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ASTM D4611-86(2000)

(Test Method)

Standard Test Method for Specific Heat of Rock and Soil

Standard Test Method for Specific Heat of Rock and Soil

SCOPE
1.1 This test method covers the determination of instantaneous and mean specific heat of rock and soil.
1.2 This test method employs the classical method of mixtures. This provides procedures and apparatus simpler than those generally used in scientific calorimetry, an accuracy that is adequate for most rocks and soils, and a degree of precision that is reproducible by laboratory technicians of average skill. While this test method was developed for testing rock and soil, it is easily adaptable to measuring the specific heat of other materials.
1.3 The testing procedure provides an instantaneous specific heat over the temperature 25 to 300oC or a mean specific heat in that temperature range.
1.4 The test procedure is limited to dry samples.
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 and health practices and determine the applicability of regulatory limitations prior to use.

General Information

Status
Historical
Publication Date
31-Dec-1999
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 D4611-86(2004) - Standard Test Method for Specific Heat of Rock and Soil
Effective Date
01-Nov-2004
Referred By
ASTM D7294-13(2021) - Standard Guide for Collecting Treatment Process Design Data at a Contaminated Site—A Site Contaminated with Chemicals of Interest
Effective Date
01-Jan-2000
Referred By
ASTM D4612-16 - Standard Test Method for Calculating Thermal Diffusivity of Rock and Soil
Effective Date
01-Jan-2000

