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ASTM D2845-08

(Test Method)

Standard Test Method for Laboratory Determination of Pulse Velocities and Ultrasonic Elastic Constants of Rock (Withdrawn 2017)

Standard Test Method for Laboratory Determination of Pulse Velocities and Ultrasonic Elastic Constants of Rock (Withdrawn 2017)

SIGNIFICANCE AND USE
The primary advantages of ultrasonic testing are that it yields compression and shear wave velocities, and ultrasonic values for the elastic constants of intact homogeneous isotropic rock specimens (3). Elastic constants are not to be calculated for rocks having pronounced anisotropy by procedures described in this test method. The values of elastic constants often do not agree with those determined by static laboratory methods or the in situ methods. Measured wave velocities likewise may not agree with seismic velocities, but offer good approximations. The ultrasonic evaluation of rock properties is useful for preliminary prediction of static properties. The test method is useful for evaluating the effects of uniaxial stress and water saturation on pulse velocity. These properties are in turn useful in engineering design.
The test method as described herein is not adequate for measurement of stress-wave attenuation. Also, while pulse velocities can be employed to determine the elastic constants of materials having a high degree of anisotropy, these procedures are not treated herein.
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 D 3740 are generally considered capable of competent and objective testing and sampling. Users of this standard are cautioned that compliance with Practice D 3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D 3740 provides a means of evaluating some of those factors.
SCOPE
1.1 This test method describes equipment and procedures for laboratory measurements of the pulse velocities of compression waves and shear waves in rock (1) and the determination of ultrasonic elastic constants (Note 1) of an isotropic rock or one exhibiting slight anisotropy.
Note 1—The elastic constants determined by this test method are termed ultrasonic since the pulse frequencies used are above the audible range. The terms sonic and dynamic are sometimes applied to these constants but do not describe them precisely (2). It is possible that the ultrasonic elastic constants may differ from those determined by other dynamic methods.  
1.2 This test method is valid for wave velocity measurements in both anisotropic and isotropic rocks although the velocities obtained in grossly anisotropic rocks may be influenced by such factors as direction, travel distance, and diameter of transducers.
1.3 The ultrasonic elastic constants are calculated from the measured wave velocities and the bulk density. The limiting degree of anisotropy for which calculations of elastic constants are allowed and procedures for determining the degree of anisotropy are specified.
1.4 The values stated in inch-pound units are to be regarded as standard. The values given in parentheses are mathematical conversions to SI units that are provided for information only and are not considered 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 and health practices and determine the applicability of regulatory limitations prior to use.
WITHDRAWN RATIONALE
This test method describes equipment and procedures for laboratory measurements of the pulse velocities of compression waves and shear waves in rock and the determination of ultrasonic elastic constants of an isotropic rock or one exhibiting slight anisotropy.
Formerly under the jurisdiction of Committee D18 on Soil and Rock, this test method was withdrawn in January 2017 in accordance with section 10.6.3 of the Regulations Governing ASTM Technical Committees, which requires that standards shall be updated by the end of the eighth year since the last approval date.

General Information

Status
Withdrawn
Publication Date
30-Jun-2008
Withdrawal Date
08-Jan-2017
ICS
93.020 - Earthworks. Excavations. Foundation construction. Underground works
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.12 - Rock Mechanics
Current Stage
Ref Project

