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ASTM D7762-18e1

(Practice)

Standard Practice for Design of Stabilization of Soil and Soil-Like Materials with Self-Cementing Fly Ash

Standard Practice for Design of Stabilization of Soil and Soil-Like Materials with Self-Cementing Fly Ash

SIGNIFICANCE AND USE
4.1 Self-cementing coal fly ashes are suitable materials for the stabilization of soils, recycled pavement materials and road surface gravel. Fly ash stabilization can result in improved properties, including increased stiffness, strength and freeze-thaw durability; reduced hydraulic conductivity, plasticity, and swelling; and increased control of soil compressibility and moisture. Fly ash stabilized materials (FASM) may be used in roadway construction, such as working platforms during construction, stabilized subgrade, subbase, and base layers. Fly ash stabilization can also be used in limiting settlement of fills below buildings.  
4.2 This practice is intended for use with self-cementing fly ash that can be used individually or along with other stabilizing admixtures to improve soil properties.  
4.3 The practice describes the unique design considerations that may apply to stabilization of soils and soil-like materials with self-cementing coal fly ash. The requirements for stabilization of specific materials may vary due to local conditions or the intended use of the stabilized material, or both.  
4.3.1 This practice is not intended to limit the flexibility of design in stabilization. The degree of success attained in stabilization with coal fly ash is highly dependent on the particular combination of soil, fly ash, and other additives and the construction procedure used. The selection of appropriate materials, applicable tests, acceptance criteria, and specification is the responsibility of the design engineer.  
4.4 The test methods in this practice are intended for the determination of mechanical properties of FASM. The characterization of mechanical property improvement with self-cementing fly ash will assist in the evaluation of the fly ash stabilized materials.  
4.5 The use of self-cementing fly ash in geotechnical engineering applications may be regulated by state and local codes. The codes should be consulted.
SCOPE
1.1 This practice covers procedures for the design of stabilization of soil and soil-like materials using self-cementing coal fly ash for roadway applications, treatment of expansive subgrade or organic subgrade, and limiting settlement of fills below buildings. The coal fly ash covered in this method includes self-cementing fly ashes described in Specification D5239.  
1.2 The testing and engineering practices for self-cementing coal fly ash are similar to generally accepted practices for soil stabilization with fly ash and other pozzolans that require lime.  
1.3 The test methods in this practice are applicable to the characterization of mechanical properties of in situ mixed self-cementing fly ash stabilized materials. Follow Practice D75/D75M for sampling purposes. There are other related fly ash stabilization standards. Practice D5239 can be used to characterize the general types of fly ash for use in soil stabilization. Specification C593 can be used to evaluate the performance of fly ash and other pozzolans that require lime soil stabilization. Guide E2277 can be used to characterize properties of fly ash and bottom ash in structural fills and related design and construction considerations.  
1.4 Units—The values stated in SI units are to be regarded as standard. No other units of measure are included in this standard.  
1.5 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.6 This practice offers a set of instructions for performing one or more specific operations. This document cannot replace education or experience and should be used in conjunction with professional judgment. Not all aspects of this practice may be applicable in all circumstances. This ASTM standard is not intended to represent or rep...

General Information

Status
Published
Publication Date
31-Dec-2017
ICS
93.020 - Earthworks. Excavations. Foundation construction. Underground works
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.14 - Geotechnics of Sustainable Construction
Current Stage
Ref Project

Relations

Refers
ASTM D1883-14 - Standard Test Method for California Bearing Ratio (CBR) of Laboratory-Compacted Soils
Effective Date
01-Dec-2014
Refers
ASTM E2277-14(2019) - Standard Guide for Design and Construction of Coal Ash Structural Fills
Effective Date
01-Sep-2019
Refers
ASTM D75/D75M-19 - Standard Practice for Sampling Aggregates
Effective Date
01-Nov-2019
Refers
ASTM C593-19 - Standard Specification for Fly Ash and Other Pozzolans for Use With Lime for Soil Stabilization
Effective Date
01-Dec-2019
Refers
ASTM E2201-13(2020) - Standard Terminology for Coal Combustion Products
Effective Date
01-Jan-2020
Refers
ASTM D653-14 - Standard Terminology Relating to Soil, Rock, and Contained Fluids
Effective Date
01-Aug-2014

