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ASTM D6035-96

(Test Method)

Standard Test Method for Determining the Effect of Freeze-Thaw on Hydraulic Conductivity of Compacted or Undisturbed Soil Specimens Using a Flexible Wall Permeameter

Standard Test Method for Determining the Effect of Freeze-Thaw on Hydraulic Conductivity of Compacted or Undisturbed Soil Specimens Using a Flexible Wall Permeameter

SCOPE
1.1 This test method covers laboratory measurement of the effect of freeze-thaw on the hydraulic conductivity of compacted or undisturbed soil specimens (using Test Method D5084 and a flexible wall permeameter to determine hydraulic conductivity). This test method does not provide steps to perform sampling of, or testing on, in situ soils that have already been subjected to freeze-thaw conditions.
1.2 This test method may be use with undisturbed specimens (block or thin-walled) or laboratory compacted specimens and shall be used for soils that have an initial hydraulic conductivity less than or equal to 1E-5 m/s (1E-3 cm/s) (Note 1).
Note 1-The maximum initial hydraulic conductivity is given as 1E-3 cm/s. This should also apply to the final hydraulic conductivity. It is expected that if the initial hydraulic conductivity is 1E-3 cm/s, than the final hydraulic conductivity will not change (increase) significantly (that is, greater than 1E-3 cm/s).
1.3 Soil specimens tested using this test method can be subjected to three-dimensional freeze-thaw (herein referred to as 1-d). (For a discussion of one-dimensional freezing versus three-dimensional freezing, refer to Zimmie or Othman.)
1.4 Soil specimens tested using this test method can be tested in a closed system (that is, no access to an external supply of water during freezing) or an open system.
1.5 The values stated in SI units are to be regarded as the standard, unless other units are specifically given. By tradition, it is U.S. practice to report hydraulic conductivity in centimeters per second, although the common SI units for hydraulic conductivity are meters per second.
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
09-Oct-1996
ICS
13.080.20 - Physical properties of soils
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.19 - Frozen Soils and Rock
Current Stage
Ref Project

Relations

Replaced By
ASTM D6035-02 - Standard Test Method for Determining the Effect of Freeze-Thaw on Hydraulic Conductivity of Compacted or Undisturbed Soil Specimens Using a Flexible Wall Permeameter
Effective Date
10-Jul-2002

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ASTM D6035-96 - Standard Test Method for Determining the Effect of Freeze-Thaw on Hydraulic Conductivity of Compacted or Undisturbed Soil Specimens Using a Flexible Wall PermeameterASTM D6035-96 - Standard Test Method for Determining the Effect of Freeze-Thaw on Hydraulic Conductivity of Compacted or Undisturbed Soil Specimens Using a Flexible Wall Permeameter
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ASTM D6035-96 - Standard Test Method for Determining the Effect of Freeze-Thaw on Hydraulic Conductivity of Compacted or Undisturbed Soil Specimens Using a Flexible Wall Permeameter
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Standards Content (Sample)


