ASTM D7382-20

Standard Test Methods for Determination of Maximum Dry Unit Weight of Granular Soils Using a Vibrating Hammer

SIGNIFICANCE AND USE
5.1 For many cohesionless, free-draining soils, the maximum dry unit weight is one of the key components in evaluating the state of compactness of a given soil mass that is either naturally occurring or is constructed (fill).  
5.2 Soil placed as an engineered fill is compacted to a dense state to obtain satisfactory engineering properties such as shear strength, compressibility, permeability, or combinations thereof. Also, foundation soils are often compacted to improve their engineering properties. Laboratory compaction tests provide the basis for determining the percent compaction and water content needed at the time of compaction to achieve the required engineering properties, and for controlling construction to ensure that the required unit weights and water contents are achieved.  
5.3 It is generally recognized that percent compaction is a good indicator of the state of compactness of a given soil mass. However, the engineering properties, such as strength, compressibility, and permeability of a given soil, compacted by various methods to a given state of compactness can vary considerably. Therefore, considerable engineering judgment must be used in relating the engineering properties of soil to the state of compactness.  
5.4 Experience indicates that the construction control aspects discussed in 5.2 are extremely difficult to implement or yield erroneous results when dealing with certain soils. Subsections 5.4.1, 5.4.2, and 5.4.3 describe typical problem soils, the problems encountered when dealing with such soils, and possible solutions to these problems.  
5.4.1 Degradation—Soils containing particles that degrade during compaction are a problem, especially when more degradation occurs during laboratory compaction than field compaction, as is typical. Degradation typically occurs during the compaction of a granular-residual soil or aggregate. When degradation occurs, the maximum dry unit weight increases4 so that the laboratory maximum value is not rep...
SCOPE
1.1 These test methods cover the determination of the maximum dry unit weight of granular soils. A vibrating hammer is used to impart a surcharge and compactive effort to the soil specimen. Further, an optional calculation is presented to determine the approximate water content range for effective compaction of granular soils based on the measured maximum dry density and specific gravity.  
1.2 These test methods apply to primarily granular, free-draining soils for which impact compaction does not yield a clear optimum water content. Specifically, these test methods apply to soils:  
1.2.1 with up to 35 %, by dry mass, passing a No. 200 (75-μm) sieve if the portion passing the No. 40 (425-μm) sieve is nonplastic;  
1.2.2 with up to 15 %, by dry mass, passing a No. 200 (75-μm) sieve if the portion passing the No. 40 (425-μm) sieve exhibits plastic behavior.  
1.3 Further, due to limitations of the testing equipment, and the available oversize correction procedures these test methods apply to soils in which:  
1.3.1 less than 30 %, by dry mass, is retained on the 3/4-in. (19.0-mm) sieve, or in which  
1.3.2 100 %, by dry mass, passes the 2-in. (50-mm) sieve.  
1.4 These test methods will typically produce a higher maximum dry unit weight for the soils specified in 1.2.1 and 1.2.2 than that obtained by impact compaction in which a well-defined moisture-density relationship is not apparent. However, for some soils containing more than 15 % fines, the use of impact compaction (Test Methods D698 or D1557) may be useful in evaluating what is an appropriate maximum index unit weight.  
1.5 Four alternative test methods are provided, with the variation being in saturated versus dry specimens and mold size. The method used shall be as indicated in the specification for the material being tested. If no method is specified, the choice should be based on the maximum particle size of the material.  
1.5.1 Method 1A—Using satu...

