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ASTM D420-98(2003)

(Guide)

Standard Guide to Site Characterization for Engineering Design and Construction Purposes (Withdrawn 2012)

Standard Guide to Site Characterization for Engineering Design and Construction Purposes (Withdrawn 2012)

SIGNIFICANCE AND USE
An adequate soil, rock, and groundwater investigation will provide pertinent information for decision making on one or more of the following subjects:
Optimum location of the structure, both vertically and horizontally, within the area of the proposed construction.
Location and preliminary evaluation of suitable borrow and other local sources of construction aggregates.
Need for special excavating and dewatering techniques with the corresponding need for information, even if only approximate, on the distribution of soil water content or pore pressure, or both, and on the piezometric heads and apparent permeability (hydraulic conductivity) of the various subsurface strata.
Investigation of slope stability in natural slopes, cuts, and embankments.
Conceptual selection of embankment types and hydraulic barrier requirements.
Conceptual selection of alternate foundation types and elevations of the corresponding suitable bearing strata.
Development of additional detailed subsurface investigations for specific structures or facilities.
The investigation may require the collection of sufficiently large soil and rock samples of such quality as to allow adequate testing to determine the soil or rock classification or mineralogic type, or both, and the engineering properties pertinent to the proposed design.  
This guide is not meant to be an inflexible description of investigation requirements; methods defined by other ASTM standards or non-ASTM techniques may be appropriate in some circumstances. The intent is to provide a checklist to assist in the design of an exploration/investigation plan.
SCOPE
1.1 This guide refers to ASTM methods by which soil, rock, and groundwater conditions may be determined. The objective of the investigation should be to identify and locate, both horizontally and vertically, significant soil and rock types and groundwater conditions present within a given site area and to establish the characteristics of the subsurface materials by sampling or in situ testing, or both.
1.2 Laboratory testing of soil, rock, and groundwater samples is specified by other ASTM standards not listed herein. Subsurface exploration for environmental purposes will be the subject of a separate ASTM document.
1.3 Prior to commencement of any intrusive exploration the site should be checked for underground utilities. Should evidence of potentially hazardous or otherwise contaminated materials or conditions be encountered in the course of the investigation, work should be interrupted until the circumstances have been evaluated and revised instructions issued before resumption.
1.4 The values stated in (SI) inch-pound units are to be regarded as the standard.
1.5 This guide offers an organized collection of information or a series of options and does not recommend a specific course of action. This document cannot replace education or experience and should be used in conjunction with professional judgment. Not all aspects of this guide may be applicable in all circumstances. This ASTM standard is not intended to represent or replace the standard of care by which the adequacy of a given professional service must be judged, nor should this document be applied without consideration of a project's many unique aspects. The word“ Standard” in the title of this document means only that the document has been approved through the ASTM consensus process.
1.6 This guide 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.
WITHDRAWN RATIONALE
This guide refers to ASTM methods by which soil, rock, and ground water conditions may be determined. The objective of the investigation should be to identify and locate, both horizontally and vertically, significant soil and rock type...

General Information

Status
Historical
Publication Date
09-Mar-1998
Withdrawal Date
11-Jan-2012
ICS
93.020 - Earthworks. Excavations. Foundation construction. Underground works
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.01 - Surface and Subsurface Investigation
Current Stage
Ref Project