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ASTM D4611-86(2000) - Standard Test Method for Specific Heat of Rock and SoilASTM D4611-86(2000) - Standard Test Method for Specific Heat of Rock and Soil
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ASTM D4611-86(2000) - Standard Test Method for Specific Heat of Rock and Soil
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NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.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 4611 – 86 (Reapproved 2000)
Standard Test Method for
Specific Heat of Rock and Soil
This standard is issued under the fixed designation D 4611; 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 3. Terminology
1.1 This test method covers the determination of instanta- 3.1 Definitions:
neous and mean specific heat of rock and soil. 3.1.1 instantaneous specific heat—the rate of change of
1.2 This test method employs the classical method of sample enthalpy, h, per unit mass with respect to temperature,
mixtures. This provides procedures and apparatus simpler than T, at constant pressure, p,
those generally used in scientific calorimetry, an accuracy that
c 5 ~dh/dT!
p p
is adequate for most rocks and soils, and a degree of precision
(1)
that is reproducible by laboratory technicians of average skill.
3.1.2 mean specific heat—the quantity of heat required to
While this test method was developed for testing rock and soil,
change the temperature of a unit mass of a substance one
it is easily adaptable to measuring the specific heat of other
degree, measured as the average quantity over the temperature
materials.
range specified. (It is distinguished from true specific heat by
1.3 Thetestingprocedureprovidesaninstantaneousspecific
being an average rather than a point value. The unit of
heat over the temperature 25 to 300°C or a mean specific heat
measurement is joule per kilogram Kélvin, J/kgK).
in that temperature range.
3.1.3 thermal capacity—the amount of heat necessary to
1.4 The test procedure is limited to dry samples.
change the temperature of the body one degree. For a homo-
1.5 This standard does not purport to address all of the
geneous body, it is the product of mass and specific heat. For
safety concerns, if any, associated with its use. It is the
a nonhomogeneous body, it is the sum of the products of mass
responsibility of the user of this standard to establish appro-
and specific heat of the individual constituents. Thermal
priate safety and health practices and determine the applica-
capacity has the units of joule per Kelvin, J/K.
bility of regulatory limitations prior to use.
3.1.4 thermal diffusivity—the ratio of thermal conductivity
of a substance to the product of its density and specific heat.
2. Referenced Documents
Common unit for this property is m /s.
2.1 ASTM Standards:
3.2 Symbols:
C 303 Test Method for Density of Preformed Block-Type
3.2.1 DH—enthalpy change (J/kg).
Thermal Insulation
3.2.2 mc — thermal capacity (J/K).
p
C 351 Test Method for Mean Specific Heat of Thermal
3.2.3 T — final temperature of the mixture obtained by
2 m
Insulation
extrapolation (K).
D 618 Practice for Conditioning Plastics and Electrical
3.2.4 T — temperature of the calorimeter immediately prior
3 c
Insulating Materials for Testing
to drop obtained by extrapolation.
D 2766 Test Method for Specific Heat of Liquids and
3.2.5 T — temperature of capsule and sample, capsule or
4 h
Solids
standard in the heater prior to drop (K).
E 230 Temperature-Electromotive Force (EMF) Tables for
3.2.6 DT—temperature difference.
Thermocouples
3.2.7 c¯ —mean specific heat (J/kgK).
p
E 344 Terminology Relating to Thermometry and Hydrom-
3.2.8 c — instantaneous specific heat (J/kgK).
5 p
etry
4. Summary of Test Method
1 4.1 The method of mixtures consists essentially of adding a
ThistestmethodisunderthejurisdictionofASTMCommitteeD18onSoiland
known mass of material at a known temperature to a known
Rock and is the direct responsibility of Subcommittee D18.12 on Rock Mechanics.
Current edition approved Sept. 26, 1986. Published November 1986.
mass of calorimetric fluid at a known lower temperature and
Annual Book of ASTM Standards, Vol 04.06.
determining the equilibrium temperature that results. The heat
Annual Book of ASTM Standards, Vols 08.01, 10.01.
absorbed by the fluid and containing vessel can be calculated
Annual Book of ASTM Standards, Vol 05.02.
Annual Book of ASTM Standards, Vol 14.03. from calibrations and this value equated to the expression for
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D 4611
the heat given up by the hot material. From this equation, the
unknown specific heat can be calculated. If only one drop from
a single temperature is performed, then only the mean specific
heat can be calculated. If several drops are performed, the
instantaneous specific heat can be calculated.
5. Significance and Use
5.1 Specific heat is a basic thermodynamic property of all
substances. The value of specific heat depends upon chemical
compositionandtemperature.Therateoftemperaturediffusion
through a material, thermal diffusivity, is a function of specific
heat; therefore, specific heat is an essential property of rock
and soil when these materials are used under conditions of
unsteady or transient heat flow.
6. Apparatus
6.1 Calorimeter and Accessories—The calorimeter shall be
an unlagged Dewar flask.The capacity of the Dewar flask shall
be such as to yielda1to5K temperature rise of the receiver
fluid with average sample size used during testing (Note 1).
The flask shall have an insulated cover or stopper. Other
FIG. 1 Specific Ileal Calorimeter
accessories shall include a magnetic stirrer equipped with a
speed regulating device.
heater unit shall be provided. It is desirable to measure the
NOTE 1—Typical volumes are approximately 500 to 750 mL with rock sample temperature inside the container; however, measuring
or soil samples of 50 g in thin wall stainless steel containers.
of the outside of the container is permitted. Typically, a
thermocouple calibrated to the special limits of error specified
6.2 Calorimeter Temperature-Sensing Device—A
in EMF Tables E 230 is used for sample temperature readout.
temperature-sensing device capable of 0.0025 K resolution and
The temperature shall be measured to 61 % of the test
covering a minimum of 5 K range shall be used.
temperature.
NOTE 2—A suitable temperature sensor is a multijunction thermopile
6.7 Test Room—The room temperature in which the tests
typically referenced to an ice bath.
are conducted shall be maintained at 23 6 2°C.
6.3 Calorimeter Fluid—The calorimeter fluid should be a
6.8 Calibration Standards—Aminimumofthreecalibration
high specific heat fluid, stable to 250 to 300°C and having a
standards are required. The standards must be traceable to the
low vapor pressure. Silicone based fluids are frequently used.
U.S. National Bureau of Standards (NBS) or other recognized
6.4 Heater—The heater shall be designed to provide a
standard.
uniform heating zone. A maximum variation of 61%ofthe
7. Test Specimen
mean heater temperature along the heater length corresponding
to the sample is permitted.
7.1 Form—In order to increase the accuracy of this test
method, the sample mass should be maximized for a given
NOTE 3—Typically, open-end radiation type heaters similar to the
capsule volume. This usually means, for dense rocks, that the
cylindrical device shown in Fig. 1 are used. Such heaters are usually
heated by electricity; however, other means of heating are acceptable as sample should be machined to fit the container tightly. How-
long as the requirements for the heater can be met. The relative
ever, crushed rocks in powder form or soils can be tested with
dimensions of the heater and capsule shall be such that the specimen will
a decrease in accuracy due to the lower contribution of the
be heated to a uniform and constant temperature as required. The heater
sample to the total measured heat capacity of the sample/
should be provided with an insulated removable cover designed to permit
container combination. Porous rocks are usually tested in
passage of sample capsule temperature sensing devices and suspension
powder form.
wire. The bottom should be closed with a removable insulated cover to
7.2 Sample Size and Number of Samples—Thesampleshall
permit free dropping of the capsule. Typically, the heater assembly is
mounted so it can be swung quickly into place over the calorimeter be representative of the type of rock or soil tested. In cases
immediately prior to drop and swung away after the sample has been
where inhomogeneity is a problem, multiple samples of the
dropped.
same rock or soil shall be tested. In case of doubt, multiple
6.5 Capsule—The capsule shall be of the hermetically samples shall be used.
sealed type. The capsule’s heat capacity should be minimized 7.3 Sample Machining—Samples shall be machined in such
and in no instance should be greater than the heat capacity
...