General Information

• Status: Published
• Publication Date: 30-Jun-2020
• ICS: 13.080.01 - Soil quality and pedology in general
• Technical Committee: D18 - Soil and Rock
• Drafting Committee: D18.03 - Texture, Plasticity and Density Characteristics of Soils

Relations

• Replaces: ASTM D7382-08 - Standard Test Methods for Determination of Maximum Dry Unit Weight and Water Content Range for Effective Compaction of Granular Soils Using a Vibrating Hammer (Withdrawn 2017)
• Effective Date: 01-Jul-2020
• Refers: ASTM D4753-24 - Standard Guide for Evaluating, Selecting, and Specifying Balances and Standard Masses for Use in Soil, Rock, and Construction Materials Testing
• Effective Date: 01-Feb-2024
• Refers: ASTM D3740-23 - Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction
• Effective Date: 01-Nov-2023
• Refers: ASTM D854-23 - Standard Test Methods for Specific Gravity of Soil Solids by the Water Displacement Method
• Effective Date: 01-Nov-2023
• Refers: ASTM D3740-19 - Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction
• Effective Date: 01-Oct-2019
• Refers: ASTM E145-19 - Standard Specification for Gravity-Convection and Forced-Ventilation Ovens
• Effective Date: 01-Mar-2019
• Refers: ASTM D2216-19 - Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
• Effective Date: 01-Mar-2019
• Refers: ASTM D2487-17e1 - Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)
• Effective Date: 15-Dec-2017
• Refers: ASTM D2487-17 - Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)
• Effective Date: 15-Dec-2017
• Refers: ASTM D2488-17 - Standard Practice for Description and Identification of Soils (Visual-Manual Procedures)
• Effective Date: 15-Jul-2017
• Refers: ASTM D4318-17e1 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
• Effective Date: 01-Jun-2017
• Refers: ASTM D4318-17 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
• Effective Date: 01-Jun-2017
• Refers: ASTM D3282-15 - Standard Practice for Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes
• Effective Date: 01-Nov-2015
• Refers: ASTM D4753-15 - Standard Guide for Evaluating, Selecting, and Specifying Balances and Standard Masses for Use in Soil, Rock, and Construction Materials Testing
• Effective Date: 01-May-2015
• Refers: ASTM D653-14 - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Aug-2014

Overview

ASTM D7382-20 is the recognized international standard providing test methods for the determination of the maximum dry unit weight of granular soils using a vibrating hammer. Issued by ASTM International, this standard is essential for geotechnical engineers and construction professionals involved in soil compaction control for both naturally occurring and engineered granular soils. The test is applicable to free-draining, cohesionless soils where traditional impact compaction does not yield a distinct optimum moisture content. It supports determining the dry unit weight and water content necessary for soil compaction to achieve desirable engineering properties such as strength, compressibility, and permeability.

Key Topics

• Test Applicability: The standard covers soils that are primarily granular and free-draining, with specific criteria for fines and particle sizes. It applies when less than 30% by dry mass is retained on the 3/4-in. sieve or if 100% passes the 2-in. sieve. Both plastic and non-plastic soil fractions are addressed with relevant limits.
• Test Methods: ASTM D7382-20 provides four alternative procedures. The choice depends on specimen moisture condition (saturated or oven-dry) and mold size (6-in. or 11-in. diameter). Selection is based on the maximum particle size of the soil being tested.
• Compaction Assessment: The standard enables determination of state of compactness via laboratory compaction, providing guidance for achieving engineering properties in the field through maximum dry unit weight measurements.
• Engineering Judgment: While percent compaction is a good indicator of soil compactness, associated properties like shear strength and permeability may vary based on compaction method. Practitioner expertise is required to interpret test data for project-specific needs.
• Problem Soils: The document highlights challenges with soils prone to degradation during compaction, gap-graded soils with large voids, and gravelly soils with significant fines. Solutions such as method specifications and test fill construction are suggested for these conditions.

Applications

• Quality Control of Compacted Fills: ASTM D7382-20 is widely used for laboratory testing to determine target dry unit weights for soils used in embankments, foundations, highways, and other engineered fills.
• Construction Monitoring: Field compaction efforts can be benchmarked against laboratory test results to verify that required soil density and moisture levels are achieved during placement.
• Soil Improvement: Foundation soils-often naturally loose-are compacted to maximum dry unit weight values established by this test, ensuring stable base conditions for structures.
• Geotechnical Investigation: Provides reliable data for design and specification of compaction requirements in earthwork projects involving granular soils.

