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ASTM D5873-00(2005)e1

(Test Method)

Standard Test Method for Determination of Rock Hardness by Rebound Hammer Method

Standard Test Method for Determination of Rock Hardness by Rebound Hammer Method

SCOPE
1.1 This test method covers the testing apparatus, sampling, test specimen preparation, and testing procedures for determining the rebound hardness number of rock material using a spring-driven steel hammer, referred to variously as a rebound hammer, impact test hammer, or concrete test hammer.
1.2 This test method is best suited for rock material with uniaxial compressive strengths (see Test Method D 7012) ranging between approximately 1 and 100 MPa.
1.3 The portable testing apparatus may be used in the laboratory or field to provide a means of rapid assessment of rock hardness or to serve as an indicator of rock hardness.
1.4 The values stated in SI units are to be regarded as the 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.

General Information

Status
Historical
Publication Date
30-Apr-2005
ICS
13.080.20 - Physical properties of soils
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.12 - Rock Mechanics
Current Stage
Ref Project

Relations

Replaces
ASTM D5873-00 - Standard Test Method for Determination of Rock Hardness by Rebound Hammer Method
Effective Date
01-May-2005
Replaced By
ASTM D5873-05 - Standard Test Method for Determination of Rock Hardness by Rebound Hammer Method
Effective Date
01-Nov-2005