Relations

Replaces
ASTM D420-98 - Guide to Site Characterization for Engineering, Design, and Construction Purposes
Effective Date
10-Mar-1998
Replaced By
ASTM D420-18 - Standard Guide for Site Characterization for Engineering Design and Construction Purposes
Effective Date
01-Feb-2018
Referred By
ASTM E2243-13(2019) - Standard Guide for Use of Coal Combustion Products (CCPs) for Surface Mine Reclamation: Re-contouring and Highwall Reclamation
Effective Date
10-Mar-1998
Referred By
ASTM D5284-09(2017) - Standard Test Method for Sequential Batch Extraction of Waste with Acidic Extraction Fluid
Effective Date
10-Mar-1998
Referred By
ASTM D7128-18 - Standard Guide for Using the Seismic-Reflection Method for Shallow Subsurface Investigation
Effective Date
10-Mar-1998
Referred By
ASTM D4793-09(2017) - Standard Test Method for Sequential Batch Extraction of Waste with Water
Effective Date
10-Mar-1998
Referred By
ASTM D5777-18 - Standard Guide for Using the Seismic Refraction Method for Subsurface Investigation
Effective Date
10-Mar-1998
Referred By
ASTM D5233-92(2017) - Standard Test Method for Single Batch Extraction Method for Wastes
Effective Date
10-Mar-1998
Referred By
ASTM D5744-18 - Standard Test Method for Laboratory Weathering of Solid Materials Using a Humidity Cell
Effective Date
10-Mar-1998
Referred By
ASTM D2321-20 - Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications
Effective Date
10-Mar-1998
Referred By
ASTM D6169/D6169M-21 - Standard Guide for Selection of Subsurface Soil and Rock Sampling Devices for Environmental and Geotechnical Investigations
Effective Date
10-Mar-1998
Referred By
ASTM D6429-23 - Standard Guide for Selecting Surface Geophysical Methods
Effective Date
10-Mar-1998
Referred By
ASTM D4318-17e1 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
Effective Date
10-Mar-1998
Referred By
ASTM F1962-22 - Standard Guide for Use of Maxi-Horizontal Directional Drilling for Placement of Polyethylene Pipe or Conduit Under Obstacles, Including River Crossings
Effective Date
10-Mar-1998
Referred By
ASTM D6088-06(2022) - Standard Practice for Installation of Geocomposite Pavement Drains
Effective Date
10-Mar-1998

