ASTM D4253-16e1

Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table

SIGNIFICANCE AND USE
5.1 For many cohesionless, free-draining soils, the maximum index density/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 placed during construction.  
5.1.1 Relative density and percent compaction are commonly used for evaluating the state of compactness of a given soil mass. Density/unit weight index is also sometimes used. See Section 3 for descriptions of terms.  
5.2 It is generally recognized that either relative density or 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.  
5.3 An absolute maximum density/unit weight is not necessarily obtained by these test methods.
Note 2: In addition, there are published data to indicate that these test methods have a high degree of variability.4 However, the variability can be greatly reduced by careful calibration of equipment, including the vibrating table, and careful attention to proper test procedure and technique.
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, generally, are 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.  
5.4 The double amplitude of vertical vibration has been found to have a significant effect on the density ...
SCOPE
1.1 These test methods cover the determination of the maximum-index dry density/unit weight of cohesionless, free-draining soils using a vertically vibrating table. The adjective “dry before density or unit weight is omitted in the title and remaining portions of this standard to be consistent with the applicable definition given in Section 3 on Terminology.  
1.2 Systems of Units:  
1.2.1 The testing apparatus described in this standard has been developed and manufactured using values in the gravimetric or inch-pound system. Therefore, test apparatus dimensions and mass given in inch-pound units are regarded as the standard.  
1.2.2 It is common practice in the engineering profession to concurrently use pounds to represent both a unit of mass (lbm) and a unit 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 two separate sets of inch-pound units within a single standard. This standard has been written using the gravitational system of units when dealing with the inch-pound system. In this system, the pound (lbf) represents a unit of force (weight). However, balances or scales measure mass; and weight must be calculated. In the inch-pound system, it is common to assume that 1 lbf is equal to 1 lbm. While reporting density is not regarded as nonconformance with this standard, unit weights should be calculated and reported since the results may be used to determine force or stress.  
1.2.3 The terms density and unit weight are often used interchangeably. Density is mass per unit volume whereas unit weight is force per unit volume. In this standard density is given only in SI units. After the density has been determined, the unit weight is calculated in SI or inch-pound units, or both.  
1.3 Four alternative methods are provided to determine the maximum index density/unit weight, as f...

General Information

• Status: Published
• Publication Date: 29-Feb-2016
• ICS: 93.020 - Earthworks. Excavations. Foundation construction. Underground works
• Technical Committee: D18 - Soil and Rock
• Drafting Committee: D18.03 - Texture, Plasticity and Density Characteristics of Soils

Relations

• Replaces: ASTM D4253-16 - Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table
• Effective Date: 01-Mar-2016
• 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 D854-23 - Standard Test Methods for Specific Gravity of Soil Solids by the Water Displacement Method
• Effective Date: 01-Nov-2023
• 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 D7382-20 - Standard Test Methods for Determination of Maximum Dry Unit Weight of Granular Soils Using a Vibrating Hammer
• Effective Date: 01-Jul-2020
• 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 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 D2487-17 - Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)
• Effective Date: 15-Dec-2017
• Refers: ASTM D2487-17e1 - 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 D4254-16 - Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density
• Effective Date: 01-Mar-2016
• 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
• Refers: ASTM E177-14 - Standard Practice for Use of the Terms Precision and Bias in ASTM Test Methods
• Effective Date: 01-May-2014
• Refers: ASTM E11-13 - Standard Specification for Woven Wire Test Sieve Cloth and Test Sieves
• Effective Date: 01-Oct-2013

Overview

ASTM D4253-16e1: Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table is a key ASTM standard widely used in soil mechanics and geotechnical engineering. This standard outlines procedures for determining the maximum index dry density/unit weight of cohesionless, free-draining soils using a vertically vibrating table. The information it provides is essential for assessing soil compactness, quality control in construction projects, and the characterization of naturally occurring or engineered soil deposits.

The standard is developed by ASTM International and aligns with globally recognized principles for technical standards. It serves as an authoritative reference for laboratories and professionals involved in soil testing, earthwork design, and inspection.

Key Topics

• Maximum Index Density and Unit Weight: The standard provides laboratory methods for determining the densest state a soil can achieve using specified equipment and procedures.
• Test Methods: ASTM D4253 describes four alternative methods based on mold size, soil condition (wet or dry), and the type of vibrating table (electromagnetic or cam-driven). Selection depends on soil characteristics and available equipment.
• Relative Density and Percent Compaction: These key indicators, determined using test data, are fundamental for evaluating the state of compactness of soil masses for both natural and constructed deposits.
• Suitability for Cohesionless, Free-Draining Soils: The method applies to soils containing up to 15% by dry mass of particles passing a No. 200 sieve, as long as they retain free-draining, cohesionless behavior.
• Precision and Variability: Results are influenced by operator competence, equipment precision, and calibration practices. Proper calibration and adherence to standard procedures are necessary for reliable results.