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ASTM D5873-00(2005)e1 - Standard Test Method for Determination of Rock Hardness by Rebound Hammer MethodASTM D5873-00(2005)e1 - Standard Test Method for Determination of Rock Hardness by Rebound Hammer Method
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ASTM D5873-00(2005)e1 - Standard Test Method for Determination of Rock Hardness by Rebound Hammer Method
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NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.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
e1
Designation:D5873–00 (Reapproved 2005)
Standard Test Method for
Determination of Rock Hardness by Rebound Hammer
Method
This standard is issued under the fixed designation D 5873; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (e) indicates an editorial change since the last revision or reapproval.
e NOTE—Editorial corrections were made in June 2005.
1. Scope* D 4543 Practice for Preparing Rock Core Specimens and
Determining Dimensional and Shape Tolerances
1.1 This test method covers the testing apparatus, sampling,
D 4879 Guide for Geotechnical Mapping of Large Under-
test specimen preparation, and testing procedures for determin-
ground Openings in Rock
ing the rebound hardness number of rock material using a
D 7012 Test Test Method for Compressive Strength and
spring-driven steel hammer, referred to variously as a rebound
Elastic Moduli of Intact Rock Core Specimens under
hammer, impact test hammer, or concrete test hammer.
Varying States of Stress and Temperatures
1.2 This test method is best suited for rock material with
2.2 ISRM Standards:
uniaxial compressive strengths (see Test Method D 7012)
Suggested Method for Determination of Schmidt Rebound
ranging between approximately 1 and 100 MPa.
Hardness
1.3 The portable testing apparatus may be used in the
Suggested Method for Quantitative Description of Discon-
laboratory or field to provide a means of rapid assessment of
tinuities in Rock Masses
rock hardness or to serve as an indicator of rock hardness.
1.4 The values stated in SI units are to be regarded as the
3. Terminology
standard.
3.1 For common definitions of terms in this standard, refer
1.5 This standard does not purport to address all of the
to Terminology D 653.
safety concerns, if any, associated with its use. It is the
3.2 Definitions of Terms Specific to This Standard:
responsibility of the user of this standard to establish appro-
3.2.1 rebound hammer—a portable, spring loaded, piston-
priate safety and health practices and determine the applica-
type, steel hammer used to classify the hardness of rock in the
bility of regulatory limitations prior to use.
field or laboratory.
2. Referenced Documents 3.2.2 rebound hardness number—H ,adimensionlessnum-
R
2 ber representing empirically determined, relative hardness of
2.1 ASTM Standards:
rock material or other hard substance by use of a rebound
C 805 Test Method for Rebound Number of Hardened
hammer.
Concrete
D 420 Guide to Site Characterization for Engineering, De-
4. Significance and Use
sign, and Construction Purposes
4.1 The rebound hardness method provides a means for
D 653 Terminology Relating to Rock, Soil, and Contained
rapid classification of the hardness of rock during site charac-
Fluids
terization for engineering, design, and construction purposes
D 3740 Practice for Minimum Requirements for Agencies
(seeGuideD 420),geotechnicalmappingoflargeunderground
Engaged in the Testing and/or Inspection of Soil and Rock
openings in rock (see Guide D 4879), or reporting the physical
as Used in Engineering Design and Construction
description of rock core (see Practice D 4543). The rebound
hardness number, H , can serve in a variety of engineering
r
applications that require characterization of rock material.
ThistestmethodisunderthejurisdictionofASTMCommitteeD18onSoiland
These applications include, for examples, the prediction of
Rock and is the direct responsibility of Subcommittee D18.12 on Rock Mechanics.
penetration rates for tunnel boring machines, determination of
Current edition approved May 1, 2005. Published June 2005. Originally
approved in 1995. Last previous edition approved in 2000 as D 5873 – 95(2000).
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 Brown, E. T., ed., Suggested Methods: Rock Characterization, Testing, and
Standards volume information, refer to the standard’s Document Summary page on Monitoring, International Society of Rock Mechanics: Pergamon Press, London,
the ASTM website. 1981.
*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.
e1
D5873–00 (2005)
rock quality for construction purposes, and prediction of 7. Specimen Preparation
hydraulic erodibility of rock.
7.1 For a block or core specimen, determine its length by
4.2 This test method is of limited use on very soft rock or
taking the average of four lengths measured at four equally
very hard rock (unconfined compressive strengths less than
spaced points on the circumference and record to the nearest 5
approximately 1 MPa or greater than 100 MPa).
mm.
4.3 The results of this test method are not intended for
7.2 For a block or core specimen, determine its diameter by
conversion to strength data suitable for design.
takingtheaverageoftwodiametersmeasuredatrightanglesto
each other approximately midway along the length of the
NOTE 1—Several types of rebound hammers are commercially avail-
specimen and record to the nearest 5 mm.
able to accommodate testing of various sizes and types of concrete
7.3 Report the moisture condition of the block or specimen.
construction (See Test Method C 805) and rock material.
7.4 Thetestsurfaceofallspecimens,eitherinthelaboratory
NOTE 2—The quality of the result produced by this standard is
dependent on the competence of the personnel performing it, and the or in the field, shall be smooth to the touch and free of joints,
suitability of the equipment and facilities used. Agencies that meet the
fractures, or other obvious localized discontinuities to a depth
criteria of Practice D 3740 are generally considered capable of competent
of at least 6 cm. In situ rock shall be flat and free of surface grit
and objective testing and sampling. Users of this standard are cautioned
over the area covered by the plunger. If the surface of the test
that compliance with Practice D 3740 does not in itself assure reliable
areaisheavilytextured,grinditsmoothwiththeabrasivestone
results.Reliableresultsdependonmanyfactors;PracticeD 3740provides
described in 5.4.
a means of evaluating some of those factors.
5. Apparatus 8. Calibration
8.1 Prior to each testing sequence, calibrate the hammer
5.1 Rebound Hammer, consisting of a spring-loaded piston,
using a calibration test anvil supplied by the manufacturer for
or hammer, which is projected against a metal anvil in contact
that purpose.
withtherocksurface.Thehammermusttravelwithafixedand
reproducible velocity. The rebound distance of the piston from 8.1.1 Place the calibration anvil in the core holder and
conduct ten readings on the anvil.
the steel plunger is measured in a linear scale attached to the
frameoftheinstrumentandistakenasanempiricalmeasureof 8.1.2 Calculate the correction factor by dividing the manu-
facturer’s standard hardness value for the anvil by the average
rock hardness.
of the ten readings taken on the anvil.
5.2 Steel Base—A steel base of minimum mass of 20 kg to
which specimens are securely fastened. Rock core specimens
NOTE 3—If the instrument reads lower than the manufacturer’s stan-
may be tested in a steel cradle with a semicylindrical machined
dard hardness value, the correction factor will be greater than unity. If the
slot of the same radius as the core, or firmly seated in a steel
readings are higher, the correction factor will be less than unity.
V-block.
NOTE 4—Operation of the rebound hammer is satisfactory if the
calibration readings fall within the range provided by the manufacturer. If
5.3 Calibration Anvil—The standard calibration block used
the calibration readings fall outside this range, the instrument must be
to calibrate the rebound hammer.
cleaned, adjusted, or returned to the manufacturer for correction.
5.4 Abrasive Stone—A medium-grained texture silicon car-
NOTE
...