Related Standards

• ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort
• ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort
• ASTM D6913 - Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
• ASTM D2216 - Test Methods for Laboratory Determination of Water Content of Soil and Rock
• ASTM D854 - Test Methods for Specific Gravity of Soil Solids
• ASTM D4718 - Practice for Correction of Unit Weight and Water Content for Soils Containing Oversize Particles

These standards provide supporting procedures for specimen preparation, analysis, and data correction relevant to granular soils compaction testing.

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Keywords: ASTM D7382-20, maximum dry unit weight, granular soils, vibrating hammer, soil compaction test, dry density, engineered fill, geotechnical laboratory testing, soil compactness, construction quality control

Standards Content (Sample)

This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the
Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
Designation: D7382 − 20
Standard Test Methods for
Determination of Maximum Dry Unit Weight of Granular
Soils Using a Vibrating Hammer
This standard is issued under the fixed designation D7382; 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* size.The method used shall be as indicated in the specification
for the material being tested. If no method is specified, the
1.1 These test methods cover the determination of the
choice should be based on the maximum particle size of the
maximum dry unit weight of granular soils. A vibrating
material.
hammer is used to impart a surcharge and compactive effort to
1.5.1 Method 1A—Using saturated material and a 6-in.
the soil specimen. Further, an optional calculation is presented
(152.4-mm) diameter mold; applicable for materials with
to determine the approximate water content range for effective
maximum particle size of ⁄4-in. (19-mm) or less, or with 30%
compaction of granular soils based on the measured maximum
or less, by dry mass, retained on the ⁄4-in. (19-mm) sieve.
dry density and specific gravity.
1.5.2 Method 1B—Using saturated material and an 11-in.
1.2 These test methods apply to primarily granular, free-
(279.4-mm) diameter mold; applicable for materials with
draining soils for which impact compaction does not yield a
maximum particle size of 2-in. (50-mm) or less
clear optimum water content. Specifically, these test methods
1.5.3 Method 2A—Using oven-dry material and a 6-in.
apply to soils:
(152.4-mm) diameter mold; applicable for materials with
1.2.1 with up to 35%, by dry mass, passing a No. 200
maximum particle size of ⁄4-in. (19-mm) or less, or with 30%
(75-µm) sieve if the portion passing the No. 40 (425-µm) sieve
or less, by dry mass, retained on the ⁄4-in. (19-mm) sieve.
is nonplastic;
1.2.2 with up to 15%, by dry mass, passing a No. 200
1.5.4 Method 2B—Using oven-dry material and an 11-in.
(75-µm) sieve if the portion passing the No. 40 (425-µm) sieve
(279.4-mm) diameter mold; applicable for materials with
exhibits plastic behavior.
maximum particle size of 2-in. (50-mm) or less.
1.5.5 It is recommended that both the saturated and dry
1.3 Further, due to limitations of the testing equipment, and
theavailableoversizecorrectionproceduresthesetestmethods methods (Methods 1A and 2A, or 1B and 2B) be performed
apply to soils in which: when beginning a new job or encountering a change in soil
1.3.1 less than 30%, by dry mass, is retained on the ⁄4-in. type, as one method or the other may result in a higher value
(19.0-mm) sieve, or in which for the maximum dry unit weight. While the dry method is
1.3.2 100%, by dry mass, passes the 2-in. (50-mm) sieve. often preferred for convenience and because results can be
obtained more quickly, as a general rule, the saturated method
1.4 These test methods will typically produce a higher
should be used if it proves to produce a significantly higher
maximum dry unit weight for the soils specified in 1.2.1 and
value for maximum dry unit weight.
1.2.2 than that obtained by impact compaction in which a
well-defined moisture-density relationship is not apparent.
NOTE 1—Results have been found to vary slightly when a material is