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ASTM D7762-18e1 - Standard Practice for Design of Stabilization of Soil and Soil-Like Materials with Self-Cementing Fly AshASTM D7762-18e1 - Standard Practice for Design of Stabilization of Soil and Soil-Like Materials with Self-Cementing Fly Ash
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ASTM D7762-18e1 - Standard Practice for Design of Stabilization of Soil and Soil-Like Materials with Self-Cementing Fly Ash
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Standards Content (Sample)

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.
´1
Designation: D7762 − 18
Standard Practice for
Design of Stabilization of Soil and Soil-Like Materials with
1
Self-Cementing Fly Ash
This standard is issued under the fixed designation D7762; 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.
1
ε NOTE—Editorially corrected units of measurement statement in June 2021.
1. Scope with professional judgment. Not all aspects of this practice may
be applicable in all circumstances. This ASTM standard is not
1.1 This practice covers procedures for the design of stabi-
intended to represent or replace the standard of care by which
lizationofsoilandsoil-likematerialsusingself-cementingcoal
the adequacy of a given professional service must be judged,
fly ash for roadway applications, treatment of expansive
nor should this document be applied without consideration of
subgrade or organic subgrade, and limiting settlement of fills
a project’s many unique aspects. The word “Standard” in the
below buildings. The coal fly ash covered in this method
title of this document means only that the document has been
includes self-cementing fly ashes described in Specification
approved through the ASTM consensus process.
D5239.
1.7 This international standard was developed in accor-
1.2 The testing and engineering practices for self-cementing
dance with internationally recognized principles on standard-
coal fly ash are similar to generally accepted practices for soil
ization established in the Decision on Principles for the
stabilization with fly ash and other pozzolans that require lime.
Development of International Standards, Guides and Recom-
1.3 The test methods in this practice are applicable to the mendations issued by the World Trade Organization Technical
Barriers to Trade (TBT) Committee.
characterization of mechanical properties of in situ mixed
self-cementing fly ash stabilized materials. Follow Practice
2. Referenced Documents
D75/D75M for sampling purposes. There are other related fly
2
ash stabilization standards. Practice D5239 can be used to
2.1 ASTM Standards:
characterize the general types of fly ash for use in soil
C593 Specification for FlyAsh and Other Pozzolans for Use
stabilization. Specification C593 can be used to evaluate the
With Lime for Soil Stabilization
performance of fly ash and other pozzolans that require lime
C597 Test Method for Pulse Velocity Through Concrete
soil stabilization. Guide E2277 can be used to characterize
D75/D75M Practice for Sampling Aggregates
properties of fly ash and bottom ash in structural fills and
D653 Terminology Relating to Soil, Rock, and Contained
related design and construction considerations.
Fluids
D698 Test Methods for Laboratory Compaction Character-
1.4 Units—The values stated in SI units are to be regarded
3
istics of Soil Using Standard Effort (12,400 ft-lbf/ft (600
as standard. No other units of measure are included in this
3
kN-m/m ))
standard.
D1557 Test Methods for Laboratory Compaction Character-
1.5 This standard does not purport to address all of the
3
istics of Soil Using Modified Effort (56,000 ft-lbf/ft
safety concerns, if any, associated with its use. It is the
3
(2,700 kN-m/m ))
responsibility of the user of this standard to establish appro-
D1883 Test Method for California Bearing Ratio (CBR) of
priate safety, health, and environmental practices and deter-
Laboratory-Compacted Soils
mine the applicability of regulatory limitations prior to use.
D4609 GuideforEvaluatingEffectivenessofAdmixturesfor
1.6 This practice offers a set of instructions for performing
3
Soil Stabilization (Withdrawn 2017)
one or more specific operations. This document cannot replace
D5102 Test Methods for Unconfined Compressive Strength
education or experience and should be used in conjunction
1 2
This practice is under the jurisdiction of ASTM Committee D18 on Soil and For referenced ASTM standards, visit the ASTM website, www.astm.org, or
Rock and is the direct responsibility of Subcommittee D18.14 on Geotechnics of contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
Sustainable Construction. Standards volume information, refer to the standard’s Document Summary page on
Current edition approved Jan. 1, 2018. Published February 2018. Originally the ASTM website.
3
approved in 2011. Last previous edition approved in 2011 as D7762–11. DOI: The last approved version of this historical standard is referenced on
10.1520/D7762-18E01. www.astm.org.
Copyright © ASTM
...