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1.5 Units—The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each system are not necessarily exact equivalents; therefore, to ensure conformance with the standard, each system shall be used independently of the other, and values from the two systems shall not be combined. Within the text of this standard, SI units appear first followed by the inch-pound [or other non-SI] units in brackets. Reporting of test results in units other than SI shall not be regarded as nonconformance with this standard.  
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1.2 This test method provides a procedure for performing a torsional ring shear test under a drained condition to determine the residual shear strength of fine-grained soils. This test method is performed by shearing a reconstituted, overconsolidated, presheared specimen at a controlled displacement rate until the constant drained shear resistance is established on a single shear surface determined by the configuration of the apparatus.  
1.3 In this test, the specimen rotates in one direction until the constant or residual shear resistance is established. The amount of rotation is converted to displacement using the average radius of the specimen and multiplying it by numbers of degrees traveled and 0.0174.  
1.4 An intact specimen or a specimen with a natural shear surface can be used for testing. However, obtaining a natural slip surface specimen, determining the direction of field shearing, and trimming and aligning the usually non-horizontal shear surface in the ring shear apparatus is difficult. As a result, this test method focuses on the use of a reconstituted specimen to determine the residual strength. An unlimited amount of continuous shear displacement can be achieved to obtain a residual strength condition in a ring shear device.  
1.5 A shear stress-displacement relationship may be obtained from this test method. However, a shear stress-strain relationship or any associated quantity, such as modulus, cannot be determined from this test method because the height of the shear zone unknown, so an accurate or representative shear strain cannot be determined.  
1.6 The selection of effective normal stresses and determination of the shear strength parameters for design analyses are the responsibility of the professional or office requesting the test. Generally, three or more effective normal s...

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ASTM D7830/D7830M-14(2021)e1(Test Method)
Standard Test Method for In-Place Density (Unit Weight) and Water Content of Soil Using an Electromagnetic Soil Density Gauge

SIGNIFICANCE AND USE
5.1 The method described determines wet density and gravimetric water content by correlating complex impedance measurement data to an empirically developed model. The empirical model is generated by comparing the electrical properties of typical soils encountered in civil construction projects to their wet densities and gravimetric water contents determined by other accepted methods.  
5.2 The test method described is useful as a rapid, non-destructive technique for determining the in-place total density and gravimetric water content of soil and soil-aggregate mixtures and the determination of dry density.  
5.3 This method may be used for quality control and acceptance of compacted soil and soil-aggregate mixtures as used in construction and also for research and development. The non-destructive nature allows for repetitive measurements at a single test location and statistical analysis of the results.
Note 2: The quality of the result produced by this standard test method is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the requirements of Practice D3740 are generally considered capable of competent and objective sampling/testing/inspection, and the like. 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 evaluation some of those factors.
SCOPE
1.1 This test method covers the procedures for determining in-place properties of non-frozen, unbound soil and soil aggregate mixtures such as total density, gravimetric water content and relative compaction by measuring the intrinsic impedance of the compacted soil.  
1.1.1 The method and device described in this test method are intended for in-process quality control of earthwork projects. Site or material characterization is not an intended result.  
1.2 Units—The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in nonconformance with the standard.  
1.2.1 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 in this standard.  
1.2.2 In the engineering profession, it is customary practice to use, interchangeably, units representing both mass and force, unless dynamic calculations are involved. This implicitly combines two separate systems of units, that is, the absolute system and the gravimetric system. It is undesirable to combine the use of two separate systems within a single standard. The use of balances or scales recording pounds of mass (lbm), or the recording of density in lbm/ft3 should not be regarded as nonconformance with this standard.  
1.3 All observed and calculated values shall conform to the Guide for Significant Digits and Rounding established in Practice D6026.  
1.3.1 The procedures used to specify how data is collected, recorded, and calculated in this standard are regarded as industry standard. In addition, they are representative of the significant digits that should generally 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 decrease the number of significant digits of reported data commensurate with these considerations. It is beyond the scope of this standard to consider significant digits used in the analysis methods for engineering design.  
1.4 This standard does not purport to address all of the safety concerns, if any,...