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ASTM D420-98(2003) - Standard Guide to Site Characterization for Engineering Design and Construction Purposes (Withdrawn 2012)ASTM D420-98(2003) - Standard Guide to Site Characterization for Engineering Design and Construction Purposes (Withdrawn 2012)
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ASTM D420-98(2003) - Standard Guide to Site Characterization for Engineering Design and Construction Purposes (Withdrawn 2012)
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NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
Contact ASTM International (www.astm.org) for the latest information
Designation:D420–98 (Reapproved 2003)
Standard Guide to
Site Characterization for Engineering Design and
Construction Purposes
This standard is issued under the fixed designation D420; 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.
This standard has been approved for use by agencies of the Department of Defense.
INTRODUCTION
Investigation and identification of subsurface materials involves both simple and complex
techniques that may be accomplished by many different procedures and may be variously interpreted.
These studies are frequently site specific and are influenced by geological and geographical settings,
by the purpose of the investigation, by design requirements for the project proposed, and by the
background,training,andexperienceoftheinvestigator.Thisguidehasbeenextensivelyrewrittenand
enlarged since the version approved in 1987. Material has been added for clarification and for
expansion of concepts. Many newASTM standards are referenced and a bibliography of non-ASTM
references is appended.
This document is a guide to the selection of the various ASTM standards that are available for the
investigation of soil, rock, and groundwater for projects that involve surface or subsurface
construction, or both. It is intended to improve consistency of practice and to encourage rational
planning of a site characterization program. Since the subsurface conditions at a particular site are
usually the result of a combination of natural, geologic, topographic, and climatic factors, and of
historical modifications both natural and manmade, an adequate and internally consistent exploration
program will allow evaluation of the results of these influences.
1. Scope materials or conditions be encountered in the course of the
investigation, work should be interrupted until the circum-
1.1 This guide refers toASTM methods by which soil, rock,
stances have been evaluated and revised instructions issued
and groundwater conditions may be determined. The objective
before resumption.
of the investigation should be to identify and locate, both
1.4 The values stated in (SI) inch-pound units are to be
horizontally and vertically, significant soil and rock types and
regarded as the standard.
groundwater conditions present within a given site area and to
1.5 This guide offers an organized collection of information
establish the characteristics of the subsurface materials by
or a series of options and does not recommend a specific
sampling or in situ testing, or both.
course of action. This document cannot replace education or
1.2 Laboratory testing of soil, rock, and groundwater
experience and should be used in conjunction with professional
samplesisspecifiedbyotherASTMstandardsnotlistedherein.
judgment. Not all aspects of this guide may be applicable in all
Subsurface exploration for environmental purposes will be the
circumstances. This ASTM standard is not intended to repre-
subject of a separate ASTM document.
sent or replace the standard of care by which the adequacy of
1.3 Prior to commencement of any intrusive exploration the
a given professional service must be judged, nor should this
site should be checked for underground utilities. Should
document be applied without consideration of a project’s many
evidence of potentially hazardous or otherwise contaminated
unique aspects. The word“ Standard” in the title of this
document means only that the document has been approved
This guide is under the jurisdiction ofASTM Committee D18 on Soil and Rock
through the ASTM consensus process.
and is the direct responsibility of Subcommittee D18.01 on Surface and Subsurface
1.6 This guide does not purport to address all of the safety
Characterization.
concerns, if any, associated with its use. It is the responsibility
Current edition approved Nov. 1, 2003. Published January 2004. Originally
published as D425 – 65 T. Last previous edition D420 – 93. DOI: 10.1520/D0420-
of the user of this standard to establish appropriate safety and
98R03.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D420–98 (2003)
health practices and determine the applicability of regulatory D3584 PracticeforIndexingPapersandReportsonSoiland
limitations prior to use. Rock for Engineering Purposes
D4083 Practice for Description of Frozen Soils (Visual-
2. Referenced Documents
Manual Procedure)
2.1 ASTM Standards: D4220 Practices for Preserving and Transporting Soil
Samples
C119 Terminology Relating to Dimension Stone
C294 Descriptive Nomenclature for Constituents of Con- D4394 Test Method for Determining In Situ Modulus of
crete Aggregates
Deformation of Rock Mass Using Rigid Plate Loading
C851 Practice for Estimating Scratch Hardness of Coarse Method
Aggregate Particles
D4395 Test Method for Determining In Situ Modulus of
D75 Practice for Sampling Aggregates Deformation of Rock Mass Using Flexible Plate Loading
D653 Terminology Relating to Soil, Rock, and Contained
Method
Fluids
D4403 Practice for Extensometers Used in Rock
D1194 Test Method for Bearing Capacity of Soil for Static
D4428/D4428M Test Methods for Crosshole Seismic Test-
Load and Spread Footings
ing
D1195 TestMethodforRepetitiveStaticPlateLoadTestsof
D4429 Test Method for CBR (California Bearing Ratio) of
Soils and Flexible Pavement Components, for Use in
Soils in Place
Evaluation and Design ofAirport and Highway Pavements
D4452 Practice for X-Ray Radiography of Soil Samples
D1196 Test Method for Nonrepetitive Static Plate Load
D4506 Test Method for Determining In Situ Modulus of
Tests of Soils and Flexible Pavement Components, for Use
Deformation of Rock Mass Using Radial Jacking Test
in Evaluation and Design of Airport and Highway Pave-
D4544 Practice for Estimating Peat Deposit Thickness
ments
D4553 Test Method for Determining In Situ Creep Charac-
D1452 PracticeforSoilExplorationandSamplingbyAuger
teristics of Rock
Borings
D4554 Test Method for In Situ Determination of Direct
D1586 Test Method for Penetration Test (SPT) and Split-
Shear Strength of Rock Discontinuities
Barrel Sampling of Soils
D4555 Test Method for Determining Deformability and
D1587 Practice forThin-WalledTube Sampling of Soils for
Strength of Weak Rock by an In Situ Uniaxial Compres-
Geotechnical Purposes
sive Test
D2113 Practice for Rock Core Drilling and Sampling of
D4622 Test Method for Rock Mass Monitoring Using
Rock for Site Investigation 3
Inclinometers (Discontinued 2000)
D2487 Practice for Classification of Soils for Engineering
D4623 Test Method for Determination of In Situ Stress in
Purposes (Unified Soil Classification System)
Rock Mass by Overcoring Method—USBM Borehole
D2488 Practice for Description and Identification of Soils
Deformation Gauge
(Visual-Manual Procedure)
D4630 Test Method for Determining Transmissivity and
D2573 Test Method for Field Vane Shear Test in Cohesive