Applications

• Construction Quality Control: The determined maximum index density and unit weight are used to assess the degree of compaction achieved in the field, essential for structural stability of foundations, roadbeds, and embankments.
• Earthwork and Fill Placement: Relative density values inform contractors and engineers of the state of compaction, supporting decisions for soil placement and compaction during construction operations.
• Soil Classification and Engineering Evaluation: The test data aid in soil classification for project planning, risk analysis, and site characterization, supporting the design of safe and efficient structures.
• Research and Laboratory Testing: ASTM D4253 is used in academic and research environments for comparative soil behavior studies and for validating the effectiveness of compaction techniques.

Related Standards

For comprehensive soil testing and materials evaluation in geotechnical engineering, ASTM D4253-16e1 should be used alongside several related ASTM standards, including:

• ASTM D4254 - Minimum Index Density and Unit Weight of Soils; useful for obtaining the minimum density needed for calculating relative density.
• ASTM D698 / D1557 - Compaction Characteristics of Soil Using Standard or Modified Effort, which is helpful for soils not wholly free-draining.
• ASTM D6913 - Particle-Size Distribution (Gradation) of Soils by Sieve Analysis.
• ASTM D2216 - Determination of Water Content of Soil and Rock.
• ASTM D2487 - Unified Soil Classification System for engineering applications.
• ASTM D3740 - Minimum requirements for agencies involved in soil and rock testing.

Summary

ASTM D4253-16e1 provides a systematic approach to measuring the maximum index density and unit weight of free-draining, cohesionless soils using laboratory vibrating table methods. Its application is essential for accurate assessment of soil compactness, which underpins the design and quality assurance in construction, infrastructure, and research. Using this standard, in combination with related ASTM soil testing standards, ensures robust, reliable, and internationally recognized soil evaluation, supporting the safety and longevity of civil engineering projects.

Standards Content (Sample)