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ASTM D7928-21e1(Test Method)
Standard Test Method for Particle-Size Distribution (Gradation) of Fine-Grained Soils Using the Sedimentation (Hydrometer) Analysis

SIGNIFICANCE AND USE
5.1 Particle-size distribution (gradation) is a descriptive term referring to the proportions by dry mass of a soil distributed over specified particle-size ranges. The gradation curve generated using this method yields the distribution of silt and clay size fractions present in the soil based on size definitions, not mineralogy or Atterberg limit classification.  
5.2 Unless the sedimentation sample is representative of the entire sample, the sedimentation results must be combined with a sieve analysis to obtain the complete particle size distribution.  
5.3 The clay size fraction is material finer than 2 µm. The clay size fraction is used in combination with the Plasticity Index (Test Methods D4318) to compute the activity, which provides an indication of the mineralogy of the clay fraction.  
5.4 The gradation of the silt and clay size fractions is an important factor in determining the susceptibility of fine-grained soils to frost action.  
5.5 The gradation of a soil is an indicator of engineering properties such as hydraulic conductivity, compressibility, and shear strength. However, soil behavior for engineering and other purposes is dependent upon many factors, such as effective stress, mineral type, structure, plasticity, and geological origin, and cannot be based solely upon gradation.  
5.6 Some types of soil require special treatment in order to correctly determine the particle sizes. For example, chemical cementing agents can bond clay particles together and should be treated in an effort to remove the cementing agents when possible. Hydrogen peroxide and moderate heat can digest organics. Hydrochloric acid can remove carbonates by washing and Dithionite-Citrate-Bicarbonate extraction can be used to remove iron oxides. Leaching with test water can be used to reduce salt concentration. All of these treatments, however, add significant time and effort when performing the sedimentation test and are allowable but outside the scope of this test method. ...
SCOPE
1.1 This test method covers the quantitative determination of the distribution of particle sizes of the fine-grained portion of soils. The sedimentation by hydrometer method is used to determine the particle-size distribution (gradation) of the material that is finer than the No. 200 (75-µm) sieve and larger than about 0.2-µm. The test is performed on material passing the No. 10 (2.0-mm) or finer sieve and the results are presented as the mass percent finer of this fraction versus the log of the particle diameter.  
1.2 This method can be used to evaluate the fine-grained fraction of a soil with a wide range of particle sizes by combining the sedimentation results with results from a sieve analysis using D6913 to obtain the complete gradation curve. The method can also be used when there are no coarse-grained particles or when the gradation of the coarse-grained material is not required or not needed.
Note 1: The significant digits recorded in this test method preclude obtaining the grain size distribution of materials that do not contain a significant amount of fines. For example, clean sands will not yield detectable amounts of silt and clay sized particles, and therefore should not be tested with this method. The minimum amount of fines in the sedimentation specimen is 15 g.  
1.3 When combining the results of the sedimentation and sieve tests, the procedure for obtaining the material for the sedimentation analysis and calculations for combining the results will be provided by the more general test method, such as Test Methods D6913 (Note 2).
Note 2: Subcommittee D18.03 is currently developing a new test method “Test Method for Particle-Size Analysis of Soils Combining the Sieve and Sedimentation Techniques.”  
1.4 The terms “soil” and “material” are used interchangeably throughout the standard.  
1.5 The sedimentation analysis is based on the concept that larger particles will fall through a fluid faster than...

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ASTM D7698-21(Test Method)
Standard Test Method for In-Place Estimation of Density and Water Content of Soil and Aggregate by Correlation with Complex Impedance Method