However, for some soils containing more than 15% fines, the
tested at the same compaction effort in different size molds.
use of impact compaction (Test Methods D698 or D1557) may
1.6 If the test specimen contains more than 5% by mass of
be useful in evaluating what is an appropriate maximum index
oversize material (coarse fraction) and the material will not be
unit weight.
included in the test, corrections must be made to the unit
1.5 Four alternative test methods are provided, with the
weight and water content of the test specimen or to the
variation being in saturated versus dry specimens and mold
appropriate field in-place density test specimen using Practice
D4718.
NOTE2—Methods1Aand2A(withthecorrectionprocedureofPractice
1 D4718,ifappropriate),havebeenshowntoprovideconsistentresultswith
ThesetestmethodsareunderthejurisdictionofASTMCommitteeD18onSoil
Methods 1B and 2B for materials with 30% or less, by dry mass retained
and Rock and are the direct responsibility of Subcommittee D18.03 on Texture,
on the ⁄4-in. (19-mm) sieve. Therefore, for ease of operations, it is
Plasticity and Density Characteristics of Soils.
recommended to use Method 1A or 2A, unless Method 1B or 2B is
CurrenteditionapprovedJuly1,2020.PublishedJuly2020.Originallyapproved
in 2007. Last previous edition approved in 2008 as D7382–08, which was required due to soil gradations having in excess of 30%, by dry mass,
withdrawn in February 2017 and reinstated July 2020. DOI: 10.1520/D7382-20. retained on the ⁄4-in. (19-mm) sieve.
*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
D7382 − 20
1.7 This test method causes a minimal amount of degrada- responsibility of the user of this standard to establish appro-
tion(particlebreakdown)ofthesoil.Whendegradationoccurs, priate safety, health, and environmental practices and deter-
typically there is an increase in the maximum unit weight mine the applicability of regulatory limitations prior to use.
obtained, and comparable test results may not be obtained 1.11 This international standard was developed in accor-
whendifferentsizemoldsareusedtotestagivensoil.Forsoils dance with internationally recognized principles on standard-
where degradation is suspected, a sieve analysis of the speci- ization established in the Decision on Principles for the
men should be performed before and after the compaction test Development of International Standards, Guides and Recom-
to determine the amount of degradation. mendations issued by the World Trade Organization Technical
Barriers to Trade (TBT) Committee.
1.8 Units—The values stated in inch-pound units are to be
regarded as standard. The SI units given in parentheses are
2. Referenced Documents
mathematical conversions, which are provided for information
2.1 ASTM Standards:
purposes only and are not considered standard. Reporting of
C127Test Method for Relative Density (Specific Gravity)
test results in units other than inch-pound units shall not be
and Absorption of Coarse Aggregate
regarded as nonconformance with this test method.
C136Test Method for Sieve Analysis of Fine and Coarse
1.8.1 The gravitational system of inch-pound units is used.
Aggregates
In this system, the pound (lbf) represents a unit of force
C702PracticeforReducingSamplesofAggregatetoTesting
(weight), while the unit for mass is slugs. The slug unit is not
Size
given, unless dynamic (F = ma) calculations are involved.
C778Specification for Standard Sand
1.8.2 The slug unit of mass is almost never used in
D653Terminology Relating to Soil, Rock, and Contained
commercial practice; for example as related to density,
Fluids
balances, and the like. Therefore, the standard unit for mass in
D698Test Methods for Laboratory Compaction Character-
this standard is either kilogram (kg) or gram (g), or both.Also,
istics of Soil Using Standard Effort (12,400 ft-lbf/ft (600
the equivalent inch-pound unit (slug) is not given/presented in
kN-m/m ))
parentheses.
D854Test Methods for Specific Gravity of Soil Solids by
1.8.3 It is common practice in the engineering/construction
Water Pycnometer
profession, in the United States, to concurrently use pounds to
D1557Test Methods for Laboratory Compaction Character-
represent both a unit of mass (lbm) and of force (lbf). This
