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ASTM D4555-01(2005)

(Test Method)

Standard Test Method for Determining Deformability and Strength of Weak Rock by an In Situ Uniaxial Compressive Test

Standard Test Method for Determining Deformability and Strength of Weak Rock by an In Situ Uniaxial Compressive Test

SIGNIFICANCE AND USE
Since there is no reliable method of predicting the overall strength and deformation data of a rock mass from the results of laboratory tests on small specimens, in situ tests on large specimens are necessary. Such tests also have the advantage that the rock specimen is tested under similar environmental conditions as prevailing for the rock mass.
Since the strength of rock is dependent on the size of the test specimen, it is necessary to test several specimens (laboratory or field, or both) of progressively increasing size until an asymptotically constant strength value is found. This value is taken to represent the strength of the rock mass.3 ,4  
Note 1—Notwithstanding the statements on precision and bias contained in this test method; the precision of this test method 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 D 3740 are generally considered capable of competent and objective testing. Users of this test method are cautioned that compliance with Practice D 3740 does not in itself assure reliable testing. Reliable testing depends on many factors. Practice D 3740 provides a means of evaluating some of those factors.
SCOPE
1.1 This test method covers the measurement of the deformability and strength of large in situ specimens of weak rock by a uniaxial - compressive test. The test results take into account the effect of both intact material behavior and the behavior of discontinuities contained within the specimen block.
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
30-Jun-2005
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 D4555-01 - Standard Test Method for Determining Deformability and Strength of Weak Rock by an In Situ Uniaxial Compressive Test
Effective Date
01-Jul-2005
Referred By
ASTM D420-18 - Standard Guide for Site Characterization for Engineering Design and Construction Purposes
Effective Date
01-Jul-2005