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ASTM D2845-08 - Standard Test Method for Laboratory Determination of Pulse Velocities and Ultrasonic Elastic Constants of Rock (Withdrawn 2017)ASTM D2845-08 - Standard Test Method for Laboratory Determination of Pulse Velocities and Ultrasonic Elastic Constants of Rock (Withdrawn 2017)
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ASTM D2845-08 - Standard Test Method for Laboratory Determination of Pulse Velocities and Ultrasonic Elastic Constants of Rock (Withdrawn 2017)
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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: D2845 − 08
Standard Test Method for
Laboratory Determination of Pulse Velocities and Ultrasonic
1
Elastic Constants of Rock
This standard is issued under the fixed designation D2845; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope* 2. Referenced Documents
3
1.1 This test method describes equipment and procedures 2.1 ASTM Standards:
for laboratory measurements of the pulse velocities of com- D653Terminology Relating to Soil, Rock, and Contained
2
pression waves and shear waves in rock (1) and the determi- Fluids
nation of ultrasonic elastic constants (Note 1) of an isotropic D2216TestMethodsforLaboratoryDeterminationofWater
rock or one exhibiting slight anisotropy. (Moisture) Content of Soil and Rock by Mass
D3740Practice for Minimum Requirements for Agencies
NOTE 1—The elastic constants determined by this test method are
Engaged in Testing and/or Inspection of Soil and Rock as
termed ultrasonic since the pulse frequencies used are above the audible
Used in Engineering Design and Construction
range. The terms sonic and dynamic are sometimes applied to these
constants but do not describe them precisely (2). It is possible that the
D6026Practice for Using Significant Digits in Geotechnical
ultrasonic elastic constants may differ from those determined by other
Data
dynamic methods.
E691Practice for Conducting an Interlaboratory Study to
1.2 This test method is valid for wave velocity measure-
Determine the Precision of a Test Method
ments in both anisotropic and isotropic rocks although the
3. Terminology
velocities obtained in grossly anisotropic rocks may be influ-
enced by such factors as direction, travel distance, and diam-
3.1 For common definitions of terms in this standard, refer
eter of transducers.
to Terminology D653.
1.3 The ultrasonic elastic constants are calculated from the
3.2 Definitions of Terms Specific to This Standard:
measured wave velocities and the bulk density. The limiting
3.2.1 compression wave velocity—the dilational wave ve-
degreeofanisotropyforwhichcalculationsofelasticconstants
locity which is the propagation velocity of a longitudinal wave
are allowed and procedures for determining the degree of
inamediumthatiseffectivelyinfiniteinlateralextent.Itisnot
anisotropy are specified.
to be confused with bar or rod velocity.
1.4 Thevaluesstatedininch-poundunitsaretoberegarded
4. Summary of Test Method
as standard. The values given in parentheses are mathematical
conversions to SI units that are provided for information only
4.1 Details of essential procedures for the determination of
and are not considered standard. the ultrasonic velocity, measured in terms of travel time and
distance, of compression and shear waves in rock specimens
1.5 This standard does not purport to address all of the
include requirements of instrumentation, suggested types of
safety concerns, if any, associated with its use. It is the
transducers, methods of preparation, and effects of specimen
responsibility of the user of this standard to establish appro-
geometry and grain size. Elastic constants may be calculated
priate safety and health practices and determine the applica-
for isotropic or slightly anisotropic rocks, while anisotropy is
bility of regulatory limitations prior to use.
reported in terms of the variation of wave velocity with
1
direction in the rock.
ThistestmethodisunderthejurisdictionofASTMCommitteeD18onSoiland
Rock and is the direct responsibility of Subcommittee D18.12 on Rock Mechanics.
CurrenteditionapprovedJuly1,2008.PublishedJuly2008.Originallyapproved
3
in 1969. Last previous edition approved in 2005 as D2845 – 05. DOI: 10.1520/ For referenced ASTM standards, visit the ASTM website, www.astm.org, or
D2845-08. contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
2
Theboldfacenumbersinparenthesesrefertothelistofreferencesattheendof Standards volume information, refer to the standard’s Document Summary page on
this test method. the ASTM website.
*A Summary of Changes section appears at the end of this standard
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
1

---------------------- Page: 1 ----------------------
D2845 − 08
5. Significance and Use rectangular pulse or a gated sine wave is satisfactory. The
generator shall have a voltage output with a maximum value
5.1 The primary advantages of ultrasonic testing are that it
afteramplificationofatleast50Vintoa50-Ωimpedanceload.
yields compression and shear wave velocities, and ultrasonic
Avariable pulse width, with a range of 1 t
...

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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 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.  
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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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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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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 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
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 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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