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ASTM D1558-99(2004)e1

(Test Method)

Standard Test Method for Moisture Content Penetration Resistance Relationships of Fine-Grained Soils

Standard Test Method for Moisture Content Penetration Resistance Relationships of Fine-Grained Soils

SIGNIFICANCE AND USE
This test method is used with Methods A and B of Test Methods D 698 to develop relationships between moisture content, density, and penetration resistance. These relationships are used with a previously prepared family of moisture-penetration curves as a rapid field test to determine the approximate amount of moisture in the soil.
Note 1—When a penetration-resistance measurement of material in place is compared at a given moisture content with penetration-density curves prepared at a specified compactive effort, an approximate check of compaction (density) may be obtained.
Penetration resistance determinations are not reliable for very dry molded soil specimens or very granular soils.
Note 2—Notwithstanding the statements on precision and bias contained in this standard, the precision of this test method is dependent on the competence of the personnel performing it and the suitability of the equipment and the facilities used. Agencies that meet the criteria of Practice D 3740 are generally considered capable of competent and objective testing. Users of this test method are cautioned that compliance with Practice D 3740 does not in itself assure reliable testing. Reliable testing depends on many factors; Practice D 3740 provides a means of evaluating some of those factors.
SCOPE
1.1 This test method is for establishing the moisture-penetration resistance relationships of fine-grained soils as determined by the soil penetrometer.
1.2 The values stated in inch-pound units are to be regarded as the standard.  
1.3 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.

General Information

Status
Historical
Publication Date
30-Jun-2004
ICS
93.020 - Earthworks. Excavations. Foundation construction. Underground works
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.08 - Special and Construction Control Tests
Current Stage
Ref Project

Relations

Replaces
ASTM D1558-99 - Standard Test Method for Moisture Content Penetration Resistance Relationships of Fine-Grained Soils
Effective Date
01-Jul-2004
Replaced By
ASTM D1558-10 - Standard Test Method for Moisture Content Penetration Resistance Relationships of Fine-Grained Soils (Withdrawn 2019)
Effective Date
01-Oct-2010
Referred By
ASTM C403/C403M-23 - Standard Test Method for Time of Setting of Concrete Mixtures by Penetration Resistance
Effective Date
01-Jul-2004

