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ASTM D4435-84(1998)

(Test Method)

Standard Test Method for Rock Bolt Anchor Pull Test

Standard Test Method for Rock Bolt Anchor Pull Test

SCOPE
1.1 The objective of this method is to measure the working and ultimate capacities of a rock bolt anchor. This method does not measure the entire roof support system. This method also does not include tests for pretensioned bolts or mine roof support system evaluation.  
1.2 This method is applicable to mechanical, cement grout, resin, (epoxy, polyester, and the like), or other similar anchor systems.  
1.3 The values stated in inch-pound units are to be regarded as the standard.  
1.4 This standard may involve hazardous materials, operations, and equipment. This standard does not purport to address all of the safety problems 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
09-Dec-1998
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 D4435-04 - Standard Test Method for Rock Bolt Anchor Pull Test
Effective Date
01-Jul-2004

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ASTM D4435-84(1998) - Standard Test Method for Rock Bolt Anchor Pull TestASTM D4435-84(1998) - Standard Test Method for Rock Bolt Anchor Pull Test
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ASTM D4435-84(1998) - Standard Test Method for Rock Bolt Anchor Pull Test
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NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.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: D 4435 – 84 (Reapproved 1998)
Standard Test Method for
Rock Bolt Anchor Pull Test
This standard is issued under the fixed designation D 4435; 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 4. Significance and Use
1.1 The objective of this test method is to measure the 4.1 Rock bolts are used for support in a variety of mining
working and ultimate capacities of a rock bolt anchor. This and civil engineering situations . The pull test may be used to
method does not measure the entire roof support system. This provide a quantitative measure of the relative performance of
method also does not include tests for pretensioned bolts or different anchor systems in the same rock type. Anchor systems
mine roof support system evaluation. may be different mechanical anchors or different bond materi-
1.2 This test method is applicable to mechanical, cement als or lengths for grouted anchors. Such data can be used to
grout, resin, (epoxy, polyester, and the like), or other similar choose an anchor type and determine bolt length, spacing, and
anchor systems. size.
1.3 The values stated in inch-pound units are to be regarded 4.2 The objective of the method is to measure anchor
as the standard. performance, and not the performance of the rock bolt itself.
1.4 This standard does not purport to address all of the Thus, to ensure that the bolt response during the test is minimal
safety concerns, if any, associated with its use. It is the and predictable, high strength, short-length (6 to 8 ft (1.8 to 2.5
responsibility of the user of this standard to establish appro- m)) bolts have been specified. The bolt should be just long
priate safety and health practices and determine the applica- enough to ensure that no failure of the rock/mass occurs.
bility of regulatory limitations prior to use. 4.3 Ideally, the rock bolt anchor should fail by shear at the
anchor-rock interface or bond. Therefore, the local character-
2. Terminology
istics of the rock, such as roughness and induced fractures, are
2.1 Definitions of Terms Specific to This Standard:
significant factors in the anchor strength. To obtain realistic
2.1.1 displacement—The movement of the rock bolt head. strength values, the test holes should be drilled using the same
2.1.2 failure—the inability of the anchor system or rock to
methods as the construction rock bolt holes.
sustain increased load without rapidly increasing deformation.
4.4 Rocks with significant time-dependent behavior, such as
In some instances, the peak load itself cannot be sustained. rock salt or shale, may respond to the anchor system itself and
2.1.3 load—the total axial force on the rock bolt.
change the anchor strength. In these cases, consideration
2.1.4 pressure, stress—the force per unit area. should be given to testing bolts over a period of time.
2.1.5 ultimate capacity—the maximum load sustained by
4.5 In establishing a testing program, the following factors
the anchor system. should be considered:
2.1.6 working capacity—the load on the anchor system at
4.5.1 Anchor pull tests should be conducted in all rock types
which significantly increasing displacement begins. in which construction bolts will be installed. If the rock is
anisotropic, for example, bedded or schistose, the tests should
3. Summary of Test Method
be conducted in various orientations relative to the anisotropy,
3.1 A rock bolt is installed in the same manner and in the
including those at which the construction bolt may be installed.
same material as its intended construction use. The bolt is