istics of Soil Using Modified Effort (56,000 ft-lbf/ft
implicitly combines two separate systems of units; that is, the
(2,700 kN-m/m ))
absolutesystemandthegravitationalsystem.Itisscientifically
D2216Test Methods for Laboratory Determination ofWater
undesirable to combine the use of two separate sets of
(Moisture) Content of Soil and Rock by Mass
inch-pound units within a single standard. As stated, this
D2487Practice for Classification of Soils for Engineering
standard includes the gravitational system of inch-pound units
Purposes (Unified Soil Classification System)
and does not use/present the slug unit for mass. However, the
D2488Practice for Description and Identification of Soils
use of balances or scales recording pounds of mass (lbm) or
(Visual-Manual Procedures)
recording density in lbm/ft shall not be regarded as noncon-
D3282 Practice for Classification of Soils and Soil-
formance with this standard.
Aggregate Mixtures for Highway Construction Purposes
1.8.4 The terms density and unit weight are often used
D3740Practice for Minimum Requirements for Agencies
interchangeably. Density is mass per unit volume whereas unit
Engaged in Testing and/or Inspection of Soil and Rock as
weight is force per unit volume. In this standard, density is
Used in Engineering Design and Construction
given only in SI units. After the density has been determined,
D4220/D4220MPractices for Preserving and Transporting
the unit weight is calculated in inch-pound or SI units, or both.
Soil Samples
1.9 All observed and calculated values shall conform to the D4318Test Methods for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
guidelines for significant digits and rounding established in
Practice D6026. D4718Practice for Correction of Unit Weight and Water
Content for Soils Containing Oversize Particles
1.9.1 Theproceduresusedtospecifyhowdataarecollected/
D4753Guide for Evaluating, Selecting, and Specifying Bal-
recorded or calculated in this standard are regarded as the
ances and Standard Masses for Use in Soil, Rock, and
industry standard. In addition they are representative of the
Construction Materials Testing
significant digits that generally should be retained. The proce-
D6026Practice for Using Significant Digits in Geotechnical
dures used do not consider material variation, purpose for
Data
obtaining the data, special purpose studies, or any consider-
D6913Test Methods for Particle-Size Distribution (Grada-
ations for the user’s objectives, and it is common practice to
tion) of Soils Using Sieve Analysis
increase or reduce significant digits of reported data to be
commensuratewiththeseconsiderations.Itisbeyondthescope
of this standard to consider significant digits used in analytical
methods for engineering design. For referenced ASTM standards, visit the ASTM website, www.astm.org, or
contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM
1.10 This standard does not purport to address all of the
Standards volume information, refer to the standard’s Document Summary page on
safety concerns, if any, associated with its use. It is the the ASTM website.
D7382 − 20
E11Specification forWovenWireTest Sieve Cloth andTest thereof.Also, foundation soils are often compacted to improve
Sieves their engineering properties. Laboratory compaction tests pro-
E145 Specification for Gravity-Convection and Forced- vide the basis for determining the percent compaction and
Ventilation Ovens water content needed at the time of compaction to achieve the
required engineering properties, and for controlling construc-
2.2 American Association of State Highway and Transpor-
tiontoensurethattherequiredunitweightsandwatercontents
tation Offıcials Standards:
are achieved.
M092-05-ULStandard Specification for Wire-Cloth Sieves
for Testing Purposes
5.3 It is generally recognized that percent compaction is a
M145-91-ULStandard Specification for Classification of
goodindicatorofthestateofcompactnessofagivensoilmass.
SoilsandSoil-AggregateMixturesforHighwayConstruc-
However, the engineering properties, such as strength,
tion Purposes
compressibility,andpermeabilityofagivensoil,compactedby
M231-95-ULStandard Specification for Weighing Devices
