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ASTM D4320-93

(Test Method)

Standard Test Method for Laboratory Preparation of Chemically Grouted Soil Specimens for Obtaining Design Strength Parameters

Standard Test Method for Laboratory Preparation of Chemically Grouted Soil Specimens for Obtaining Design Strength Parameters

SCOPE
1.1 This test method covers the laboratory preparation of chemically grouted soil specimens for use in laboratory tests to determine design strength parameters.  Note 1-This test method may not be applicable to grout mixtures with gel times shorter than the time required to saturate the specimen with grout.
1.2 The specimens are intended for both strength and modulus determination in unconfined and confined compression testing.  Note 2-Preparation methods for specimens to be used for other purposes are described in Test Methods D4219 and D5202.
1.3 This test method requires the injection of grout into soil specimens already fabricated to a desired density.  
1.4 The values stated in inch-pound units are to be regarded as the standard.  
1.5 This standard does not purport to address all of the safety problems, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.

General Information

Status
Historical
Publication Date
31-Dec-1992
ICS
93.020 - Earthworks. Excavations. Foundation construction. Underground works
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.16 - Grouting
Current Stage
Ref Project

Relations

Replaced By
ASTM D4320-02 - Standard Test Method for Laboratory Preparation of Chemically Grouted Soil Specimens for Obtaining Design Strength Parameters
Effective Date
10-Nov-2002
Referred By
ASTM D4219-22 - Standard Test Method for Short-Term Unconfined Compressive Strength Index of Chemically Grouted Soils
Effective Date
01-Jan-1993
Referred By
ASTM D5202/D5202M-16 - Standard Test Method for Determining Triaxial Compression Creep Strength of Chemically Grouted Soils
Effective Date
01-Jan-1993

