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ASTM D5334-00(2004)

(Test Method)

Standard Test Method for Determination of Thermal Conductivity of Soil and Soft Rock by Thermal Needle Probe Procedure

Standard Test Method for Determination of Thermal Conductivity of Soil and Soft Rock by Thermal Needle Probe Procedure

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1.1 This test method presents a procedure for determining the thermal conductivity of soil and soft rock using a transient heat method. This test method is applicable for both undisturbed and remolded soil specimens as well as in situ and laboratory soft rock specimens. This test method is suitable only for isotropic materials.
1.2 This test method is applicable to dry materials over the temperature range from 20 to 100°C. It may be used over a limited range around ambient room temperatures for specimens containing moisture.
1.3 For satisfactory results in conformance with this test method, the principles governing the size, construction, and use of the apparatus described in this test method should be followed. If the results are to be reported as having been obtained by this test method, then all pertinent requirements prescribed in this test method shall be met.
1.4 It is not practicable in a test method of this type to aim to establish details of construction and procedure to cover all contingencies that might offer difficulties to a person without technical knowledge concerning the theory of heat flow, temperature measurement, and general testing practices. Standardization of this test method does not reduce the need for such technical knowledge. It is recognized also that it would be unwise, because of the standardization of this test method, to resist in any way the further development of improved or new methods or procedures by research workers.
1.5 The values stated in SI units are to be regarded as the standard. The inch-pound units given in parentheses are for information only.
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 appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.

General Information

Status
Historical
Publication Date
31-Oct-2004
ICS
13.080.20 - Physical properties of soils
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.12 - Rock Mechanics
Current Stage
Ref Project

Relations

Replaces
ASTM D5334-00 - Standard Test Method for Determination of Thermal Conductivity of Soil and Soft Rock by Thermal Needle Probe Procedure
Effective Date
01-Nov-2004
Replaced By
ASTM D5334-05 - Standard Test Method for Determination of Thermal Conductivity of Soil and Soft Rock by Thermal Needle Probe Procedure
Effective Date
01-Nov-2005
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-Nov-2004
Referred By
ASTM C1903-21 - Standard Specification for Precast Concrete Duct Bank
Effective Date
01-Nov-2004
Referred By
ASTM D4612-16 - Standard Test Method for Calculating Thermal Diffusivity of Rock and Soil
Effective Date
01-Nov-2004