various methods to a given state of compactness can vary
Used in the Testing of Materials
considerably. Therefore, considerable engineering judgment
mustbeusedinrelatingtheengineeringpropertiesofsoiltothe
3. Terminology
state of compactness.
3.1 Definitions:
5.4 Experience indicates that the construction control as-
3.1.1 Fordefinitionsofcommontechnicaltermsusedinthis
pects discussed in 5.2 are extremely difficult to implement or
test method, refer to Terminology D653.
yield erroneous results when dealing with certain soils. Sub-
3.2 Definitions of Terms Specific to This Standard:
sections 5.4.1, 5.4.2, and 5.4.3 describe typical problem soils,
3.2.1 water content range for effective compaction, n—the
the problems encountered when dealing with such soils, and
rangeofwatercontents,expressedasapercentageofdrymass,
possible solutions to these problems.
bounded by 80% of w and w .
5.4.1 Degradation—Soils containing particles that degrade
ZAV ZAV
during compaction are a problem, especially when more
3.2.2 zero air voids water content, w ,n—the water
ZAV
degradation occurs during laboratory compaction than field
content, expressed as a percentage, that corresponds to satura-
compaction, as is typical. Degradation typically occurs during
tion at the maximum dry unit weight.
the compaction of a granular-residual soil or aggregate. When
3.2.3 oversize fraction (coarse fraction), P (%), n—the
c 4
degradationoccurs,themaximumdryunitweightincreases so
portion of total sample not used in performing the compaction
thatthelaboratorymaximumvalueisnotrepresentativeoffield
test; for Methods 1A and 2A for example, it is the portion of
conditions.Often,inthesecases,themaximumdryunitweight
total sample retained on the ⁄4-in. (19.0-mm) sieve.
is impossible to achieve in the field.
5.4.1.1 Onemethodtodesignandcontrolthecompactionof
4. Summary of Test Method
such soils is to use a test fill to determine the required degree
4.1 The maximum dry unit weight and optionally, the
of compaction and the method to obtain that compaction,
approximatewatercontentrangeforeffectivecompaction,ofa
followed by the use of a method specification to control the
given free-draining soil is determined using either oven-dried
compaction. Components of a method specification typically
or saturated soil, and either a 6-in. (152.4-mm) or 11-in.
contain the type and size of compaction equipment to be used,
(279.4-mm) compaction mold. Soil is placed in three layers
the lift thickness, and the number of passes.
into a mold of given dimensions. Each layer is compacted for
NOTE 3—Success in executing the compaction control of an earthwork
a given amount of time by a vibrating hammer that applies
project, especially when a method specification is used, is highly
vibration and surcharge to the soil. The dry unit weight is
dependent upon the quality and experience of the “contractor” and
calculated by dividing the oven-dried weight of the densified
“inspector.”
soil by the volume of the mold containing the soil. The
5.4.2 Gap Graded—Gap-graded soils (soils containing
approximate water content range for effective compaction is
manylargeparticleswithlimitedsmallparticles)areaproblem
optionally determined from the maximum dry unit weight and
because the compacted soil will have larger voids than usual.
the specific gravity of solids.
To handle these large voids, standard test methods (laboratory
or field) typically have to be modified using engineering
5. Significance and Use
judgment.
5.1 For many cohesionless, free-draining soils, the maxi-
5.4.3 Gravelly Soils Possessing Low Angularity and High
mum dry unit weight is one of the key components in
Percentage of Fines—Gravelly soils possessing low angularity
evaluating the state of compactness of a given soil mass that is
and a high percentage of fines can lead to poor results for dry
either naturally occurring or is constructed (fill).
unit weight when using the saturated method. However, when
5.2 Soilplacedasanengineeredfilliscompactedtoadense
water contents at the time of compaction are near saturation
statetoobtainsatisfactoryengineeringpropertiessuchasshear
with no free water, the dry unit weight achieved may result in
strength, compressibility, permeability, or combinations