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ASTM D1558-99(2004)e1 - Standard Test Method for Moisture Content Penetration Resistance Relationships of Fine-Grained SoilsASTM D1558-99(2004)e1 - Standard Test Method for Moisture Content Penetration Resistance Relationships of Fine-Grained Soils
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ASTM D1558-99(2004)e1 - Standard Test Method for Moisture Content Penetration Resistance Relationships of Fine-Grained Soils
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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
´1
Designation:D1558–99 (Reapproved 2004)
Standard Test Method for
Moisture Content Penetration Resistance Relationships of
Fine-Grained Soils
This standard is issued under the fixed designation D1558; 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 (´) indicates an editorial change since the last revision or reapproval.
´ NOTE—Paragraph 3.1.1 was corrected editorially in July 2004.
1. Scope* E691 Practice for Conducting an Interlaboratory Study to
Determine the Precision of a Test Method
1.1 This test method covers establishing the moisture-
penetration resistance relationships of fine-grained soils as
3. Terminology
determined by the soil penetrometer.
3.1 Definitions:
1.2 The values stated in inch-pound units are to be regarded
3.1.1 penetration resistance curve (proctor penetration
as the standard.
curve)—the curve showing the relationship between the pen-
1.3 This standard does not purport to address all of the
etration resistance and the water content.
safety concerns, if any, associated with its use. It is the
3.1.2 All other terms and definitions are in accordance with
responsibility of the user of this standard to establish appro-
Terminology D653.
priate safety and health practices and determine the applica-
bility of regulatory limitations prior to use.
4. Significance and Use
4.1 This test method is used with Methods A and B of Test
2. Referenced Documents
2 Methods D698 to develop relationships between moisture
2.1 ASTM Standards:
content,density,andpenetrationresistance.Theserelationships
C670 Practice for Preparing Precision and Bias Statements
are used with a previously prepared family of moisture-
for Test Methods for Construction Materials
penetration curves as a rapid field test to determine the
D653 Terminology Relating to Soil, Rock, and Contained
approximate amount of moisture in the soil.
Fluids
D698 Test Methods for Laboratory Compaction Character-
NOTE 1—When a penetration-resistance measurement of material in
istics of Soil Using Standard Effort (12 400 ft-lbf/ft (600 place is compared at a given moisture content with penetration-density
curves prepared at a specified compactive effort, an approximate check of
kN-m/m ))
compaction (density) may be obtained.
D2216 Test Methods for Laboratory Determination of Wa-
ter (Moisture) Content of Soil and Rock by Mass 4.2 Penetrationresistancedeterminationsarenotreliablefor
D3740 Practice for Minimum Requirements for Agencies
very dry molded soil specimens or very granular soils.
Engaged in Testing and/or Inspection of Soil and Rock as
NOTE 2—Notwithstanding the statements on precision and bias con-
Used in Engineering Design and Construction
tained in this standard, the precision of this test method is dependent on
D4753 Guide for Evaluating, Selecting, and Specifying
the competence of the personnel performing it and the suitability of the
Balances and Standard Masses for Use in Soil, Rock, and
equipment and the facilities used. Agencies that meet the criteria of
Construction Materials Testing Practice D3740 are generally considered capable of competent and
objective testing. Users of this test method are cautioned that compliance
E380 Practice for Use of the International System of Units
3 with Practice D3740 does not in itself assure reliable testing. Reliable
(SI) (the Modernized Metric System)
testing depends on many factors; Practice D3740 provides a means of
evaluating some of those factors.
This test method is under the jurisdiction ofASTM Committee D18 on Soil and
5. Apparatus
Rock and is the direct responsibility of Subcommittee D18.08 on Special and
Construction Control Tests.
5.1 Moisture-Density Apparatus, conforming to the require-
Current edition approved July 1, 2004. Published July 2004. Originally approved
ments prescribed in Test Methods D698.
in 1958. Last previous edition approved in 1999 as D1558 – 99. DOI: 10.1520/
5.2 Soil Penetrometer—A soil penetrometer (Fig. 1) con-
D1558-99R04E01.
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
sisting of a special spring dynamometer with pressure-
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
indicating scale on the stem of the handle. The pressure scale
Standards volume information, refer to the standard’s Document Summary page on
shall be graduated to 90 lbf in 2-lbf divisions with a line
the ASTM website.
Withdrawn. encircling the stem at each 10-lbf interval, or graduated to 181
*A Summary of Changes section appears at the end of this standard.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
´1
D1558–99 (2004)
FIG. 1 Soil Penetrometer
Nin9.8Ndivisionswithalineencirclingthestemateach5-kg exceed 2 lbf (8.89 N). For ease in calibration, it is recom-
2 2
interval.Asliding ring on the stem shall indicate the maximum mended that the 1-in. (64.5-mm ) needle be used.
pressure obtained in the test.
7.2 The penetrometer should be cleaned, lubricated, and
5.3 Set of Penetrometer Needles—Each penetrometer
calibrated on a regular basis. The penetrometer should be
needle (Fig. 1) shall consist of a shank with a head of known
stored in a clean location or case, with no compression on the
end area. The set of interchangeable needles shall include the
spring.
sizes given inTable 1.The needle shank shall have graduations
inscribed at intervals of ⁄2 in. (10 mm) to indicate the depth of
8. Procedure
penetration, and shall have a length of not less than 4 in. (100
8.1 Compact the soil in the moisture-density mold in accor-
mm), excluding the threaded portion. Needles should not be
dance with the procedure described in Method A or B of Test
used when they have been worn so as to reduce the flat-end
Methods D698.
area by 5 %.
8.2 Determinetheresistanceofthesoiltopenetrationbyuse
5.4 Balance or Scale—Adirectreadingplatformbalance(or
of the soil penetrometer with attached needle of known end
scale) having a minimum capac
...