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ASTM D4320-93 - Standard Test Method for Laboratory Preparation of Chemically Grouted Soil Specimens for Obtaining Design Strength ParametersASTM D4320-93 - Standard Test Method for Laboratory Preparation of Chemically Grouted Soil Specimens for Obtaining Design Strength Parameters
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ASTM D4320-93 - Standard Test Method for Laboratory Preparation of Chemically Grouted Soil Specimens for Obtaining Design Strength Parameters
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NOTICE: This standard has either been superceded and replaced by a new version or discontinued.
Contact ASTM International (www.astm.org) for the latest information.
Designation: D 4320 – 93
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
Laboratory Preparation of Chemically Grouted Soil
Specimens for Obtaining Design Strength Parameters
This standard is issued under the fixed designation D 4320; 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 grouted specimens without the use of a jacking force. They
may be sized for the preparation of one or multiple specimens
1.1 This test method covers the laboratory preparation of
(Multiple specimen molds should be externally marked to
chemically grouted soil specimens for use in laboratory tests to
indicate desired ends of individual specimens, as an aid in
determine design strength parameters.
preparation). Molds shall produce specimens with a length-to-
NOTE 1—This test method may not be applicable to grout mixtures with
diameter ratio between two and three, (2.5 is recommended)
gel times shorter than the time required to saturate the specimen with
and shall have a tolerance of 60.01 in. (0.25 mm) on the
grout.
internal diameter. Molds will have top and bottom caps
1.2 The specimens are intended for both strength and
designed to prevent leakage of grout during pressure injection.
modulus determination in unconfined and confined compres-
NOTE 3—Satisfactory molds, similar to Fig. 1, may be made from an
sion testing.
acrylic tube which has been split longitudinally into three pieces (Fig. 2),
NOTE 2—Preparation methods for specimens to be used for other which allows for the mold to be assembled and disassembled using silicon
purposes are described in Test Methods D 4219 and D 5202. rubber seals and hose clamps. Equally satisfactory molds can be made by
splitting tubes longitudinally with one narrow slit (Fig. 3), which is closed
1.3 This test method requires the injection of grout into soil
by hose clamps around the tubes and will reopen when the clamps are
specimens already fabricated to a desired density.
loosened, thus releasing the specimens. Leakage may be prevented by
1.4 The values stated in inch-pound units are to be regarded
covering the slit from the inside with tape. Satisfactory seals of end caps
as the standard. may be made by threading the tubing and cap or by external tie rods to
hold the caps in place (Fig. 4).
1.5 This standard does not purport to address all of the
safety problems, if any, associated with its use. It is the
4.2 Grout Injection System—A system composed of the
responsibility of the user of this standard to establish appro-
following components (Fig. 5):
priate safety and health practices and determine the applica-
4.2.1 Mixing Tank, capable of being pressurized to 30 psi
bility of regulatory limitations prior to use.
(207 kPa) without leaking and able to contain all of the grout
volume to be injected in one grouting operation. The tank will
2. Referenced Documents
have an internal mixing device (such as a paddle wheel) or be
2.1 ASTM Standards:
able to accommodate the use of a magnetic stirrer. The tank
D 4219 Test Method for Unconfined Compressive
will be fitted with a regulated air-pressure source and pressure
Strength Index Test of Chemical-Grouted Soils
gage.
D 5202 Test Method for Determining Triaxial Compression
2 NOTE 4—Alternatively, proportioning pump sets may be used. Such
Creep Strength of Chemical Grouted Soils
equipment may be of advantage when the grout gel times are too short for
effective use of pressure-tank injection equipment.
3. Significance and Use
4.2.2 Tubing, capable of transporting the grout from the
3.1 The purpose of this test method is to prepare specimens
mixing tank to the specimen mold or molds to be injected is
of chemically grouted soils for testing in unconfined or triaxial
required. A bleed valve located just before the mold injection
compression, when the test data is to be used for design
inlet allows for air bubbles trapped in the grout lines to be
purposes.
removed before they move into the specimen.
4. Apparatus
4.3 Balance—A balance or scale of 1000-g capacity, sensi-
tive to 0.1 g.
4.1 Specimen Molds—Molds are to be constructed so that
4.4 Miscellaneous Equipment—Tools such as: spoons,
they may be longitudinally split to allow the removal of
weighing dishes, etc., for handling and weighing soil and any
dry grout components, graduate for measuring water and fluid
This test method is under the jurisdiction of ASTM Committee D-18 on Soil
grout components, tamping rod or vibrating tool or both for
and Rock and is the direct responsibility of Subcommittee D18.16 on Grouting.
Current edition approved April 15, 1993. Published August 1993. Originally
compaction of specimens to desired density, nylon screen
published as D 4320 – 84. Last previous edition D 4320 – 84.
having openings small enough to retain the soil to be grouted
Annual Book of ASTM Standards, Vol. 04.08.
NOTICE: This standard has either been superceded and replaced by a new version or discontinued.
Contact ASTM International (www.astm.org) for the latest information.
D 4320
FIG. 3 Split tube multiple specimen mold
6.2 Formation of Soil Specimen—The mold to be used is
assembled (with the top cap removed) and held vertically in a
stable fashion while the soil sample is prepared using the
following procedure:
6.2.1 A small piece of screen made of inert material is
placed over the grout inlet at the bottom of the mold to retain
filter material.
NOTE 6—The term “inert” refers to a material which does not interact
in any way with the components of the specific grout being used.
6.2.2 The lower portion of the mold is filled with a layer
(approximately 0.5 to 1 in. (12.5 to 25.4 mm)) of coarse sand
or pea gravel to serve as a filter to disperse grout over the entire
area of the specimen.
6.2.3 Insert the leveling device and smooth the surface of
FIG. 1 Specimen Mold
the filter material perpendicular to the long axis of the mold.
Remove the leveling device and insert a piece of inert screen,
but otherwise as large as possible, and scissors for cutting.
having a diameter no more than 0.1 in. (2.5 mm) smaller than
4.5 Leveling Device—A leveling plate attached to a rod of
the inside of the mold. Position the screen flat on the filter
sufficient length such that the plate can be oriented perpendicu-
surface.
lar to
...

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Sections  
Test Method A, using soil material passing a 4.75-mm [No. 4] sieve.
This method shall be used when 100 % of the soil sample passes the 4.75-mm [No. 4] sieve.  
7  
Test Method B, using soil material passing a 19.0 mm [0.75-in.] sieve.
This method shall be used when part of the soil sample is retained on the 4.75-mm [No. 4] sieve.
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8  
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1.1 This practice presents a procedure for calculating the unit weights and water contents of soils containing oversize particles when the data are known for the soil fraction with the oversize particles removed.  
1.2 This practice also can be used to calculate the unit weights and water contents of soil fractions when the data are known for the total soil sample containing oversize particles.  
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1.1 This test method covers testing apparatus, specimen preparation, and testing procedures for determining the splitting tensile strength of rock by diametral line compression of disk shaped specimens.
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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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Standard Test Methods for Detecting Water Soluble Sulfates in Construction Soils

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.  
1.2 The field method, Method A, is used as a screening test for the presence of sulfates and their concentration. The laboratory method, Method B, provides better resolution than the field method.  
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1.4 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.  
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ASTM D2850-23(Test Method)
Standard Test Method for Unconsolidated-Undrained Triaxial Compression Test on Cohesive Soils

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

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

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

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ASTM
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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