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ASTM D5334-00(2004) - Standard Test Method for Determination of Thermal Conductivity of Soil and Soft Rock by Thermal Needle Probe ProcedureASTM D5334-00(2004) - Standard Test Method for Determination of Thermal Conductivity of Soil and Soft Rock by Thermal Needle Probe Procedure
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ASTM D5334-00(2004) - Standard Test Method for Determination of Thermal Conductivity of Soil and Soft Rock by Thermal Needle Probe Procedure
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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:D5334–00 (Reapproved 2004)
Standard Test Method for
Determination of Thermal Conductivity of Soil and Soft
Rock by Thermal Needle Probe Procedure
This standard is issued under the fixed designation D 5334; 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 2. Referenced Documents
1.1 This test method presents a procedure for determining 2.1 ASTM Standards:
the thermal conductivity of soil and soft rock using a transient D 2216 TestMethodforLaboratoryDeterminationofWater
heat method. This test method is applicable for both undis- (Moisture) Content of Soil and Rock
turbed and remolded soil specimens as well as in situ and D 4439 Terminology for Geotextiles
laboratory soft rock specimens. This test method is suitable
3. Terminology
only for isotropic materials.
1.2 This test method is applicable to dry materials over the 3.1 Definitions of Terms Specific to This Standard:
3.1.1 thermalepoxy—anythermallyconductivefilledepoxy
temperature range from 20 to 100°C. It may be used over a
limitedrangearoundambientroomtemperaturesforspecimens material having a value of l > 4 W/(m·k).
3.1.2 thermal grease—any thermally conductivity grease
containing moisture.
1.3 For satisfactory results in conformance with this test having a value of l > 4 W/(m·k).
3.2 Symbols:
method, the principles governing the size, construction, and
use of the apparatus described in this test method should be 3.2.1 E—measured voltage (V).
3.2.2 I—current flowing through heater wire (A).
followed. If the results are to be reported as having been
obtained by this test method, then all pertinent requirements 3.2.3 L—length of heater wire (m).
3.2.4 l—thermal conductivity [W/(m·k)].
prescribed in this test method shall be met.
1.4 It is not practicable in a test method of this type to aim 3.2.5 Q—power consumption of heater wire in watts per
unit length that is assumed to be the equivalent of heat output
to establish details of construction and procedure to cover all
per unit length of wire.
contingencies that might offer difficulties to a person without
technical knowledge concerning the theory of heat flow, 3.2.6 R—total resistance of heater wire (V).
3.2.7 T —initial temperature (k).
temperature measurement, and general testing practices. Stan-
dardization of this test method does not reduce the need for 3.2.8 t —initial time (s).
3.2.9 T —final temperature (k).
suchtechnicalknowledge.Itisrecognizedalsothatitwouldbe
unwise, because of the standardization of this test method, to 3.2.10 t —final time (s).
3.2.11 p —dry density (kg/m ).
resist in any way the further development of improved or new
d
methods or procedures by research workers.
4. Summary of Test Method
1.5 The values stated in SI units are to be regarded as the
4.1 The thermal conductivity is determined by a variation of
standard. The inch-pound units given in parentheses are for
the line source test method using a needle probe having a large
information only.
length to diameter ratio to stimulate conditions for an infinitely
1.6 This standard does not purport to address all of the
long specimen. The probe consists of a heating element and a
safety concerns, if any, associated with its use. It is the
temperature measuring element and is inserted into the speci-
responsibility of the user of this standard to establish appro-
men. A known current and voltage is applied to the probe and
priate safety and health practices and determine the applica-
the temperature rise with time noted over a period of time. The
bility of regulatory limitations prior to use.
1 2
ThistestmethodisunderthejurisdictionofASTMCommitteeD18onSoiland For referenced ASTM standards, visit the ASTM website, www.astm.org, or
Rock and is the direct responsibility of Subcommittee D18.12 on Rock Mechanics. contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
Current edition approved Nov. 1, 2004. Published December 2004. Originally Standards volume information, refer to the standard’s Document Summary page on
approved in 1992. Last previous edition approved in 2000 as D 5334 – 00. the ASTM website.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D5334–00 (2004)
thermal conductivity is obtained from an analysis of the ductivity, refer to Mitchell et al. (1). The tube should have a
approximately linear portion of the quasi-steady-state minimum diameter of 51 mm (2.0 in.) and a length of 200 6
temperature-time response. 30 mm (8.0 6 1 in.).
7.2.2 Perform 7.1.2 and 7.1.3.
7.3 Soft Rock Specimens:
5. Significance and Use
7.3.1 Specimendimensionsshallbenolessthanthoseofthe
5.1 The thermal conductivity of both undisturbed and re-
calibration standard (8.3).
molded soil specimens as well as in situ and laboratory soft
7.3.2 Insert the thermal needle probe into the specimen by
rock specimens is used to analyze and design systems used, for
predrilling a hole to a depth equal to the length of the probe.
example, in underground transmission lines, oil and gas pipe-
(See Note 1.)
lines, radioactive waste disposal, and solar thermal storage
facilities.
8. Calibration
8.1 Thethermalneedleprobeapparatusshouldbecalibrated
6. Apparatus
before its use. Perform calibration by comparing the experi-
6.1 The apparatus shall consist of the following:
mental determination of the thermal conductivity of a standard
6.1.1 Thermal Needle Probe—Adevice that creates a linear
material to its known value.
heat source and incorporates a temperature measuring element
8.2 Conduct the test specified in Section 9 using a calibra-
(thermocouple or thermistor) to measure the variation of
tion standard as specified in 8.3.
temperature at a point along the line. The construction of a
8.3 Calibration Standard—One or more materials with
suitable device is described in Annex A1.
known values of thermal conductivity in the range of the
6.1.2 Constant Current Source—A device to produce a
materials being measured (typically 0.2 < l < 5 W/m·K).
constant current.
Suitable materials include dry Ottawa sand, Pyrex 7740, Fused
6.1.3 Thermal Readout Unit—Adevice to produce a digital
Silica and Pryoceram 9606 (2). The calibration standard shall
readout of temperature in degrees Celsius to the nearest 0.1C.
be in the shape of a cylinder.The diameter of the cylinder shall
6.1.4 Voltage-Ohm-Meter (VOM)—Adevice to read voltage
be at least 40 mm and the length shall be at least 10 cm longer
and current to the nearest 0.01 V and ampere.
than the needle probe.Ahole shall be drilled along the axis of
6.1.5 Timer, stopwatch or similar time measuring instru-
the cylinder to a depth equal to the length of the probe. The
ment capable of measuring to the nearest 0.1 s for a minimum
diameter of the hole shall be equal to the diameter of the probe
of 15 min.
so that the probe fits tightly into the hole.
6.1.6 Equipment, capable of drilling a straight vertical hole
8.4 The measured thermal conductivity of the calibration
having a diameter as close as possible to that of the probe and
specimen must agree within one standard deviation of the
to a depth at least equal to the length of the needle.
published value of thermal conductivity, or with the value of
thermal conductivity determined by an independent method.
7. Specimen Preparation
9. Procedure
7.1 Undisturbed Specimens:
9.1 For tests conducted in the laboratory, allow the speci-
7.1.1 Thin-Walled Tube or Drive Specimens—Cut a 200 6
men to come to equilibrium with room temperature.
30-mm(8.0 61-in.)longsectionofasamplingtubecontaining
9.2 Connect the heater wire of the thermal probe to the
an undisturbed soil specimen. The tube section should have a
constant current source. (See Fig. 1.)
minimum diameter of 51 mm (2.0 in.).
9.3 Connect the temperature measuring element leads to the
7.1.2 Weigh the specimen in a sampling tube or brass rings.
readout unit.
7.1.3 Insert the thermal needle probe into the specimen by
either pushing the probe into a predrilled hole (dense speci-
men) to a depth equal to the length of the probe or pushing the
probe into the specimen (loose specimen). Care should be
The boldface numbers given in parentheses refer to a list of references at the
taken to ensure that the thermal probe shaft is fully
...