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Sections  
Test Method A, using soil material passing a 4.75-mm [No. 4] sieve.
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7  
Test Method B, using soil material passing a 19.0 mm [0.75-in.] sieve.
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5.1 By definition, the tensile strength is obtained by the direct tensile test. However, the direct tensile test is difficult and expensive for routine application. The splitting tensile test appears to offer a desirable alternative because it is much simpler and inexpensive. Furthermore, engineers involved in rock mechanics design usually deal with complex stress fields, including various combinations of compressive and tensile stress fields. Under such conditions, the tensile strength should be obtained with the presence of compressive stresses to be representative of the field conditions.  
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1.2 Units—The values stated in SI units are to be regarded as standard. The values given in parentheses are mathematical conversions to inch-pound units, which 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 test method.  
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SIGNIFICANCE AND USE
5.1 Where sulfates are suspected, subgrade soils should be tested as an integral part of a geotechnical evaluation because the possibility that sulfate induced heave may occur if calcium containing stabilizers are used to improve the soils and sulfate reactions may also cause deterioration in concrete structures. When planning to treat a soil used in construction with lime, testing the soil for water soluble sulfates prior to treatment becomes very important (Note 2).  
5.2 When sulfate containing cohesive soils are treated with calcium-based stabilizers for foundation improvements, sulfates and free alumina in natural soils react with calcium and free hydroxide to form crystalline minerals, such as ettringite and thaumasite.4 Thaumasite forms when ettringite undergoes changes in the presence of carbonates at low temperatures.5 The sulfate minerals expand considerably when they are hydrated.
Note 2: For more information on the effect of treating soils containing water soluble sulfates, refer to the following publication: Little, D.N., Stabilization of Pavement Subgrades and Base Course with Lime, Kendal/Hunt Publishing Co., Dubuque, IA, 1995.
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SCOPE
1.1 These methods determine the water soluble sulfate content of cohesive soils used in construction by using the colorimetric technique. Two methods are presented in this standard. Method A is for use in the field and Method B is for use in the laboratory. The colorimetric technique involves measuring the scattering of a light beam through a solution that contains suspended particulate matter. Measurements of sulfate concentrations in construction soils can be used to guide professionals in the selection of appropriate stabilization methods and to assist in assessment of potential deterioration in concrete structures.
Note 1: These test methods are partially based on the research conducted by Texas A & M University.  
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Standard Test Method for Unconsolidated-Undrained Triaxial Compression Test on Cohesive Soils