a higher value than that from the dry method. Ultimately,
3 4
Available from American Association of State Highway and Transportation Johnson, A. W., and Sallberg, J. R., Factors Influencing Compaction Test
Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001, Results, Highway Research Board, Bulletin 318, Publication 967, National Acad-
http://www.transportation.org. emy of Sciences-National Research Council, Washington, DC, 1962, p. 73.
D7382 − 20
during densification, the material may reach a saturated state. 6.2 Mold Assembly—The molds shall be cylindrical in
Therefore, for these soils, a water content of 1 or 2% less than shape, made of rigid metal and be within the capacity and
the w for the density achieved by using the dry method is
dimensions indicated in 6.2.1 or 6.2.2 and Figs. 1 and 2. See
zav
recommended. This is more of a concern for testing in the
also Table 1. The walls of the mold may be solid, split, or
11-in. mold than in the 6-in. mold.
tapered. The “split” type may consist of two half-round
sections,orasectionofpipesplitalongoneelement,whichcan
5.5 Anabsolutemaximumdryunitweightisnotnecessarily
be securely locked together to form a cylinder meeting the
obtained by these test methods.
NOTE 4—The quality of the result produced by this standard is requirements of this section. The “tapered” type shall have an
dependent on the competence of the personnel performing it, and the
internaldiametertaperthatisuniformandnotmorethan0.200
suitability of the equipment and facilities used. Agencies that meet the
in. per ft (16.7 mm per m) of mold height. Each mold shall
criteria of Practice D3740 are generally considered capable of competent
have a base plate and an extension collar assembly, both made
and objective testing/sampling/inspection, and the like. Users of this
standard are cautioned that compliance with Practice D3740 does not in
of rigid metal and constructed so they can be securely attached
itself ensure reliable results. Reliable results depend on many factors;
and easily detached from the mold. The extension collar
Practice D3740 provides a means of evaluating some of those factors.
assembly shall have a height extending above the top of the
mold of at least 2.0 in. (50.8 mm) which may include an upper
6. Apparatus
sectionthatflaresouttoformafunnelprovidedthereisatleast
6.1 Vibrating Hammer—Thevibratinghammerusedforthis
a 0.75 in. (19.0- mm) straight cylindrical section beneath it.
test should be one that is commercially available and provides
The extension collar shall align with the inside of the mold.
reliable performance. The vibrating hammer shall operate at a
The bottom of the base plate and bottom of the centrally
frequency of 3200 to 3500 beats per minute and the manufac-
recessed area that accepts the cylindrical mold shall be planar.
turer’s rated impact energy shall be in the range of 7 to 9 ft-lbf
6.2.1 Mold, 6 in.—A mold having a 6.000 6 0.026-in.
(9.5 to 12 m-N) and weigh 12 to 20 lbf (53 to 89 N), not
(152.4 6 0.7-mm) average inside diameter, a height of
including the weight of the tamper.
NOTE 5—At the time of last revision, it was found that DeWalt models
4.584 60.018 in. (116.4 6 0.5 mm), and a volume of
3 3
and D25501K and D25553K will provide the above specified character-
0.075 60.0009 ft (2124 6 25 cm ).Amold assembly having
istics. Other vibrating hammers also may provide satisfactory compaction
the minimum required features is shown in Fig. 1.
andmaybeusediftheymeetthecalibrationrequiredinAnnexA2.Atthe
time of last revision, several hammers were identified that had lower than 6.2.2 Mold, 11 in.—A mold having a 11.000 6 0.044-in.
specified impact energy and weight, but that could prove suitable if
(279.4 6 1.1-mm) average inside diameter, a height of
additional mass were added to the hammer frame apparatus (see 6.3 and
9.092 60.018 in. (230.9 6 0.5 mm), and a volume of
Annex A2). Possible examples include Hilti model TE 50 and Bosch
3 3
0.500 60.005 ft (14 200 6 142 cm ). A mold assembly
model 11240. Subcommittee D18.03 is actively seeking other makes and
models that would meet these requirements. having the minimum required features is shown in Fig. 2.