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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 are not necessarily exact equivalents; therefore, to ensure conformance with the standard, each system shall be used independently of the other, and values from the two systems shall not be combined. Within the text of this standard, SI units appear first followed by the inch-pound [or other non-SI] units in brackets. Reporting of test results in units other than SI shall not be regarded as nonconformance with this standard.  
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Standard Test Method for Torsional Ring Shear Test to Determine Drained Residual Shear Strength of Fine-Grained Soils

SIGNIFICANCE AND USE
5.1 The ring shear test is suited to the relatively rapid determination of drained residual shear strength because of the short drainage path through the thin specimen, the constant cross-sectional area of the shear surface during shear, unlimited rotational displacement in one direction, and the capability of testing one specimen under different effective normal stresses to obtain clay particles that are oriented parallel to the direction of shear to obtain residual shear strength envelope.  
5.2 The apparatus allows a reconstituted specimen to be overconsolidated and presheared prior to drained shearing. Overconsolidation and preshearing of the reconstituted specimen significantly reduces the horizontal displacement required to reach a residual condition, and therefore, reduces soil extrusion, wall friction, and other problems (Stark and Eid, 1993)3. This simulates a preexisting shear surface along which the drained residual strength can be mobilized.  
5.3 The ring shear test specimen is annular so the angular displacement differs from the inner edge to the outer edge. At the residual condition, the shear strength is constant across the specimen so the difference in shear stress between the inner and outer edges of the specimen is negligible.
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 D3740 are generally considered capable of competent testing. Users of this test method are cautioned that compliance with Practice D3740 does not ensure reliable testing. Reliable testing depends on several factors; Practice D3740 provides a means of evaluating some of those factors.
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1.1 Fine-grained soils in this Test Method are restricted to soils containing no more than 15 % fine sand (100 % passing the 425 μm (No. 40) sieve and no more than 15 % retained on the 75 μm (No. 200) sieve).A Summary of Changes section appears at the end of this standard.  
1.2 This test method provides a procedure for performing a torsional ring shear test under a drained condition to determine the residual shear strength of fine-grained soils. This test method is performed by shearing a reconstituted, overconsolidated, presheared specimen at a controlled displacement rate until the constant drained shear resistance is established on a single shear surface determined by the configuration of the apparatus.  
1.3 In this test, the specimen rotates in one direction until the constant or residual shear resistance is established. The amount of rotation is converted to displacement using the average radius of the specimen and multiplying it by numbers of degrees traveled and 0.0174.  
1.4 An intact specimen or a specimen with a natural shear surface can be used for testing. However, obtaining a natural slip surface specimen, determining the direction of field shearing, and trimming and aligning the usually non-horizontal shear surface in the ring shear apparatus is difficult. As a result, this test method focuses on the use of a reconstituted specimen to determine the residual strength. An unlimited amount of continuous shear displacement can be achieved to obtain a residual strength condition in a ring shear device.  
1.5 A shear stress-displacement relationship may be obtained from this test method. However, a shear stress-strain relationship or any associated quantity, such as modulus, cannot be determined from this test method because the height of the shear zone unknown, so an accurate or representative shear strain cannot be determined.  
1.6 The selection of effective normal stresses and determination of the shear strength parameters for design analyses are the responsibility of the professional or office requesting the test. Generally, three or more effective normal s...

