SCOPE
1.1 This test method covers the determination of the direct tensile strength of intact cylindrical rock specimens.  
1.2 The values stated in SI units are to be regarded as 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
14-Jun-1995
ICS
91.100.15 - Mineral materials and products
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.12 - Rock Mechanics
Current Stage
Ref Project

Relations

Replaces
ASTM D2936-95(2001) - Standard Test Method for Direct Tensile Strength of Intact Rock Core Specimens
Effective Date
15-Jun-1995
Replaced By
ASTM D2936-95(2004)e1 - Standard Test Method for Direct Tensile Strength of Intact Rock Core Specimens
Effective Date
15-Jun-1995
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
15-Jun-1995

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ASTM D2936-95(2001)e1 - Standard Test Method for Direct Tensile Strength of Intact Rock Core SpecimensASTM D2936-95(2001)e1 - Standard Test Method for Direct Tensile Strength of Intact Rock Core Specimens
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ASTM D2936-95(2001)e1 - Standard Test Method for Direct 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NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.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
e1
Designation:D2936–95 (Reapproved 2001)
Standard Test Method for
Direct Tensile Strength of Intact Rock Core Specimens
This standard is issued under the fixed designation D 2936; 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.
e NOTE—Figure 1 was added editorially in August 2002.
1. Scope 5. Apparatus
1.1 This test method covers the determination of the direct 5.1 Loading Device, to apply and measure axial load on the
tensile strength of intact cylindrical rock specimens. specimen, of sufficient capacity to apply the load at a rate
1.2 The values stated in SI units are to be regarded as conforming to the requirements of 8.2. The device shall be
standard. verified at suitable time intervals in accordance with the
1.3 This standard does not purport to address all of the procedures given in Practices E 4 and shall comply with the
safety concerns, if any, associated with its use. It is the requirements prescribed therein.
responsibility of the user of this standard to establish appro- 5.2 Caps—Cylindrical metal caps that, when cemented to
priate safety and health practices and determine the applica- the specimen ends, provide a means through which the direct
bility of regulatory limitations prior to use. tensile load can be applied. The diameter of the metal caps
shall not be less than that of the test specimen, nor shall it
2. Referenced Documents
exceed the test specimen diameter by more than 1.10 times.
2.1 ASTM Standards:
Caps shall have a thickness of at least 30 mm (1 ⁄4 in.). Caps
D 2216 Test Method for Laboratory Determination ofWater shall be provided with a suitable linkage system for load
(Moisture) Content of Soil and Rock by Mass
transfer from the loading device to the test specimen. The
D 4543 Practice for Preparing Rock Core Specimens and linkage system shall be so designed that the load will be
Determining Dimensional and Shape Tolerances
transmitted through the axis of the test specimen without the
E 4 Practices for Force Verification of Testing Machines application of bending or torsional stresses. The length of the
E 122 Practice for Calculating Sample Size to Estimate,
linkages at each end shall be at least two times the diameter of
With a Specified Tolerable Error, the Average for Charac-
the metal end caps. One such system is shown in Fig. 1.
teristic of a Lot or Process
NOTE 1—Roller of link chain of suitable capacity has been found to
perform quite well in this application. Because roller chain flexes in one
3. Summary of Test Method
plane only, the upper and lower segments should be positioned at right
3.1 A rock core sample is cut to length and its ends are
angles to each other to effectively reduce bending in the specimen.
cemented to metal caps. The metal caps are attached to a Ball-and-socket, cable, or similar arrangements have been found to be
generally unsuitable as their tendency for bending and twisting makes the
testing machine and the specimen is loaded in tension until it
assembly unable to transmit a purely direct tensile stress to the test
fails.
specimen.
4. Significance and Use
6. Sampling
4.1 Rock is much weaker in tension than in compression.
6.1 Select the specimen from the cores to represent a valid
Thus, in determining the failure condition for a rock structure,
average of the type of rock under consideration. This can be
many investigators employ tensile strength of the component
achieved by visual observations of mineral constituents, grain
rock as the failure strength for the structure. Direct tensile
sizes and shape, partings, and defects such as pores and
stressing of rock is the most basic test for determining the
fissures, or by other methods such as ultrasonic velocity
tensile strength of rock.
measurements.
7. Test Specimens
This test method is under the jurisdiction ofASTM Committee D18 on Soil and
Rock and is the direct responsibility of Subcommittee D18.12 on Rock Mechanics. 7.1 Preparation—Prepare test specimens in accordance
Current edition approved June 15, 1995. Published August 1995. Originally
with Practice D 4543, except that the degree of flatness and
e2
published as D 2936 – 71. Last previous edition D 2936 – 84 (1989) .
2 smoothness of the specimen ends is not critical. End surfaces,
Annual Book of ASTM Standards, Vol 04.08.
such as result from sawing with a diamond cutoff wheel, are
Annual Book of ASTM Standards, Vols 03.01.
Annual Book of ASTM Standards, Vol 14.02.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D2936
FIG. 1 Direct Tensile Strength Test Assembly
NOTE 2—In cementing the metal caps to the test specimens, use jugs
entirely adequate. Grinding, lapping, or polishing beyond this
and fixtures of suitable design to hold the caps and specimens in proper
point serves no useful purpose, and in fact, may adversely
alignment until the cement has hardened. The chucking arrangement of a
affect the adhesion of the cementing medium.
machine lathe or drill press is also suitable. Epoxy resin formulations of
7.2 Water content of the specimen at the time of test can
rather stiff consistency and similar to those used as a patching and filling
have a significant effect upon the deformation of the rock.
compound in automobile body repair work have been found to be a
Good practice generally dictates that laboratory tests be made
suitable cementing medium.
upon specimens representative of field conditions. Thus, it
8.2 Apply the tensile load continuously and without shoc
...