4.5.2 In each rock type, at each orientation, and for each
pulled hydraulically and the displacement of the bolt head is
anchor system, a sufficient number of tests should be con-
measured concurrently. The bolt is pulled until the anchor
ducted to determine the average bolt capacities within a fixed
system or rock fails. The ultimate and working capacities of the
uncertainty at the 95 % confidence level. The allowable uncer-
bolt are calculated from the plot of load versus displacement.
tainty band depends on the project and involves such factors as
1 2
This test method is under the jurisdiction of ASTM Committee D-18 on Soil For additional information see, “Suggested Method for Determining the
and Rock and is the direct responsibility of Subcommittee D18.12 on Rock Strength of a Rock Bolt Anchor (Pull Test),”Suggested Methods for Rock Bolt
Mechanics. Testing, International Society for Rock Mechanics Commission on Standardization
Current edition approved Nov. 30, 1984. Published January 1985. of Laboratory and Field Tests, 1974.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D 4435
the rock quality, expected project lifetime, and importance of ⁄4 in. (6 mm) in diameter to accommodate the measuring tip of
the areas to be bolted. Its determination will require consider- the dial gage. Other types of displacement transducers may be
able engineering judgment. As a rough guideline, at least 10 to used provided they satisfy the requirements of this section.
12 pull tests for a single set of variables have been found 5.4 Displacement Transducer Support— The displacement
necessary to satisfy the statistical requirements. transducer shall be supported from a point no closer than 3 ft
(0.9 mm) to the reaction frame, if attached to the same rock
5. Apparatus
face. The support shall be sufficiently rigid that no deflection or
instability occurs during testing.
5.1 Loading System—The system for pulling the rock bolts
5.5 Anchor Systems—The anchors used for testing shall be
shall consist of a hollow-center hydraulic ram and mounting/
from the manufacturer’s standard production stock. Mechani-
reaction frame. The hydraulic ram shall be of sufficient
cal anchors shall be inspected to ensure that no defective
capacity to fail the anchor and shall have a travel range of at
anchors are tested. Grout or resin shall be fresh (within the
least 2 in. (50 mm). The mounting/reaction frame shall be
shelf life) and obtained from unopened containers.
usable against uneven rock surfaces. The loading system shall
5.6 Rock Bolt and Accessories—The rock bolt shall be of
apply a force that deviates by no more than 5° from the long
sufficient diameter and strength that its elastic range is not
axis of the bolt during the test.
exceeded during testing. Standard bearing plates, washers, and
5.2 Load Transducer—An electronic load cell is recom-
the like may be used as required.
mended to measure the load on the rock bolt. The cell shall
5.7 Drilling Equipment—The same type of drilling equip-
have an accuracy of at least 6200 lbf (6890 N), including
ment and drill bits that will be used for installing rock bolts
errors introduced by the excitation and readout system, and a
during the construction phase of the project shall be used as far
resolution of at least 100 lbf (445 N). Other types of load
as possible to drill the test holes.
transducers may be used if their performance meets these
specifications. Alternatively, a pressure gage or electronic 5.8 Torque Wrench—If expandable shell mechanical an-
chors are used, a torque wrench shall be used to set them. The
transducer may be used to measure the pressure applied to the
ram, provided that the load measurement requirements above wrench shall have a capacity at least 20 % greater than the
manufacturer’s recommended anchor-setting torque. The
are satisfied, including the effects of friction in the hydraulic
ram, and the like. torque wrench shall have an accuracy of at least 62 % of the
full-scale reading, and a resolution of at least 1 % of the
5.3 Displacement Transducer—A dial gage is recom-
mended to measure the displacement of the rock bolt head. It full-scale reading.
5.9 Borehole Diameter Measuring Gage— A gage shall be
shall have an accuracy of at least 60.001 in. (0.025 mm), a
resolution of at least 0.0005 in. (0.013 mm), and a range of at used to measure the diameter of the borehole at the anch
...

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Sections  
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7  
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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).  
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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.  
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.  
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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 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 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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