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ASTM D7830/D7830M-14(2021)e1(Test Method)
Standard Test Method for In-Place Density (Unit Weight) and Water Content of Soil Using an Electromagnetic Soil Density Gauge

SIGNIFICANCE AND USE
5.1 The method described determines wet density and gravimetric water content by correlating complex impedance measurement data to an empirically developed model. The empirical model is generated by comparing the electrical properties of typical soils encountered in civil construction projects to their wet densities and gravimetric water contents determined by other accepted methods.  
5.2 The test method described is useful as a rapid, non-destructive technique for determining the in-place total density and gravimetric water content of soil and soil-aggregate mixtures and the determination of dry density.  
5.3 This method may be used for quality control and acceptance of compacted soil and soil-aggregate mixtures as used in construction and also for research and development. The non-destructive nature allows for repetitive measurements at a single test location and statistical analysis of the results.
Note 2: The quality of the result produced by this standard 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 requirements of Practice D3740 are generally considered capable of competent and objective sampling/testing/inspection, and the like. 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 evaluation some of those factors.
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1.1 This test method covers the procedures for determining in-place properties of non-frozen, unbound soil and soil aggregate mixtures such as total density, gravimetric water content and relative compaction by measuring the intrinsic impedance of the compacted soil.  
1.1.1 The method and device described in this test method are intended for in-process quality control of earthwork projects. Site or material characterization is not an intended result.  
1.2 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.  
1.2.1 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 rationalized slug unit is not given in this standard.  
1.2.2 In the engineering profession, it is customary practice to use, interchangeably, units representing both mass and force, unless dynamic calculations are involved. This implicitly combines two separate systems of units, that is, the absolute system and the gravimetric system. It is undesirable to combine the use of two separate systems within a single standard. The use of balances or scales recording pounds of mass (lbm), or the recording of density in lbm/ft3 should not be regarded as nonconformance with this standard.  
1.3 All observed and calculated values shall conform to the Guide for Significant Digits and Rounding established in Practice D6026.  
1.3.1 The procedures used to specify how data is collected, recorded, and calculated in this standard are regarded as industry standard. In addition, they are representative of the significant digits that should generally 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 decrease the number of significant digits of reported data commensurate with these considerations. It is beyond the scope of this standard to consider significant digits used in the analysis methods for engineering design.  
1.4 This standard does not purport to address all of the safety concerns, if any,...

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ASTM D7928-21e1(Test Method)
Standard Test Method for Particle-Size Distribution (Gradation) of Fine-Grained Soils Using the Sedimentation (Hydrometer) Analysis