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4.1 The field examination, sampling, and petrographic examination in this practice along with appropriate laboratory testing may be used to determine the suitability of rock for erosion control. Factors to consider include identification and delineation of areas or zones of the rock, beds, and facies of unsuitable or marginal composition and properties due to weathering, alteration, structural weaknesses, porosity, and other potentially deleterious characteristics.  
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1.1 This guide covers methods to place riprap with associated filters for erosion control purposes. This guide does not recommend a specific course of action because of the diverse methods and procedures that are capable of producing a functional product. This guide identifies favorable riprap qualities and recommends practices best suited to obtain those qualities. The production of rock, use of recycled materials, rock with cut dimensions, and engineering and revetment design are beyond the scope of this guide. Special forms of riprap, including hand placed riprap, grouted riprap, or keyed (plated) riprap that is tamped into place to smooth the surface, are also beyond the scope of this guide.  
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SIGNIFICANCE AND USE
5.1 Rock for erosion control consists of individual pieces of natural quarried stone or large boulders and cobbles. The ability of these individual pieces of stone to resist deterioration due to weathering action affects the stability of the integral placement of rock for erosion control and hence, the stability of construction projects, structures, shorelines, and stream banks.  
5.2 Deterioration of stone in this test is one indicator that similar samples exposed to wet/dry and freeze/thaw cycles may break down in a water-soaked environment condition in service.  
5.3 This test method was developed to be used in conjunction with additional test methods listed in Practice D4992. This test method provides a quantitative value indicating potential resistance to weathering; however, the results of this test method are not to be used as the sole basis for the determination of rock durability.
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SCOPE
1.1 This test method covers the testing for and quantitative determination of the presence of swelling clays of the smectite group in rock for erosion control. The test particles are intended to be representative of erosion control rock and its durability. The test is appropriate for breakwater stone, armor stone, riprap and gabion sized rock materials.  
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1.5 Units—The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in non-conformance with the standard. Reporting of test results in units other than SI shall not be regarded as nonconformance with this standard.  
1.5.1 The gravitational system of inch-pound units is used when dealing with inch-pound units. In this system, the pound (lbf) represents a unit of force (weight), while the unit for mass is slugs. The slug unit is not given unless dynamic (F=ma) calculations are involved.  
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Standard Test Method for Evaluation of the Durability of Rock for Erosion Control Using Sodium Sulfate or Magnesium Sulfate

SIGNIFICANCE AND USE
5.1 Rock for erosion control consists of individual pieces of natural stone. The ability of these individual pieces of stone to resist deterioration due to weathering action affects the stability of the integral placement of rock for erosion control and hence, the stability of construction projects, structures, shorelines, and stream banks.  
5.2 The sodium sulfate or magnesium sulfate soundness test is one method by which to estimate qualitatively the durability of rock under weathering conditions. This test method was developed to be used in conjunction with additional test methods listed in Practice D4992. This test method does not provide an absolute value, but rather an indication of the resistance to freezing and thawing; therefore, the results of this test method are not to be used as the sole basis for the determination of rock durability.  
5.3 This test method has been used to evaluate many different types of rocks. There have been occasions when test results have provided data that have not agreed with the durability of rock under actual field conditions; samples yielding a low soundness loss have disintegrated in actual usage, and the reverse has been true.
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SCOPE
1.1 This test method covers test procedures for evaluating the soundness of rock for erosion control by the effects of a sodium or magnesium sulfate solution on slabs of rock. It is an accelerated weathering test. The rock slabs, prepared in accordance with procedures in Practice D5121, are intended to be representative of erosion control sized materials and their inherent weaknesses. The test is appropriate for breakwater stone, armor stone, riprap and gabion sized rock materials.  
1.1.1 The limitations of this test are twofold. First the test is a simulation of freezing and thawing conditions using accelerated life cycling techniques. The test evaluates the internal expansive force derived from the rehydration of the salt upon re-immersion, an event that may not occur in some natural environments, to simulate the expansion of water rather than the actual freezing of water. Secondly, the size of the cut rock slab specimens may eliminate some of the internal defects present in the rock structure. The test specimens may not be representative of the quality of the larger rock samples used in construction. Careful examination of the rock source and proper sampling are essential in minimizing this limitation.  
1.2 The use of reclaimed concrete and other materials for erosion control is beyond the scope of this test method.  
1.3 Units—The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in nonconformance with the standard. Reporting of test results in units other than SI shall not be regarded as nonconformance with this standard.  
1.3.1 The gravitational system of inch-pound units is used when dealing with inch-pound units. In this system, the pound (lbf) represents a unit of force (weight), while the unit for mass is slugs. The slug unit is not given unless dynamic (F=ma) calculations are involved.  
1.3.2 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 practi...