Storage Coefficient of Low-Permeability Rocks by In Situ
Soil
Measurements Using the Constant Head Injection Test
D2607 Classification of Peats, Mosses, Humus, and Related
D4631 Test Method for Determining Transmissivity and
Products
Storativity of Low Permeability Rocks by In Situ Mea-
D3017 Test Method for Water Content of Soil and Rock in
surements Using Pressure Pulse Technique
Place by Nuclear Methods (Shallow Depth)
D4633 Test Method for Energy Measurement for Dynamic
D3213 Practices for Handling, Storing, and Preparing Soft
Penetrometers
Intact Marine Soil
D4645 Test Method for Determination of In-Situ Stress in
D3282 Practice for Classification of Soils and Soil-
Rock Using Hydraulic Fracturing Method
Aggregate Mixtures for Highway Construction Purposes
D4700 Guide for Soil Sampling from the Vadose Zone
D3385 Test Method for Infiltration Rate of Soils in Field
D4719 Test Methods for Prebored Pressuremeter Testing in
Using Double-Ring Infiltrometer
Soils
D3404 Guide for Measuring Matric Potential in Vadose
D4729 Test Method for In Situ Stress and Modulus of
Zone Using Tensiometers
Deformation Using Flatjack Method
D3441 Test Method for Mechanical Cone Penetration Tests
D4750 Test Method for Determining Subsurface Liquid
of Soil
Levels in a Borehole or Monitoring Well (Observation
D3550 Practice for Thick Wall, Ring-Lined, Split Barrel,
Well)
Drive Sampling of Soils
D4879 Guide for Geotechnical Mapping of Large Under-
ground Openings in Rock
D4971 Test Method for Determining In Situ Modulus of
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
Deformation of Rock Using Diametrically Loaded 76-mm
Standards volume information, refer to the standard’s Document Summary page on
(3-in.) Borehole Jack
the ASTM website.
D5079 Practices for Preserving and Transporting Rock
Withdrawn. The last approved version of this historical standard is referenced
on www.astm.org. Core Samples
D420–98 (2003)
D5088 Practice for Decontamination of Field Equipment resource surveys, and engineering soil maps covering the
Used at Waste Sites proposed project area. Reports of subsurface investigations of
D5092 PracticeforDesignandInstallationofGroundWater nearby or adjacent projects should be studied.
Monitoring Wells
NOTE 1—While certain of the older maps and reports may be obsolete
D5093 Test Method for Field Measurement of Infiltration
andoflimitedvalueinthelightofcurrentknowledge,acomparisonofthe
Rate Using Double-Ring Infiltrometer with Sealed-Inner
old with the new will often reveal valuable information.
Ring
4.1.1 The United States Geological Survey and the geologi-
D5126 Guide for Comparison of Field Methods for Deter-
cal surveys of the various states are the principal sources of
mining Hydraulic Conductivity in Vadose Zone
geologic maps and reports on mineral resources and ground-
D5195 Test Method for Density of Soil and Rock In-Place
water.
at Depths Below Surface by Nuclear Methods
4.1.2 United States Department of Agriculture Soil Conser-
E177 Practice for Use of the Terms Precision and Bias in
vation Service soil surveys, where available and of recent date,
ASTM Test Methods
should enable the investigator to estimate the range in soil
E380 Practice for the Use of the International System of
profilecharacteristicstodepthsof5or6ft(1.5or2m)foreach
Units (SI) (the Modernized Metric System)
soil mapped.
G51 Test Method for Measuring pH of Soil for Use in
Corrosion Testing
NOTE 2—Each soil type has a distinctive soil profile due to age, parent
G57 Test Method for Field Measurement of Soil Resistivity material, relief, climatic condition, and biological activity. Consideration
of these factors can assist in identifying the various soil types, each
Using the Wenner Four-Electrode Method
requiring special engineering considerations and treatment. Similar engi-
neering soil properties are often found where similar soil profiles
3. Significance and Use
characteristics exist. Changes in soil properties in adjacent areas often
3.1 An adequate soil, rock, and groundwater investigation
indicate changes in parent material or relief.
will provide pertinent information for decision making on one
4.2 In areas where descriptive data are limited by insuffi-
or more of the following subjects:
cientgeologicorsoilmaps,thesoilandrockinopencutsinthe
3.1.1 Optimum location of the structure, both vertically and
vicinity of the proposed project should be studied and various
horizontally, within the area of the proposed construction.
soil and rock profiles noted. Field notes of such studies should
3.1.2 Location and preliminary evaluation of suitable bor-
include data outlined in 10.6.
row and other local sources of construction aggregates.
4.3 Where a preliminary map covering the area of the
3.1.3 Need for special excavating and dewatering tech-
project is desired, it can be prepared on maps compiled from
niques with the corresponding need for information, even if
aerial photography that show the ground conditions. The
only approximate, on the distribution of soil water content or
distribution of the predominant soil and rock deposits likely to
pore pressure, or both, and on the piezometric heads and
be encountered during the investigation may be shown using
apparent permeability (hydraulic conductivity) of the various
data obtained from geologic maps, landform analysis and
subsurface strata.
limited ground reconnaissance. Experienced photo-interpreters
3.1.4 Investigation of slope stability in natural slopes, cuts,
can deduce much subsurface data from a study of black and
and embankments.
white, color, and infrared photographs because similar soil or
3.1.5 Conceptual selection of embankment types and hy-
rock conditions, or both, usually have similar patterns of
draulic barrier requirements.
appearance in regions of similar climate or vegetation.
3.1.6 Conceptual selection of alternate foundation types and
elevations of the corresponding suitable bearing strata.
NOTE 3—This preliminary map may be expanded into a detailed
3.1.7 Development of additional detailed subsurface inves-
engineering map by locating all test holes, pits, and sampling stations and
tigations for specific structures or facilities.
by revising boundaries as determined from the detailed subsurface survey.
3.2 The investigation may require the collection of suffi-
4.4 In areas where documentary information is insufficient,
ciently large soil and rock samples of such quality as to allow
some knowledge of subsurface conditions may be obtained
adequate testing to determine the soil or rock classification or
from land owners, local well drillers, and representatives of the
mineralogic type, or both, and the engineering properties
local construction industry.
pertinent to the proposed design.
3.3 This guide is not meant to be an inflexible description of
5. Exploration Plan
investigation requirements; methods defined by other ASTM
5.1 Available project design and performance requirements
standards or non-ASTM techniques may be appropriate in
must be reviewed prior to final development of the exploration
some circumstances. The intent is to provide a checklist to
plan. Preliminary exploration should be planned to indicate the
assist in the design of an exploration/investigation plan.
areas of conditions needing further investigation. A complete
4. Reconnaissance of Project Area
soil,rock,andgroundwaterinvestigationshouldencompassthe
4.1 Available technical data from the literature or from following activities:
personal communication should be r
...