SIGNIFICANCE AND USE
5.1 Particle-size distribution (gradation) is a descriptive term referring to the proportions by dry mass of a soil distributed over specified particle-size ranges. The gradation curve generated using this method yields the distribution of silt and clay size fractions present in the soil based on size definitions, not mineralogy or Atterberg limit classification.  
5.2 Unless the sedimentation sample is representative of the entire sample, the sedimentation results must be combined with a sieve analysis to obtain the complete particle size distribution.  
5.3 The clay size fraction is material finer than 2 µm. The clay size fraction is used in combination with the Plasticity Index (Test Methods D4318) to compute the activity, which provides an indication of the mineralogy of the clay fraction.  
5.4 The gradation of the silt and clay size fractions is an important factor in determining the susceptibility of fine-grained soils to frost action.  
5.5 The gradation of a soil is an indicator of engineering properties such as hydraulic conductivity, compressibility, and shear strength. However, soil behavior for engineering and other purposes is dependent upon many factors, such as effective stress, mineral type, structure, plasticity, and geological origin, and cannot be based solely upon gradation.  
5.6 Some types of soil require special treatment in order to correctly determine the particle sizes. For example, chemical cementing agents can bond clay particles together and should be treated in an effort to remove the cementing agents when possible. Hydrogen peroxide and moderate heat can digest organics. Hydrochloric acid can remove carbonates by washing and Dithionite-Citrate-Bicarbonate extraction can be used to remove iron oxides. Leaching with test water can be used to reduce salt concentration. All of these treatments, however, add significant time and effort when performing the sedimentation test and are allowable but outside the scope of this test method. ...
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1.1 This test method covers the quantitative determination of the distribution of particle sizes of the fine-grained portion of soils. The sedimentation by hydrometer method is used to determine the particle-size distribution (gradation) of the material that is finer than the No. 200 (75-µm) sieve and larger than about 0.2-µm. The test is performed on material passing the No. 10 (2.0-mm) or finer sieve and the results are presented as the mass percent finer of this fraction versus the log of the particle diameter.  
1.2 This method can be used to evaluate the fine-grained fraction of a soil with a wide range of particle sizes by combining the sedimentation results with results from a sieve analysis using D6913 to obtain the complete gradation curve. The method can also be used when there are no coarse-grained particles or when the gradation of the coarse-grained material is not required or not needed.
Note 1: The significant digits recorded in this test method preclude obtaining the grain size distribution of materials that do not contain a significant amount of fines. For example, clean sands will not yield detectable amounts of silt and clay sized particles, and therefore should not be tested with this method. The minimum amount of fines in the sedimentation specimen is 15 g.  
1.3 When combining the results of the sedimentation and sieve tests, the procedure for obtaining the material for the sedimentation analysis and calculations for combining the results will be provided by the more general test method, such as Test Methods D6913 (Note 2).
Note 2: Subcommittee D18.03 is currently developing a new test method “Test Method for Particle-Size Analysis of Soils Combining the Sieve and Sedimentation Techniques.”  
1.4 The terms “soil” and “material” are used interchangeably throughout the standard.  
1.5 The sedimentation analysis is based on the concept that larger particles will fall through a fluid faster than...

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ASTM D7698-21(Test Method)
Standard Test Method for In-Place Estimation of Density and Water Content of Soil and Aggregate by Correlation with Complex Impedance Method

SIGNIFICANCE AND USE
5.1 CIMI measurements as described in this Standard Test Method are applicable to measurements of compacted soils intended for roads and foundations.  
5.2 The test method is used for estimating in-place values of density and water content of soils and soil-aggregates based on electrical measurements.  
5.3 The test method may be used for quality control and acceptance testing of compacted soil and soil aggregate mixtures as used in construction and also for research and development. The minimal disturbance nature of the methodology allows repetitive measurements in a single test location and statistical analysis of the results.  
5.4 Limitations:  
5.4.1 This test method provides an overview of the CIMI measurement procedure using a controlling console connected to a soil sensor unit which applies a 3.0 MHz RF voltage to an in-place soil via metallic probes that are driven into the soil at a prescribed distance apart. This test method does not discuss the details of the CIMI electronics, computer, or software that utilize on-board algorithms for estimating the soil density and water content  
5.4.2 It is difficult to address an infinite variety of soils in this standard. However, data presented in X3.1 provides a list of soil types that are applicable for the CIMI use.  
5.4.3 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 prescribed in this standard do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; 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 analytical methods for engineering design.
Note 1: Notwithstanding th...
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1.1 Purpose and Application—This test method describes the procedure, equipment, and interpretation methods for estimating in-place soil dry density and water content using a Complex-Impedance Measuring Instrument (CIMI).  
1.1.1 The purpose and application of this test method is for testing porous material such as used in roadway base or building foundations that may be deployed in the field at various test sites. The test apparatus includes electrodes that contact the porous material under test and a sensor unit that supplies electromagnetic signals to the porous material. Response signals reveal electrical parameters such as complex impedance which can be equated to material properties such as density and moisture content.  
1.1.2 CIMI measurements as described in this test method are applicable to measurements of compacted soils intended for roads and foundations.  
1.1.3 This test method describes the procedure for estimating in-place density and water content of soils and soil-aggregates by use of a CIMI. The electrical properties of the soil are measured using a radio frequency (RF) voltage source connected to soil electrical probes driven into the soils and soil-aggregates to be tested, in a prescribed pattern and depth. Certain algorithms of these properties are related to wet density and water content. This correlation between electrical measurements, and density and water content is accomplished using a calibration methodology. In the calibration methodology, density and water content are determined by other ASTM Test Standards that measure soil density and water content, thereafter correlating the corresponding measured electrical properties to the soil physical properties.  
1.2 Units—The values stated in SI units are to be regarded as standard. The inch-pound units given in parentheses are mathematical conversions which are provided for information purposes only and are not considered standard.  
1.2.1...