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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.
Note 3: The quality of the result produced by this standard is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
SCOPE
1.1 These methods determine the water soluble sulfate content of cohesive soils used in construction by using the colorimetric technique. Two methods are presented in this standard. Method A is for use in the field and Method B is for use in the laboratory. The colorimetric technique involves measuring the scattering of a light beam through a solution that contains suspended particulate matter. Measurements of sulfate concentrations in construction soils can be used to guide professionals in the selection of appropriate stabilization methods and to assist in assessment of potential deterioration in concrete structures.
Note 1: These test methods are partially based on the research conducted by Texas A & M University.  
1.2 The field method, Method A, is used as a screening test for the presence of sulfates and their concentration. The laboratory method, Method B, provides better resolution than the field method.  
1.3 Ion chromatography is also an acceptable alternative method that can be used to evaluate results, however, it is outside the scope of this standard.  
1.4 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.  
1.5 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026, unless superseded by this test method.  
1.5.1 The procedures used to specify how data are collected/recorded and calculated in the standard are regarded as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; and it is common practice to increase or reduce significant digits of reported data to be commensurate with these considerations. It is beyond the scope of these test methods to consider significant digits used in analysis methods for engineering data.  
1.6 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropri...

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ASTM 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 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...
SCOPE
1.1 This practice covers the determination of the quality of soil samples in thin wall tubes or of extruded soil cores by X-ray radiography.  
1.2 This practice enables the user to determine the effects of sampling and natural variations within samples as identified by the extent of the relative penetration of X-rays through soil samples.  
1.3 This practice can be used to X-ray soil cores (or observe their features on a fluoroscope) in thin wall tubes or liners ranging from approximately 50 to 150 mm [2 to 6 in.] in diameter. X-rays of samples in the larger diameter tubes provide a radiograph of major features of soils and disturbances, such as large scale bending of edges of varved clays, shear planes, the presence of large concretions, silt and sand seams thicker than 6 mm [1/4 in.], large lumps of organic matter, and voids or other types of intrusions. X-rays of the smaller diameter cores provide higher resolution of soil features and disturbances, such as small concretions (3 mm [1/8 in.] diameter or larger), solution channels, slight bending of edges of varved clays, thin silt or sand seams, narrow solution channels, plant root structures, and organic matter. The X-raying of samples in thin wall tubes or liners requires minimal preparation.  
1.4 Greater detail and resolution of various features of the soil can be obtained by X-raying extruded soil cores, as compared to samples in metal tubes. The method used for X-raying soil cores is the same as that for tubes and liners, except that extruded cores have to be handled with extreme care and have to be placed in sample troughs (similar to Fig. 2) before X-raying. This practice should be used only when natural water content or other intact soil characteristics are irrelevant to the end use of the sample.  
1.4.1 Often it is necessary to obtain greater resolution of features to determine the propriety of sampling methods, the representative nature of soil samples,...

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