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Standard Test Methods for Unconfined Compressive Strength of Compacted Soil-Lime Mixtures

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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.  
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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.  
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ASTM D4648/D4648M-24(Test Method)
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1.4.1 The gravitational system of inch-pound units is used when dealing with inch-pound units. In this system, the pound (lbf) represents a unit of force (weight), while the unit for mass is slugs. The rationalized slug unit is not given, unless dynamic (F = ma) calculations are involved.  
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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.
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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1.3.1 The procedures used to specify how data are collected/recorded and 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 these test methods to consider significant digits used in analysis methods for engineering data.  
1.4 Units—The values stated in either SI units or inch-pound units [presented in brackets] are to be regarded separately as standard. The values stated in each system shall be used independently of the other. Combining values from the two systems may result in non-conformance with the standard. Sieve size is identified by its standard designation in Specification E11. The alternative designation given in parentheses is for information only and does not represent a different standard sieve size.  
1.4.1 The gravitational system of inch-pound units is used when dealing with inch-pound units. In this system, the pound (lbf) represents a unit of force (weight), while the unit for mass is slugs. The rationalized slug unit is not given, unless dynamic (F = ma) calculations are involved.  
1.4.2 It is common practice in the engineering/construction profession to use pounds to represent both a unit of mass (lbm) and of force (lbf). This implicitly combines two separate systems of units; that is, the absolute system and the gravitational system. It is scientifically undesirable to combine the use of tw...