NOTICE: This standard has either been superseded and replaced by a new version or discontinued.
Contact ASTM International (www.astm.org) for the latest information.
Designation: D 6035 – 96
AMERICAN SOCIETY FOR TESTING AND MATERIALS
100 Barr Harbor Dr., West Conshohocken, PA 19428
Reprinted from the Annual Book of ASTM Standards. Copyright ASTM
Standard Test Method for
Determining the Effect of Freeze-Thaw on Hydraulic
Conductivity of Compacted or Undisturbed Soil Specimens
Using a Flexible Wall Permeameter
This standard is issued under the fixed designation D 6035; 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 tres per second, although the common SI units for hydraulic
conductivity are metres per second.
1.1 This test method covers laboratory measurement of the
1.6 This standard does not purport to address all of the
effect of freeze-thaw on the hydraulic conductivity of com-
safety concerns, if any, associated with its use. It is the
pacted or undisturbed soil specimens (using Test Method
responsibility of the user of this standard to establish appro-
D 5084 and a flexible wall permeameter to determine hydraulic
priate safety and health practices and determine the applica-
conductivity). This test method does not provide steps to
bility of regulatory limitations prior to use.
perform sampling of, or testing on, in situ soils that have
already been subjected to freeze-thaw conditions.
2. Referenced Documents
1.2 This test method may be used with undisturbed speci-
2.1 ASTM Standards:
mens (block or thin-walled) or laboratory compacted speci-
D 653 Terminology Relating to Soil, Rock, and Contained
mens and shall be used for soils that have an initial hydraulic
Fluids
conductivity less than or equal to 1E-5 m/s (1E-3 cm/s) (Note
D 1587 Practice for Thin-Walled Tube Geotechnical Sam-
1).
pling of Soils
NOTE 1—The maximum initial hydraulic conductivity is given as 1 E-3
D 2113 Practice for Diamond Core Drilling for Site Inves-
cm/s. This should also apply to the final hydraulic conductivity. It is
tigation
expected that if the initial hydraulic conductivity is 1 E-3 cm/s, than the
D 2216 Test Method for Laboratory Determination of Water
final hydraulic conductivity will not change (increase) significantly (that
(Moisture) Content of Soil and Rock
is, greater than 1 E-3 cm/s).
D 4220 Practice for Preserving and Transporting Soil
1.3 Soil specimens tested using this test method can be
Samples
subjected to three-dimensional freeze-thaw (herein referred to
D 4753 Specification for Evaluating, Selecting, and Speci-
as 3-d) or one-dimensional freeze-thaw (herein referred to as
fying Balances and Scales for Use in Testing Soil, Rock,
1-d). (For a discussion of one-dimensional freezing versus
and Related Construction Materials
2 3
three-dimensional freezing, refer to Zimmie or Othman. )
D 5084 Test Method for Measurement of Hydraulic Con-
1.4 Soil specimens tested using this test method can be
ductivity of Saturated Porous Materials Using a Flexible
tested in a closed system (that is, no access to an external
Wall Permeameter
supply of water during freezing) or an open system.
E 145 Specification for Gravity-Convection and Forced-
1.5 The values stated in SI units are to be regarded as the
Ventilation Ovens
standard, unless other units are specifically given. By tradition,
it is U.S. practice to report hydraulic conductivity in centime-
3. Terminology
3.1 Refer to Terminology D 653 for standard definitions of
terms.
This test method is under the jurisdiction of ASTM Committee D-18 on Soil
3.2 Definitions of Terms Specific to This Standard:
and Rock and is the direct responsibility of Subcommittee D18.19 on Frozen Soil
and Rock. 3.2.1 freeze-thaw cycle, n—a loop from room temperature
Current edition approved Oct. 10, 1996. Published February 1997.
to the ambient temperature of the freezing cabinet, and back to
Zimmie, T. F., and La Plante, C., “The Effect of Freeze/Thaw Cycles on the
room temperature.
Permeability of a Fine-Grained Soil,” Hazardous and Industrial Wastes, Proceed-
3.2.2 freezing, closed system, n—freezing that occurs under
ings of the Twenty-Second Mid-Atlantic Industrial Waste Conference, Joseph P.
Martin, Shi-Chieh Cheng, and Mary Ann Susavidge, eds., Drexel University, 1990,
conditions that preclude the gain or loss of any water in the
pp. 580–593.
system.
Othman, M. A., Benson, C. H., Chamberlain, E. J., and Zimmie, T. F.,“
Laboratory Testing to Evaluate Changes in Hydraulic Conductivity of Compacted
Clays Caused by Freeze-Thaw: State-of-the-Art,” Hydraulic Conductivity and
Waste Contaminant Transport in Soils, ASTM STP 1142, David E. Daniel, and Annual Book of ASTM Standards, Vol 04.08.
Stephen J. Trautwein, eds., American Society for Testing and Materials, Consho- Annual Book of ASTM Standards, Vol 04.09.
hocken, PA, pp. 227–254. Annual Book of ASTM Standards, Vol 14.02.
NOTICE: This standard has either been superseded and replaced by a new version or discontinued.
Contact ASTM International (www.astm.org) for the latest information.
D 6035
3.2.3 freezing, open system, n—freezing that occurs under mimic field conditions. Thawing specimens in an oven (that is,
conditions that allow the gain or loss of water in the system by overheating) will produce erroneous results.
movement of pore water from or to an external source to 4.6 Literature relating to this subject indicates that the
growing ice lenses. effects of freeze-thaw usually occur by Cycle 10, thus it is
3.2.4 hydraulic conductivity, k, n—the rate of discharge of recommended that at least 10 freeze-thaw cycles shall be
water under laminar flow conditions through a unit cross- performed to ensure that the full effects of freeze-thaw are
sectional area of a porous medium under a unit hydraulic measured. If the hydraulic conductivity values are still increas-
gradient and standard temperature conditions (20°C). ing after 10 freeze-thaw cycles, the test method shall be