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5.1 In this test method, the compressive strength of a soil is determined in terms of the total stress, therefore, the resulting strength depends on the pressure developed in the pore fluid during loading. In this test method, fluid flow is not permitted from or into the soil specimen as the load is applied, therefore the resulting pore pressure, and hence strength, differs from that developed in the case where drainage can occur.  
5.2 If the test specimens is 100 % saturated, consolidation cannot occur when the confining pressure is applied nor during the shear portion of the test since drainage is not permitted. Therefore, if several specimens of the same material are tested, and if they are all at approximately the same water content and void ratio when they are tested, they will have approximately the same unconsolidated-undrained shear strength.  
5.3 If the test specimens are partially saturated, or compacted/reconstituted specimens, where the degree of saturation is less than 100 %, consolidation may occur when the confining pressure is applied and during application of axial load, even though drainage is not permitted. Therefore, if several partially saturated specimens of the same material are tested at different confining stresses, they will not have the same unconsolidated-undrained shear strength.  
5.4 Mohr failure envelopes may be plotted from a series of unconsolidated undrained triaxial tests. The Mohr’s circles at failure based on total stresses are constructed by plotting a half circle with a radius of half the principal stress difference (deviator stress) beginning at the axial stress (major principal stress) and ending at the confining stress (minor principal stress) on a graph with principal stresses as the abscissa and shear stress as the ordinate and equal scale in both directions. The failure envelopes will usually be a horizontal line for saturated specimens and a curved line for partially saturated specimens.  
5.5 The unconsolidated-u...
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1.1 This test method covers determination of the strength and stress-strain relationships of a cylindrical specimen of either intact, compacted, or remolded cohesive soil. Specimens are subjected to a confining fluid pressure in a triaxial chamber. No drainage of the specimen is permitted during the application of the confining fluid pressure or during the compression phase of the test. The specimen is axially loaded at a constant rate of axial deformation (strain controlled).  
1.2 This test method provides data for determining undrained strength properties and stress-strain relations for soils. This test method provides for the measurement of the total stresses applied to the specimen, that is, the stresses are not corrected for pore-water pressure.
Note 1: The determination of the unconfined compressive strength of cohesive soils is covered by Test Method D2166/D2166M.
Note 2: The determination of the consolidated, undrained strength of cohesive soils with pore pressure measurement is covered by Test Method D4767.  
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.3.1 The procedures used to specify how data are collected/recorded or calculated in this standard are regarded as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; and it is common practice to increase or reduce significant digits of reported data to be commensurate with these considerations. It is beyond the scope of this standard to consider significant digits used in analysis methods for engineering design.  
1.4 Units—The values stated in SI units are to be regarded as the standard. The values given in parentheses are mathemat...

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ASTM
ASTM D4219-22(Test Method)
Standard Test Method for Short-Term Unconfined Compressive Strength Index of Chemically Grouted Soils

SIGNIFICANCE AND USE
5.1 The purpose of this test method is to obtain values for comparison with other test values to verify uniformity of materials or the effects of controllable variables, in grout-soil compositions.  
5.2 This test method is similar, in principle, to Test Method D2166/D2166M, but is not intended for determination of strength parameters to be used in design. Such values are more properly obtained from long-term triaxial tests.
Note 1: The quality of the result produced by this standard is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
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1.1 This test method covers the determination of the short-term unconfined compressive strength index of chemically grouted soils, using displacement-controlled application of test load.  
1.2 Units—The values stated in SI units are to be regarded as standard. The values given in parentheses are provided for information only and are not considered standard. Reporting of test results in units other than SI shall not be regarded as nonconformance with this standard.  
1.2.1 It is common practice in the engineering/construction profession to concurrently use pounds to represent both a unit of mass (lbm) and of force (lbf). This practice implicitly combines two separate systems of units; the absolute and the gravitational systems. It is scientifically undesirable to combine the use of two separate sets of inch-pound units within a single standard. As stated, this standard includes the gravitational system of inch-pound units and does not use/present the slug unit of mass. However, the use of balances and scales recording pounds of mass (lbm) or recording density in lbm/ft3 shall not be regarded as nonconformance with this standard.  
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026, unless superseded by this test method.  
1.3.1 For purposes of comparing a measured or calculated value(s) with specified limits, the measured or calculated value(s) shall be rounded to the nearest decimal of significant digits in the specified limit.  
1.3.2 The procedures used to specify how data are collected/recorded or calculated in the standard are regarded as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; and it is common practice to increase or reduce significant digits of reported data to be commensurate with these considerations. It is beyond the scope of this standard to consider significant digits used in analysis methods for engineering design.  
1.4 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.5 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.

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ASTM D4381/D4381M-22(Test Method)
Standard Test Method for Sand Content by Volume of Construction Slurries

SIGNIFICANCE AND USE
5.1 This test method is used to determine the percentage of sand by volume in construction slurry. The significance of this test method mainly relates to construction slurries used for concrete wall and drilled piers construction. The range of measurement is too limited for use in applications where the sand content is intended to be greater than 20 %, such as in the cases of cement bentonite or soil bentonite walls.  
5.2 A high sand content in the construction slurry is abrasive for construction plant such as pumps, and is furthermore adverse to the formation of a filter cake in applications where bentonite fluid is used to stabilize an excavation.
Note 1: The quality of the result produced by this standard depends on the competence of the personnel performing it and the suitability of the equipment and facilities being used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing, sampling, inspection, etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself ensure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
SCOPE
1.1 This test method covers the determination of the sand content of bentonitic slurries used in slurry construction techniques. This test method has been modified from API Recommended Practice 13B.  
1.2 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.3 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard. Except, the sieve designation is identified using the “alternative” system in accordance with Practice E11 instead of the “standard system,” such that the sieve used is referred to as a No. 200 sieve, instead of a 75 µm sieve.  
1.4 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.5 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.