FIG. 1 6.0-in. Cylindrical Mold (see Table 1 for SI equivalent dimensions)
D7382 − 20
NOTE 1—All dimensions are in inches.
FIG. 2 11.0-in. Cylindrical Mold (see Table 1 for SI equivalent dimensions)
TABLE 1 SI Equivalents for Figs. 1-3
molds.This plate may be mounted on heavy duty casters or on
3 3
in. mm in. mm ft cm a rigid table. A suitable design is shown in Figs. 4 and 5. See
0.005 0.13 2 ⁄8 60.33 0.0009 25
also Table 2.
0.0125 0.32 3 ⁄2 88.90 0.005 142
0.018 0.46 4.584 116.43 0.075 2124
6.4 Sample Extruder (optional)—A jack, frame, or other
0.026 0.66 5.750 146.05 0.500 14 200
device adapted for the purpose of extruding compacted speci-
0.044 1.12 6 152.40
0.1375 3.49 6 ⁄2 165.10 mens from the mold.
⁄4 6.35 8 203.20
⁄8 and 0.375 9.53 9.092 230.94
6.5 Balance(s)—Balances of sufficient capacity to deter-
⁄2 12.70 11 279.40
minethetotalmassofthespecimenandmold,havingsufficient
3 3
⁄4 19.05 11 ⁄4 298.45
readabilitythatthemassofthesoilisdeterminedtothenearest
1 25.40 13 330.20
0.1%. Examples of balances capable of satisfying these
requirements for most conditions have specifications as fol-
lows:
6.5.1 For Method 1A or 2A (6-in. (152.4-mm) diameter
6.3 Hammer Frame—The hammer frame shall consist of a
molds), use a class GP5 balance of at least 30-lbm (15-kg)
metalclampassemblytofirmlyholdthevibratinghammerthat
capacity and meeting the requirements of Guide D4753 for a
moves on guide rods that allow for free vertical movement of
the vibrating hammer and clamp assembly. The guide rods are balance of 1-g readability.
fastened to a metal base in a manner to keep them vertical and
6.5.2 For Method 1B or 2B (11-in. (279.4-mm) diameter
parallel to each other. The frame shall be designed to securely
molds),useaclassGP100balancehavingaminimumcapacity
hold the vibrating hammer and clamp assembly in an elevated
of 125 lbm (60 kg) and meeting the requirements of Guide
positionduringinsertionandremovalofmolds.Guidesmaybe
D4753 for a balance of 50-g readability.
placed on the base of the frame to allow for proper alignment
6.6 Drying Oven—Thermostatically controlled oven, ca-
of molds underneath the tamper. The mass of the clamp
pableofmaintainingauniformtemperatureof230 69°F(110
assembly, vibrating hammer (6.1), and tamper (Fig. 3) shall be
6 5°C) throughout the drying chamber. These requirements
suchtoimpartasurchargeof2.5to5.0psi(17to34kPa)from
typicallyrequiretheuseofaforced-drafttypeoven.Preferably
the base of the tamper. The metal base dimensions in Fig. 4
provide sufficient mass and stiffness to support the compaction the oven should be vented outside the building.
D7382 − 20
FIG. 3 6-in. Tamper (see Table 1 for SI equivalent dimensions)
NOTE 1—All dimensions are in inches.
FIG. 4 Hammer Frame
6.7 Straightedge—A stiff metal straightedge of any conve- shall be machined straight to a tolerance of 60.005 in. (60.1
nient length, but not less than 4 in. (101.6 mm) longer than the mm).The scraping edge shall be beveled if it is thicker than ⁄8
diameter of the mold used.The total length of the straightedge in. (3 mm).
D7382 − 20
NOTE 1—All dimensions are in inches.
FIG. 5 Hammer Clamp Assembly
TABLE 2 SI Equivalents for Figs. 4 and 5
7. Hazards
in. mm
7.1 Warning—Use of vibrating hammers in certain acous-
0.250 6.35
tic environments may produce noise levels above those con-
0.375 9.53
sideredacceptable.Suitablehearing-protectiondevicesshallbe
1.000 25.40
1.375 19.05
used in areas where such conditions are known to exist or
1.425 34.93
where acoustic monitoring surveys have not been conducted.
1.500 38.10
In addition, testing personnel should also adhere to any
2.000 50.80
2.750 69.85
additional personal safety requirements in accordance with
3.000 76.20
individual laboratory policies.
4.000 101.60
6.625 168.28
16.000 406.40
8. Sampling and Test Specimens
19.000 482.60
8.1 General—This test method does not address, in any
22.000 558.80
46.000 1168.40
detail, procurement of the sample. It is assumed the sample is
obtainedusingappropriatemethodsandisrepresentativeofthe
material under evaluation. However, the testing agency shall
preserve all samples in accordance with Practice D4220/
D4220M, Group B, except if the as-received
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