continued (that is, more freeze-thaw cycles shall be per-
4. Significance and Use
formed).
4.1 This test method identifies the changes in hydraulic
5. Apparatus
conductivity as a result of freeze-thaw on natural soils only.
4.2 It is the user’s responsibility when using this test method
5.1 Freezing Cabinet, capable of maintaining at least −15
to determine the appropriate moisture content of the 61°C.
laboratory-compacted specimens (that is, dry, wet, or at opti-
5.2 The apparatus listed in Test Method D 5084 (see 5.1
mum moisture content) (Note 2). through section 5.18).
NOTE 2—It is common practice to construct clay liners and covers at
6. Reagents
optimum or greater than optimum moisture content. Specimens com-
6.1 Deaired Water—To aid in removing as much air from
pacted dry of optimum moisture content typically do not contain larger
the specimen as possible during the hydraulic conductivity
pore sizes as a result of freeze-thaw because the effects of freeze-thaw are
minimized by the lack of water in the sample. Therefore, the effect of
portion of the test, deaired water shall be used.
freeze-thaw on the hydraulic conductivity is minimal, or the hydraulic
6.2 Optional—If the specimen is frozen/thawed in the
3 7
conductivity may increase slightly. ,
flexiwall permeameter, a mixture of propylene glycol and tap
4.3 The requestor must provide information regarding the water can be placed in the flexi-wall permeameter cell. The
effective stresses to be applied during testing, especially for
compatibility of the mixture and membrane used shall be
determining the final hydraulic conductivity. Using high effec- determined. Membranes may degrade and cause cell leakage.
tive stresses (that is, 35 kPa (5 psi) as allowed by Test Method
This mixture should have a freezing point lower than the
D 5084) can decrease an already increased hydraulic conduc- ambient temperature of the freezing cabinet. The specimen will
tivity resulting in lower final hydraulic conductivity values.
freeze, but the cell fluid will not. This allows the total stress on
The long-term effect of freeze-thaw on the hydraulic conduc- the specimen to remain unchanged during the freeze-thaw
tivity of compacted soils is unknown. The increased hydraulic
procedures.
conductivity caused by freeze-thaw may be temporary. For
7. Test Specimens
example, the overburden pressure imparted by the waste placed
7.1 Size—The size of the specimen depends on the type and
on a soil liner in a landfill after being subjected to freeze-thaw
may reduce the size of the cracks and pores that cause the size of permeameter being used for the hydraulic conductivity
testing. The specimen shall have a minimum diameter of 71.1
increase in hydraulic conductivity. It is not known if the
pressure would overcome the macroscopically increased hy- mm (2.80 in.) or greater and a minimum height of 71.1 mm.
The height and diameter of the specimen shall be measured to
draulic conductivity sufficiently to return the soil to its original
hydraulic conductivity (prior to freeze-thaw). For cases such as the nearest 0.3 mm (0.01 in.) or better. The length and diameter
shall not vary by more than 65 %. For specimen diameters of
landfill covers, where the overburden pressure is low, the
increase in hydraulic conductivity due to freeze-thaw will 71.1 mm, clods less than 12.7 mm (0.5 in.) shall not be
reduced. For specimen diameters of 101.6 mm (4.00 in.), clod
likely be permanent. Thus, the requestor must take the appli-
cation of the test method into account when establishing the sizes less than 17.0 mm (0.67 in.) shall not be reduced. The
effective stress. surface of the test specimen may be uneven, but indentations
4.4 The specimen shall be frozen to −15°C unless the must not be so deep that the length or diameter of the specimen
requestor specifically dictates otherwise. It has been docu- varies by more than 65 %. The diameter and height of the
mented in the literature that the initial (that is, 0 to −15°C) sp
...

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SCOPE
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1.3 The test method is not applicable to highly stabilized and cemented materials or granular materials containing a large percentage of aggregates greater than 37 mm [1.5 in.].  
1.4 The method is dependent upon knowing the field water content and the user having performed calibration tests to determine cone penetration resistance of various compaction levels and water contents.  
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.  
1.6 It is common practice in the engineering profession to concurrently use pounds to represent both a unit of mass [lbm] and a force [lbf]. This implicitly combines two separate systems of units; that is, the absolute system and the gravitational system. This standard has been written using the absolute system of units when dealing with the inch-pound system. In this system, the pound [lbf] represents a unit of force (weight). However, the use of balances or scales recording pounds of mass [lbm] or the reading of density in lbm/ft3 shall not be regarded as a nonconformance with this standard.  
1.7 All observed and calculated values shall conform to the guidelines for significant digits and rounding...

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ASTM D6467-21e1(Test Method)
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.
SCOPE
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.
SCOPE
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. ...
SCOPE
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 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.
SCOPE
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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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...
SCOPE
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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