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ASTM D4452/D4452M-22(Practice)
Standard Practice for X-Ray Radiography of Soil Samples

SIGNIFICANCE AND USE
5.1 Many geotechnical tests require the utilization of intact, representative samples of soil. The quality of these samples depends on many factors. Many of the samples obtained by intact sampling methods have inherent anomalies. Sampling procedures cause disturbances of varying types and intensities. These anomalies and disturbances, however, are not always readily detectable by visual inspection of the intact samples before or after testing. Often test results would be enhanced if the presence and the extent of these anomalies and disturbances are known before testing or before destruction of the sample by testing. Such determinations assist the user in detecting flaws in sampling methods, the presence of natural or induced shear planes, and the presence of natural intrusions, such as gravels or shells at critical regions in the samples, the presence of sand and silt seams, and the intensity of disturbances caused by sampling.  
5.2 X-ray radiography provides the user with a picture of the internal massive structure of the soil sample, regardless of whether the soil is X-rayed within or without the sampling tube. X-ray radiography assists the user in identifying the following:  
5.2.1 Appropriateness of sampling methods used.  
5.2.2 Effects of sampling in terms of the disturbances caused by the turning of the edges of various thin layers in varved soils, large disturbances caused in soft soils, shear planes induced by sampling, or extrusion, or both, effects of overdriving of samplers, the presence of cuttings in sampling tubes, or the effects of using bent, corroded, or nonstandard tubes for sampling.  
5.2.3 Naturally occurring fissures, shear planes, etc.  
5.2.4 The presence of intrusions within the sample, such as calcareous nodules, gravel, or shells.  
5.2.5 Sand and silt seams, organic matter, large voids, and channels developed by natural or artificial leaching of soil components.
Note 1: The quality of the results produced by this standard is de...
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1.1 This practice covers the determination of the quality of soil samples in thin wall tubes or of extruded soil cores by X-ray radiography.  
1.2 This practice enables the user to determine the effects of sampling and natural variations within samples as identified by the extent of the relative penetration of X-rays through soil samples.  
1.3 This practice can be used to X-ray soil cores (or observe their features on a fluoroscope) in thin wall tubes or liners ranging from approximately 50 to 150 mm [2 to 6 in.] in diameter. X-rays of samples in the larger diameter tubes provide a radiograph of major features of soils and disturbances, such as large scale bending of edges of varved clays, shear planes, the presence of large concretions, silt and sand seams thicker than 6 mm [1/4 in.], large lumps of organic matter, and voids or other types of intrusions. X-rays of the smaller diameter cores provide higher resolution of soil features and disturbances, such as small concretions (3 mm [1/8 in.] diameter or larger), solution channels, slight bending of edges of varved clays, thin silt or sand seams, narrow solution channels, plant root structures, and organic matter. The X-raying of samples in thin wall tubes or liners requires minimal preparation.  
1.4 Greater detail and resolution of various features of the soil can be obtained by X-raying extruded soil cores, as compared to samples in metal tubes. The method used for X-raying soil cores is the same as that for tubes and liners, except that extruded cores have to be handled with extreme care and have to be placed in sample troughs (similar to Fig. 2) before X-raying. This practice should be used only when natural water content or other intact soil characteristics are irrelevant to the end use of the sample.  
1.4.1 Often it is necessary to obtain greater resolution of features to determine the propriety of sampling methods, the representative nature of soil samples,...

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