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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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1.4 The factor controlling the maximum permissible percentage of oversize particles is whether interference between the oversize particles affects the unit weight of the finer fraction. For some gradations, this interference may begin to occur at lower percentages of oversize particles, so the limiting percentage must be lower for these materials to avoid inaccuracies in the computed correction. The person or agency using this practice shall determine whether a lower percentage is to be used.  
1.5 This practice may be applied to soils with any percentage of oversize particles subject to the limitations given in 1.3 and 1.4. However, the correction may not be of practical significance for soils with only small percentages of oversize particles. The person or agency specifying this practice shall specif...

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SIGNIFICANCE AND USE
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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1.1 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.
Note 1: The tensile strength of rock determined by tests other than the straight pull test is designated as the “indirect” tensile strength and, specifically, the value obtained in Section 9 of this test is termed the “splitting” tensile strength. This test method is also sometimes referred to as the Brazilian test method.  
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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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).  
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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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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.
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Note 2: The determination of the consolidated, undrained strength of cohesive soils with pore pressure measurement is covered by Test Method D4767.  
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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.  
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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.  
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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.
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SCOPE
1.1 This practice covers the determination of the quality of soil samples in thin wall tubes or of extruded soil cores by X-ray radiography.  
1.2 This practice enables the user to determine the effects of sampling and natural variations within samples as identified by the extent of the relative penetration of X-rays through soil samples.  
1.3 This practice can be used to X-ray soil cores (or observe their features on a fluoroscope) in thin wall tubes or liners ranging from approximately 50 to 150 mm [2 to 6 in.] in diameter. X-rays of samples in the larger diameter tubes provide a radiograph of major features of soils and disturbances, such as large scale bending of edges of varved clays, shear planes, the presence of large concretions, silt and sand seams thicker than 6 mm [1/4 in.], large lumps of organic matter, and voids or other types of intrusions. X-rays of the smaller diameter cores provide higher resolution of soil features and disturbances, such as small concretions (3 mm [1/8 in.] diameter or larger), solution channels, slight bending of edges of varved clays, thin silt or sand seams, narrow solution channels, plant root structures, and organic matter. The X-raying of samples in thin wall tubes or liners requires minimal preparation.  
1.4 Greater detail and resolution of various features of the soil can be obtained by X-raying extruded soil cores, as compared to samples in metal tubes. The method used for X-raying soil cores is the same as that for tubes and liners, except that extruded cores have to be handled with extreme care and have to be placed in sample troughs (similar to Fig. 2) before X-raying. This practice should be used only when natural water content or other intact soil characteristics are irrelevant to the end use of the sample.  
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SIGNIFICANCE AND USE
5.1 Compression testing of soil-lime specimens is performed to determine unconfined compressive strength of the cured soil-lime-water mixture to determine the suitability of the mixture for uses such as in pavement bases and subbases, stabilized subgrades, and structural fills.  
5.2 Compressive strength data are used in soil-lime mix design procedures: (a) to determine if a soil will achieve a significant strength increase with the addition of lime; (b) to group soil-lime mixtures into strength classes; (c) to study the effects of variables such as lime percentage, unit weight, water content, curing time, curing temperature, etc.; and (d) to estimate other engineering properties of soil-lime mixtures.  
5.3 Lime is generally classified as calcitic or dolomitic. Usually in soil stabilization, high-calcium lime [CaO] or dolomitic lime [CaO + MgO] are used. The lime is transformed from oxide to hydroxide form [[Ca(OH)2 or [Ca(OH)2 + Mg(OH)2]] by the addition of water in the soil, a slurry tank, or at a manufacturing facility. Lime may increase the strength of cohesive soil. The type of lime in combination with soil type influences the resulting compressive strength.
Note 2: The agency performing this test method can be evaluated in accordance with Practice D3740. Notwithstanding statements on precision and bias contained in this method: The precision of this test method is dependent on the competence of the personnel performing it and the suitability of the equipment and facility used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing. Users of this test method are cautioned that compliance with Practice D3740 does not, in itself, ensure reliable testing. Reliable testing depends on many factors; Practice D3740 provides a means of evaluating some of these factors.
SCOPE
1.1 This test method covers procedures for preparing, curing, and testing laboratory-compacted specimens of soil-lime and other lime-treated materials (Note 1) for determining unconfined compressive strength. Depending on the diameter to height ratio, two procedures for determining the unconfined compressive strength of compacted soil-lime mixtures have been developed for specimens prepared at the maximum unit weight and optimum water content, or for specimens prepared at other target unit weight and water content levels. Other applications are given in Section 5 on Significance and Use.
Note 1: Lime-based products other than commercial quicklime and hydrated lime are also used in the lime treatment of fine-grained cohesive soils. Lime kiln dust (LKD) is collected from the kiln exhaust gases by cyclone, electrostatic, or baghouse-type collection systems. Some lime producers hydrate various blends of LKD plus quicklime to produce a lime-based product.  
1.2 Cored specimens of soil-lime should be tested in accordance with Test Methods D2166/D2166M.  
1.3 Two alternative procedures are provided:  
1.3.1 Procedure A describes procedures for preparing and testing compacted soil-lime specimens having height-to-diameter ratios between 2.00 and 2.50. This test method provides the standard measure of compressive strength.  
1.3.2 Procedure B describes procedures for preparing and testing compacted soil-lime specimens using Test Methods D698 compaction equipment and molds commonly available in most soil testing laboratories. Procedure B is considered to provide relative measures of individual specimens in a suite of test specimens rather than standard compressive strength values. Because of the lesser height-to-diameter ratio (1.15) of the cylinders, compressive strength determined by Procedure B will normally be greater than that by Procedure A.  
1.3.3 Results of unconfined compressive strength tests using Procedure B should not be directly compared to those obtained using Procedure A.  
1.4 All observed and calculated values shall conform to the guideline...