SIGNIFICANCE AND USE
5.1 CIMI measurements as described in this Standard Test Method are applicable to measurements of compacted soils intended for roads and foundations.  
5.2 The test method is used for estimating in-place values of density and water content of soils and soil-aggregates based on electrical measurements.  
5.3 The test method may be used for quality control and acceptance testing of compacted soil and soil aggregate mixtures as used in construction and also for research and development. The minimal disturbance nature of the methodology allows repetitive measurements in a single test location and statistical analysis of the results.  
5.4 Limitations:  
5.4.1 This test method provides an overview of the CIMI measurement procedure using a controlling console connected to a soil sensor unit which applies a 3.0 MHz RF voltage to an in-place soil via metallic probes that are driven into the soil at a prescribed distance apart. This test method does not discuss the details of the CIMI electronics, computer, or software that utilize on-board algorithms for estimating the soil density and water content  
5.4.2 It is difficult to address an infinite variety of soils in this standard. However, data presented in X3.1 provides a list of soil types that are applicable for the CIMI use.  
5.4.3 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 prescribed in this standard do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; 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 analytical methods for engineering design.
Note 1: Notwithstanding th...
SCOPE
1.1 Purpose and Application—This test method describes the procedure, equipment, and interpretation methods for estimating in-place soil dry density and water content using a Complex-Impedance Measuring Instrument (CIMI).  
1.1.1 The purpose and application of this test method is for testing porous material such as used in roadway base or building foundations that may be deployed in the field at various test sites. The test apparatus includes electrodes that contact the porous material under test and a sensor unit that supplies electromagnetic signals to the porous material. Response signals reveal electrical parameters such as complex impedance which can be equated to material properties such as density and moisture content.  
1.1.2 CIMI measurements as described in this test method are applicable to measurements of compacted soils intended for roads and foundations.  
1.1.3 This test method describes the procedure for estimating in-place density and water content of soils and soil-aggregates by use of a CIMI. The electrical properties of the soil are measured using a radio frequency (RF) voltage source connected to soil electrical probes driven into the soils and soil-aggregates to be tested, in a prescribed pattern and depth. Certain algorithms of these properties are related to wet density and water content. This correlation between electrical measurements, and density and water content is accomplished using a calibration methodology. In the calibration methodology, density and water content are determined by other ASTM Test Standards that measure soil density and water content, thereafter correlating the corresponding measured electrical properties to the soil physical properties.  
1.2 Units—The values stated in SI units are to be regarded as standard. The inch-pound units given in parentheses are mathematical conversions which are provided for information purposes only and are not considered standard.  
1.2.1...

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ASTM D6572-21(Test Method)
Standard Test Methods for Determining Dispersive Characteristics of Clayey Soils by the Crumb Test

SIGNIFICANCE AND USE
5.1 The crumb test provides a simple, quick method for field or laboratory identification of a dispersive clayey soil. The internal erosion failures of a number of homogeneous earth dams, erosion along channel or canal banks, and rainfall erosion of earthen structures have been attributed to colloidal erosion along cracks or other flow channels formed in masses of dispersive clay (5).  
5.2 The crumb test, as originally developed by Emerson (6), was called the aggregate coherence test and had seven different categories of soil-water reactions. Sherard (5) later simplified the test by combining some soil-water reactions so that only four categories, or grades, of soil dispersion are observed during the test. The crumb test is a relatively accurate positive indicator of the presence of dispersive properties in a soil. The crumb test, however, is not a completely reliable negative indicator that soils are not dispersive. The crumb test can seldom be relied upon as a sole test method for determining the presence of dispersive clays. The double-hydrometer test (Test Method D4221) and pinhole test (Test Method D4647/D4647M) are test methods that provide valuable additional insight into the probable dispersive behavior of clay soils.
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 itself assure reliable results. Reliable results depends on several factors; Practice D3740 provides a means of evaluating some of those factors.
SCOPE
1.1 Two test methods are provided to give a qualitative indication of the natural dispersive characteristics of clayey soils: Method A and Method B.  
1.1.1 Method A—Procedure for Natural Soil Crumbs described in 10.1.  
1.1.2 Method B—Procedure for Remolded Soil Crumbs described in 10.2.  
1.2 The crumb test, while a good, quick indication of dispersive soil, should usually be run in conjunction with a pinhole test and a double hydrometer test, Test Methods D4647/D4647M and D4221, respectively. Since this test method may not identify all dispersive clay soils, other tests such as, pinhole dispersion (Test Methods D4647/D4647M), double hydrometer (Test Method D4221) and the analysis of pore water extraction (Test Methods D4542) may be performed individually or used together to help verify dispersion.  
1.3 The crumb test has some limitations in its usefulness as an indicator of dispersive soil. A dispersive soil may sometimes give a non-dispersive reaction in the crumb test. Soils containing kaolinite with known field dispersion problems, have shown non-dispersive reactions in the crumb test (1).2 However, if the crumb test indicates dispersion, the soil is probably dispersive.  
1.4 These test methods are applicable only to soils where the position of the plasticity index versus liquid limit plots (Test Methods D4318) falls on or above the “A” line (Practice D2487) and more than 12 % of the soil fraction is finer than 2-μm as determined in accordance with Test Method D7928.  
1.5 Oven-dried soil should not be used to prepare crumb test specimens, as irreversible changes could occur to the soil pore-water physicochemical properties responsible for dispersion (2).
Note 1: In some cases, the results of the pinhole, crumb, and double-hydrometer test methods may disagree. The crumb test is a better indicator of dispersive soils than of non-dispersive soils (3).  
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.  
1.7 All observed and calculated values shall conform to the guidelines for significant digits and rounding establish...

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