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ASTM D6572-21(Test Method)
Standard Test Methods for Determining Dispersive Characteristics of Clayey Soils by the Crumb Test

SIGNIFICANCE AND USE
5.1 The crumb test provides a simple, quick method for field or laboratory identification of a dispersive clayey soil. The internal erosion failures of a number of homogeneous earth dams, erosion along channel or canal banks, and rainfall erosion of earthen structures have been attributed to colloidal erosion along cracks or other flow channels formed in masses of dispersive clay (5).  
5.2 The crumb test, as originally developed by Emerson (6), was called the aggregate coherence test and had seven different categories of soil-water reactions. Sherard (5) later simplified the test by combining some soil-water reactions so that only four categories, or grades, of soil dispersion are observed during the test. The crumb test is a relatively accurate positive indicator of the presence of dispersive properties in a soil. The crumb test, however, is not a completely reliable negative indicator that soils are not dispersive. The crumb test can seldom be relied upon as a sole test method for determining the presence of dispersive clays. The double-hydrometer test (Test Method D4221) and pinhole test (Test Method D4647/D4647M) are test methods that provide valuable additional insight into the probable dispersive behavior of clay soils.
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. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depends on several factors; Practice D3740 provides a means of evaluating some of those factors.
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1.1 Two test methods are provided to give a qualitative indication of the natural dispersive characteristics of clayey soils: Method A and Method B.  
1.1.1 Method A—Procedure for Natural Soil Crumbs described in 10.1.  
1.1.2 Method B—Procedure for Remolded Soil Crumbs described in 10.2.  
1.2 The crumb test, while a good, quick indication of dispersive soil, should usually be run in conjunction with a pinhole test and a double hydrometer test, Test Methods D4647/D4647M and D4221, respectively. Since this test method may not identify all dispersive clay soils, other tests such as, pinhole dispersion (Test Methods D4647/D4647M), double hydrometer (Test Method D4221) and the analysis of pore water extraction (Test Methods D4542) may be performed individually or used together to help verify dispersion.  
1.3 The crumb test has some limitations in its usefulness as an indicator of dispersive soil. A dispersive soil may sometimes give a non-dispersive reaction in the crumb test. Soils containing kaolinite with known field dispersion problems, have shown non-dispersive reactions in the crumb test (1).2 However, if the crumb test indicates dispersion, the soil is probably dispersive.  
1.4 These test methods are applicable only to soils where the position of the plasticity index versus liquid limit plots (Test Methods D4318) falls on or above the “A” line (Practice D2487) and more than 12 % of the soil fraction is finer than 2-μm as determined in accordance with Test Method D7928.  
1.5 Oven-dried soil should not be used to prepare crumb test specimens, as irreversible changes could occur to the soil pore-water physicochemical properties responsible for dispersion (2).
Note 1: In some cases, the results of the pinhole, crumb, and double-hydrometer test methods may disagree. The crumb test is a better indicator of dispersive soils than of non-dispersive soils (3).  
1.6 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.  
1.7 All observed and calculated values shall conform to the guidelines for significant digits and rounding establish...

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