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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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ASTM
ASTM D2434-22(Test Method)
Standard Test Methods for Measurement of Hydraulic Conductivity of Coarse-Grained Soils

ABSTRACT
This test method covers the determination of the coefficient of permeability by a constant-head method for the laminar flow of water through granular soils. The procedure is to establish representative values of the coefficient of permeability of granular soils that may occur in natural deposits as placed in embankments, or when used as base courses under pavements. The different apparatus used in determining the granular soil permeability are presented. The methods in preparing the test specimen are presented in details. The testing and calculation procedure for granular soil permeability determination are presented.
SIGNIFICANCE AND USE
5.1 These test methods are used to measure one-dimensional vertical flow of water through initially saturated coarse-grained, pervious (that is, free-draining) soils under an applied hydraulic gradient. Hydraulic conductivity of coarse-grained soils is used in various civil engineering applications. These test methods are suitable for determination of hydraulic conductivity for soils with k > 10–7 m/s.
Note 2: Clean coarse-grained soils that are classified using Practice D2487-17 as GP, GW, SP, and SW can be tested using these test methods. Depending on fraction and characteristics of fine-grained particles present in soils, these test methods may be suitable for testing other soil types with fines content greater than 5 % (for example, GP-GC, SP-SM).  
5.2 Coarse-grained soils are to be tested at a void ratio representative of field conditions. For engineered fills, compaction specification can be used to provide target test conditions, whereas for natural soils, field testing of in-situ density can be used to provide target test conditions.  
5.3 Use of a dual-ring permeameter is included in these test methods in addition to a single-ring permeameter for the rigid wall test apparatus. The dual-ring permeameter allows for reducing potential adverse effects of sidewall leakage on measured hydraulic conductivity of the test specimens. The use of a plate at the outflow end of the specimen that contains a ring with a diameter smaller than the diameter of the permeameter and the presence of two outflow ports (one from the inner ring, one from the annular space between the inner ring and the permeameter wall) allows for separating the flow from the central region of the test specimen from the flow near the sidewall of the permeameter.
Note 3: Sidewall leakage has been reported to have significant influence on flow conditions for coarse-grained soils due to presence of larger voids at the boundary and higher void ratio in this region of the specimen. Three modificat...
SCOPE
1.1 These test methods cover laboratory measurement of the hydraulic conductivity (also referred to as coefficient of permeability) of water-saturated coarse-grained soils (for example, sands and gravels) with k > 10–7 m/s. The test methods utilize low hydraulic gradient conditions.  
1.2 This standard describes two methods (A and B) for determining hydraulic conductivity of coarse-grained soils. Method A incorporates use of a rigid wall permeameter and Method B incorporates the use of a flexible wall permeameter. A single- or dual-ring rigid wall permeameter may be used in Method A. A dual-ring permeameter may be preferred over a single-ring permeameter when adverse effects from short-circuiting of permeant water along the sidewalls of the permeameter (that is, prevent sidewall leakage) are suspected by the user of this standard.  
1.3 The test methods are used under constant head conditions.  
1.4 The test methods are used under saturated soil conditions.  
1.5 Water is used to permeate the test specimen with these test methods.  
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.
Note 1: Hydraulic conductivity has traditionally been reported in cm/s in the US, even though the official SI unit for hydraul...