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ASTM
ASTM D6910/D6910M-19(Test Method)
Standard Test Method for Marsh Funnel Viscosity of Construction Slurries

SIGNIFICANCE AND USE
5.1 Viscosity is a fundamental characteristic for slurries in construction applications. The Marsh Funnel Viscosity test can be used for field quality control of slurries. Relative changes in slurry viscosity can be identified using Marsh Funnel measurements and modifications can be made to mixing and handling procedures.
Note 1: The development of the Marsh Funnel is credited to Hallan N. Marsh of Los Angeles who published the design and use of his funnel viscometer in 1931.  
5.2 This test method allows for the assessment of the apparent viscosity of construction slurries in the laboratory and in the field. The Marsh Funnel Viscosity is not a true viscosity, it is an index value and can only be used to assess the relative viscosity of the slurry to water. Higher MFV values are obtained for slurries with higher viscosity and lower MFV values are obtained for slurries with lower viscosity.  
5.3 In this test, it is assumed that the apparent viscosity of a slurry is directly related to the flow duration through a specially shaped funnel (the Marsh Funnel).  
5.4 In slurry construction applications, the viscosity of a slurry must be maintained within a predetermined range to stabilize the surrounding soil being supported.  
5.5 The Marsh Funnel Viscosity has been widely used in drilling soil and rock for water wells and oil, gas, soil stabilization, foundation drilling, and hydraulic barrier applications.  
5.6 Inert suspended solids (such as fine sands, clays, and cement) and additives affect the viscosity of slurries. This test may be used to determine the relative effects of these and other such materials on the viscosity of a slurry.
Note 2: 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. Us...
SCOPE
1.1 This test method provides an indirect measurement of the viscosity of construction slurries using a funnel (Marsh Funnel) and a graduated cup with specific volume marks. This test method provides an indicator of the viscosity on a routine basis. This test method has been modified from the API Recommended Practice 13B-1.  
1.2 The result determined using the method is referred to as the Marsh Funnel Viscosity. The Marsh Funnel Viscosity is an index property and is not an actual measurement of viscosity.  
1.3 This test can be performed in the laboratory or in the field to assess the Marsh Funnel Viscosity of a slurry for quality control purposes.  
1.4 Units—The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in nonconformance with the standard.  
1.5 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.  
1.6 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 D7626-19e1(Test Method)
Standard Test Methods for Determining the Organic Treat Loading of Organophilic Clay

SIGNIFICANCE AND USE
5.1 This standard test method is intended as an index test to determine the organic treat loading of organophilic clay. This standard test method can be used for manufacturing quality control and construction quality assurance material evaluation.  
5.2 The percent organic treat loading of organophilic clay is a relative indicator of its adsorptive capacity. Organophilic clay is used for remediation of contaminated sediment, soil, and groundwater.  
5.3 The two test methods denote different devices, a muffle furnace and a thermal gravimetric analyzer. The thermal gravimetric analyzer may be programmed to reach a higher temperature than the muffle furnace, but the organic matter will be burnt off at 750 °C.
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 This standard covers two index test methods that can be used in the evaluation of the amount of organic compound chemically bonded to the base clay portion of a representative sample of organophilic clay.  
1.2 The values stated in SI units are to be regarded as the standard. No other units of measurement are included in this standard. Reporting of test results in units other than SI shall not be regarded as nonconformance with this standard.
Note 1: This standard is presented using SI units. Use of units other than SI is allowed. However, if other units are used, the performance of a units conversion check of the calculations should be included as a part of the calculations.  
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.3.1 Two test methods are provided in this standard. The methods differ in equipment, the size of the specimen (mass) required and the significant digits reported.  
1.3.2 The procedures used to specify how data are collected/recorded or calculated in this standard are regarded as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; and it is common practice to increase or reduce significant digits of the 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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