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ASTM D4718/D4718M-15(2023)(Practice)
Standard Practice for Correction of Unit Weight and Water Content for Soils Containing Oversize Particles

SIGNIFICANCE AND USE
4.1 Compaction tests on soils performed in accordance with Test Methods D698, D1557, D4253, and D7382 place limitations on the maximum size of particles that may be used in the test. If a soil contains cobbles or gravel, or both, test options may be selected which result in particles retained on a specific sieve being discarded (for example the 4.75-mm [No. 4], the 19-mm [3/4-in.] or other appropriate size) and the test performed on the finer fraction. The unit weight-water content relations determined by the tests reflect the characteristics of the actual material tested, and not the characteristics of the total soil material from which the test specimen was obtained.  
4.2 It is common engineering practice to use laboratory compaction tests for the design, specification, and construction control of soils used in earth construction. If a soil used in construction contains large particles, and only the finer fraction is used for laboratory tests, some method of correcting the laboratory test results to reflect the characteristics of the total soil is needed. This practice provides a mathematical equation for correcting the unit weight and water content of the finer fraction of a soil, tested to determine the unit weight and water content of the total soil.  
4.3 Similarly, as utilized in Test Methods D1556/D1556M, D2167, D6938, D7698, and D7830/D7830M, this practice provides a means for correcting the unit weight and water content of field compacted samples of the total soil, so that values can be compared with those for a laboratory compacted finer fraction.
Note 2: The quality of the result produced by this standard is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in i...
SCOPE
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.  
1.3 This practice is based on tests performed on soils and soil-rock mixtures in which the portion considered oversize is that fraction of the material retained on the 4.75-mm [No. 4] sieve. Based on these tests, this practice is applicable to soils and soil-rock mixtures in which up to 40 % of the material is retained on the 4.75-mm [No. 4] sieve. The practice also is considered valid when the oversize fraction is that portion retained on some other sieve, but the limiting percentage of oversize particles for which the correction is valid may be lower. However, the practice is considered valid for materials having up to 30 % oversize particles when the oversize fraction is that portion retained on the 19-mm [3/4-in.] sieve.  
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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ASTM D3967-23(Test Method)
Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens with Flat Loading Platens

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.  
5.2 The splitting tensile strength test is one of the simplest tests in which such stress fields occur. Also, by testing across different diametral directions, any variations in tensile strength for anisotropic rocks can be determined. Since it is widely used in practice, a uniform test method is needed for data to be comparable. A uniform test is also needed to make sure that the disk specimens break diametrically due to tensile stresses perpendicular to the loading axis.
Note 2: The quality of the results 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.
SCOPE
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.  
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, the 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 D8459-23(Test Method)
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.
Note 3: 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.
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.  
1.3 Ion chromatography is also an acceptable alternative method that can be used to evaluate results, however, it is outside the scope of this standard.  
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.  
1.5 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.  
1.5.1 The procedures used to specify how data are collected/recorded and 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 these test methods to consider significant digits used in analysis methods for engineering data.  
1.6 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropri...

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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...
SCOPE
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 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.
SCOPE
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...
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.  
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 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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