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ASTM
ASTM D3966/D3966M-22(Test Method)
Standard Test Methods for Deep Foundation Elements Under Static Lateral Load

SIGNIFICANCE AND USE
5.1 Field tests provide the most reliable relationship between the static lateral load applied to a deep foundation and the resulting lateral movement. Test results may also provide information used to assess the distribution of lateral resistance along the element and the long-term load-deflection behavior. The foundation engineer may evaluate the test results to determine if, after applying the appropriate factors, the element or group of elements has an ultimate lateral capacity and a deflection at service load satisfactory to satisfy specific foundation requirements. When performed as part of a multiple-element test program, the foundation engineer may also use the results to assess the viability of different sizes and types of foundation elements and the variability of the test site.  
5.2 The analysis of lateral test results obtained using proper instrumentation helps the foundation engineer characterize the variation of element-soil interaction properties, such as the coefficient of horizontal subgrade reaction, to estimate bending stresses and lateral deflection over the length of the element for use in the structural design of the element.  
5.3 If feasible, without exceeding the safe structural load on the element or element cap (hereinafter unless otherwise indicated, “element” and “element group” are interchangeable as appropriate), the maximum load applied should reach a failure load from which the foundation engineer may determine the lateral load capacity of the element. Tests that achieve a failure load may help the designer improve the efficiency of the foundation by reducing the foundation element-length, quantity, or size.  
5.4 If deemed impractical to apply lateral test loads to an inclined element, the foundation engineer may elect to use lateral test results from a nearby vertical element to evaluate the lateral capacity of the inclined element.  
5.5 The scope of this standard does not include analysis for foundation lateral capacity, but...
SCOPE
1.1 The test methods described in this standard measure the lateral deflection of an individual vertical or inclined deep foundation element or group of elements when subjected to static lateral loading. These methods apply to all deep foundations, or deep foundation systems as they are practical to test. The individual components of which are referred to herein as elements that function as, or in a manner similar to, drilled shafts, micropiles, cast-in-place piles (augered-cast-in-place piles, barrettes, and slurry walls), driven piles, such as pre-cast concrete piles, timber piles or steel sections (steel pipes or H-beams) or any number of other element types, regardless of their method of installation. Although the test methods may be used for testing single elements or element groups, the test results may not represent the long-term performance of the entire deep foundation system.  
1.2 This standard provides minimum requirements for testing deep foundation elements under static lateral load. Project plans, specifications, provisions, or any combination thereof may provide additional requirements and procedures as needed to satisfy the objectives of a particular test program. The engineer in charge of the foundation design, referred to herein as the foundation engineer, shall approve any deviations, deletions, or additions to the requirements of this standard. (exception: the test load applied to the testing apparatus shall not exceed the rated capacity established by the engineer who designed the testing apparatus).  
1.3 Apparatus and procedures herein designated “optional” may produce different test results and may be used only when approved by the foundation engineer. The word “shall” indicates a mandatory provision, and the word “should” indicates a recommended or advisory provision. Imperative sentences indicate mandatory provisions.  
1.4 The foundation engineer should interpret the test results obtained f...

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