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ASTM D4555-01(2005) - Standard Test Method for Determining Deformability and Strength of Weak Rock by an In Situ Uniaxial Compressive TestASTM D4555-01(2005) - Standard Test Method for Determining Deformability and Strength of Weak Rock by an In Situ Uniaxial Compressive Test
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ASTM D4555-01(2005) - Standard Test Method for Determining Deformability and Strength of Weak Rock by an In Situ Uniaxial Compressive 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:D4555–01 (Reapproved 2005)
Standard Test Method for
Determining Deformability and Strength of Weak Rock by an
In Situ Uniaxial Compressive Test
This standard is issued under the fixed designation D4555; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope* 4. Significance and Use
4.1 Since there is no reliable method of predicting the
1.1 Thistestmethodcoversthemeasurementofthedeform-
ability and strength of large in situ specimens of weak rock by overall strength and deformation data of a rock mass from the
a uniaxial - compressive test.The test results take into account results of laboratory tests on small specimens, in situ tests on
the effect of both intact material behavior and the behavior of large specimens are necessary. Such tests also have the
discontinuities contained within the specimen block. advantage that the rock specimen is tested under similar
1.2 The values stated in SI units are to be regarded as the environmental conditions as prevailing for the rock mass.
standard. 4.2 Sincethestrengthofrockisdependentonthesizeofthe
1.3 This standard does not purport to address all of the test specimen, it is necessary to test several specimens (labo-
safety concerns, if any, associated with its use. It is the ratoryorfield,orboth)ofprogressivelyincreasingsizeuntilan
responsibility of the user of this standard to establish appro- asymptotically constant strength value is found. This value is
,
priate safety and health practices and determine the applica- taken to represent the strength of the rock mass.
bility of regulatory limitations prior to use.
NOTE 1—Notwithstanding the statements on precision and bias con-
tained in this test method; the precision of this test method is dependent
2. Referenced Documents
onthecompetenceofthepersonnelperformingit,andthesuitabilityofthe
2.1 ASTM Standards:
equipment and facilities used. Agencies that meet the criteria of Practice
D3740 Practice for Minimum Requirements for Agencies D3740 are generally considered capable of competent and objective
testing. Users of this test method are cautioned that compliance with
Engaged in Testing and/or Inspection of Soil and Rock as
Practice D3740 does not in itself assure reliable testing. Reliable testing
Used in Engineering Design and Construction
depends on many factors. Practice D3740 provides a means of evaluating
some of those factors.
3. Terminology
3.1 Definitions of Terms Specific to This Standard:
5. Apparatus
3.1.1 rock quality designation, RQD—a method for quanti-
5.1 Preparation Equipment—Equipment is needed for cut-
tativelydescribingthenatureofarockmassfromcoreborings.
ting specimen blocks from existing underground exposed
RQD is obtained by measuring the total length of all unweath-
faces,forexample,acoalcuttingmachine,pneumaticchisel,or
ered pieces of core greater than or equal to 100 mm and
other hand tools. No explosives are permitted.
dividing the total by the length of the particular core run. This
5.2 Loading System:
quantityisexpressedasapercentandisusedtoclassifyinsitu
5.2.1 Hydraulic Jacks or Flatjacks—This equipment is
rock.
required to apply a uniformly distributed load to the complete
3.1.2 weak rock—rock containing numerous weathered
upper face of the specimen. The loading system shall be of
jointsspaced30to500mm,withgougefilling/wasterockwith
sufficient capacity and travel to load the system to failure.
fines. Weak rock has both rock and soil properties depending
Multiple hydraulic jacks fed by a common manifold should be
on condition of use. The compressive strength is less than 35
avoided.
MPa and the RQD is less than 50%.
5.2.2 Hydraulic Pumping System—Thissystemisneededto
supply oil at the required pressure to the jacks, the pressure
being controlled to give a constant rate of displacement or
This test method is under the jurisdiction of Committee D18 on Soil and Rock
strain, rather than a constant rate of stress increase.
and is the direct responsibility of Subcommittee D18.12 on Rock Mechanics.
Current edition approved July 1, 2005. Published November 2005. Originally
NOTE 2—Experience has shown that deformation-controlled loading is
approved in 1985. Last previous edition approved in 2001 as D4555–01. DOI:
10.1520/D4555-01R05.
2 3
For referenced ASTM standards, visit the ASTM website, www.astm.org, or Bieniawski,Z.T.,andVanHeerdan,W.L.,“TheSignificanceofLarge-ScaleIn
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM SituTests,” International Journal of Rock Mechanics Mining Sciences,Vol1,1975.
Standards volume information, refer to the standard’s Document Summary page on Heuze, F. E., “Scale Effects in the Determination of Rock Mass Strength and
the ASTM website. Deformability,” Rock Mechanics, Vol 12, 1980, pp 167–192.
*A Summary of Changes section appears at the end of this standard.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D4555–01 (2005)
preferable to stress-controlled loading because it results in a more stable,
height-to-minimum-width dimension ratio of 2.0 to 2.5. The
and thus safer, test. This result is a consequence of the strain softening
ratio of the maximum width of the specimen to the minimum
nature of most rock or rock-like materials. A single stress level may
width shall be as near to 1.0 as practicable.
correspond to different values of strain during any test, with the level of
6.1.1.1 First, remove loose and damaged rock. Make verti-
strain continuing to increase throughout a test. One way to achieve
cal cuts as shown in Fig. 1 to form the vertical faces of the
uniform deformation of the specimen is to use a separate pump for each
jack and to set the oil delivery rate of each pump to the same value. specimen. Dimensional uniformity of each vertical face of the
Standard diesel fuel injection pumps have been found suitable and are
test specimen should not deviate by more than 20 mm. If there
capable of supplying pressures up to 100 MPa. The delivery rate of these
issuchdeviation,abandonthespecimen.Makeahorizontalcut
pumps can be set very accurately.
to form the top face of the specimen. Remove loose rock and
5.3 Equipment to Measure Applied Load and Strain in the
trim the specimen to final size using hand tools.
Specimen:
NOTE 3—Specimen dimensions cannot be specified because they de-
5.3.1 Load Measuring Equipment—This equipment, for
pendverymuchontherockproperties,forexample,thethicknessofstrata
example, electric, hydraulic, or mechanical load cells, permits
and the ease with which specimens can be prepared. It is recommended
the applied load to be measured with an accuracy better than
that a number of tests be done with a specimen with a width of about 0.5
65% of the maximum in the test.
m and that the size of subsequent specimens should be increased until an
asymptotically constant strength value is reached. It is probable that the
5.3.2 Dial Gage—A dial gage, or similar displacement
largest test specimen will have a minimum width at least 10 times greater
measuring devices, with robust fittings to enable the instru-
than the average dimension of the largest fragment defined by disconti-
ments to be mounted so that the strain in the central third of
nuities.
eachspecimenfaceismeasuredwithanaccuracybetterthan 6
−5
10 . Strain is to be measured in the direction of applied load 6.1.2 Clean and inspect the specimen. Record in detail the
and also in a perpendicular direction if Poisson’s ratio values
geological structure of the block and nature of the reaction
are to be determined. faces of the block. Measure specimen geometry, including the
5.4
...

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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.
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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.  
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 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...
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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 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 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 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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