This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the
Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
´1
Designation: D4253 − 16
Standard Test Methods for
Maximum Index Density and Unit Weight of Soils Using a
Vibratory Table
This standard is issued under the fixed designation D4253; 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.
This standard has been approved for use by agencies of the U.S. Department of Defense.
ε NOTE—Eq 9 was editorially corrected in November 2019.
1. Scope* 1.3 Four alternative methods are provided to determine the
maximum index density/unit weight, as follows:
1.1 These test methods cover the determination of the
1.3.1 Method 1A—Using oven-dried soil and an
maximum-index dry density/unit weight of cohesionless, free-
electromagnetic, vertically vibrating table.
draining soils using a vertically vibrating table. The adjective
1.3.2 Method 1B—Using wet soil and an electromagnetic,
“dry before density or unit weight is omitted in the title and
vertically vibrating table.
remaining portions of this standard to be consistent with the
1.3.3 Method 2A—Usingoven-driedsoilandaneccentricor
applicable definition given in Section 3 on Terminology.
cam-driven, vertically vibrating table.
1.2 Systems of Units:
1.3.4 Method 2B—Using wet soil and an eccentric or
1.2.1 The testing apparatus described in this standard has
cam-driven vertically vibrating table.
been developed and manufactured using values in the gravi-
metric or inch-pound system. Therefore, test apparatus dimen-
1.4 The method to be used should be specified by the
sions and mass given in inch-pound units are regarded as the
individual assigning the test.
standard.
1.4.1 The type of table to be used (Method 1 or 2) is likely
1.2.2 It is common practice in the engineering profession to
to be decided based upon available equipment.
concurrently use pounds to represent both a unit of mass (lbm)
NOTE 1—There is evidence to show that electromagnetic tables yield
and a unit of force (lbf).This implicitly combines two separate
slightly higher values of maximum index density/unit weight than the
systems of units; that is, the absolute system and the gravita-
eccentric or cam-driven tables.
tionalsystem.Itisscientificallyundesirabletocombinetheuse
1.4.2 It is recommended that both the dry and wet methods
of two separate sets of inch-pound units within a single
(Methods 1A and 1B or 2A and 2B) be performed when
standard.Thisstandardhasbeenwrittenusingthegravitational
beginning a new job or encountering a change in soil types, as
system of units when dealing with the inch-pound system. In
the wet method can yield significantly higher values of
this system, the pound (lbf) represents a unit of force (weight).
maximum index density/unit weight for some soils. Such a
However,balancesorscalesmeasuremass;andweightmustbe
higher maximum index density, when considered along with
calculated. In the inch-pound system, it is common to assume
the minimum index density/unit weight, Test Methods D4254,
that 1 lbf is equal to 1 lbm. While reporting density is not
will be found to significantly affect the value of the relative
regarded as nonconformance with this standard, unit weights
density (3.2.8) calculated for a soil encountered in the field.
shouldbecalculatedandreportedsincetheresultsmaybeused
While the dry method is often preferred because results can
to determine force or stress.
usually be obtained more quickly, as a general rule the wet
1.2.3 The terms density and unit weight are often used
method should be used if it is established that it produces
interchangeably. Density is mass per unit volume whereas unit
maximum index densities/unit weights that would significantly
weight is force per unit volume. In this standard density is
affect the use/application of the value of relative density.
given only in SI units. After the density has been determined,
the unit weight is calculated in SI or inch-pound units, or both.
1.5 These test methods are applicable to soils that may
containupto15%,bydrymass,ofsoilparticlespassingaNo.
200 (75-µm) sieve, provided they still have cohesionless,
This standard is under the jurisdiction of ASTM Committee D18 on Soil and
Rock and are the direct responsibility of Subcommittee D18.03 on Texture,
free-draining characteristics (nominal sieve dimensions are in
Plasticity and Density Characteristics of Soils.
accordancewithSpecificationE11).Further,thesetestmethods
Current edition approved March 1, 2016. Published March 2016. Originally
are applicable to soils in which 100%, by dry mass, of soil
approved in 1983. Last previous edition approved in 2014 as D4253 –14. DOI:
10.1520/D4253-16E01. particles pass a 3-in. (75-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
´1
D4253 − 16
1.5.1 Soils, for the purpose of these test methods, shall be 2. Referenced Documents
regarded as naturally occurring cohesionless soils, processed 2
2.1 ASTM Standards:
particles, or composites or mixtures of natural soils, or mix-
C127Test Method for Relative Density (Specific Gravity)
tures of natural and processed particles, provided they are free
and Absorption of Coarse Aggregate
draining.
D653Terminology Relating to Soil, Rock, and Contained
Fluids
1.6 These test methods will typically produce a higher
D698Test Methods for Laboratory Compaction Character-
maximum dry density/unit weight for cohesionless, free-
istics of Soil Using Standard Effort (12,400 ft-lbf/ft (600
draining soils than that obtained by impact compaction in
kN-m/m ))
which a well-defined moisture-density relationship is not
D854Test Methods for Specific Gravity of Soil Solids by
apparent. However, for some soils containing between 5 and
Water Pycnometer
15% fines, the use of impact compaction (Test Methods D698
D1557Test Methods for Laboratory Compaction Character-
or D1557) may be useful in evaluating what is an appropriate
istics of Soil Using Modified Effort (56,000 ft-lbf/ft
maximum index density/unit weight.
(2,700 kN-m/m ))
D2216Test Methods for Laboratory Determination ofWater
1.7 These test methods will typically produce a lower
(Moisture) Content of Soil and Rock by Mass
maximum dry density/unit weight than that obtained by vibrat-
D2487Practice for Classification of Soils for Engineering
ing hammer using Test Method D7382.
Purposes (Unified Soil Classification System)
1.8 For many types of free-draining, cohesionless soils,
D2488Practice for Description and Identification of Soils
these test methods cause a moderate amount of degradation
(Visual-Manual Procedures)
(particle breakdown) of the soil. When degradation occurs,
D3740Practice for Minimum Requirements for Agencies
typically there is an increase in the maximum index density/
Engaged in Testing and/or Inspection of Soil and Rock as
unit weight obtained, and comparable test results may not be
Used in Engineering Design and Construction
obtainedwhendifferentsizemoldsareusedtotestagivensoil.
D4254Test Methods for Minimum Index Density and Unit
Weight of Soils and Calculation of Relative Density
1.9 All observed and calculated values shall conform to the
D4753Guide for Evaluating, Selecting, and Specifying Bal-
guidelines for significant digits and rounding established in
ances and Standard Masses for Use in Soil, Rock, and
Practice D6026.
Construction Materials Testing
1.9.1 For purposes of comparing a measured or calculated
D6026Practice for Using Significant Digits in Geotechnical
value(s)tospecifiedlimits,themeasuredorcalculatedvalue(s)
Data
shall be rounded to the nearest decimal or significant digits in
D6913Test Methods for Particle-Size Distribution (Grada-
the specified limits.
tion) of Soils Using Sieve Analysis
1.9.2 Theproceduresusedtospecifyhowdataarecollected/
D7382Test Methods for Determination of Maximum Dry
recorded or calculated, in this standard are regarded as the Unit Weight and Water Content Range for Effective
industry standard. In addition, they are representative of the Compaction of Granular Soils Using a Vibrating Hammer
significant digits that generally should be retained. The proce- (Withdrawn 2017)
dures used do not consider material variation, purpose for E11Specification forWovenWireTest Sieve Cloth andTest
Sieves
obtaining the data, special purpose studies, or any consider-
E177Practice for Use of the Terms Precision and Bias in
ations for the user’s objectives; and it is common practice to
ASTM Test Methods
increase or reduce significant digits of reported data to be
E691Practice for Conducting an Interlaboratory Study to
commensuratewiththeseconsiderations.Itisbeyondthescope
Determine the Precision of a Test Method
of this standard to consider significant digits used in analysis
methods for engineering design.
3. Terminology
1.10 This standard does not purport to address all of the
3.1 Definitions—For common definitions in this standard
safety concerns, if any, associated with its use. It is the
refer to Terminology D653.
responsibility of the user of this standard to establish appro-
priate safety, health, and environmental practices and deter- 3.2 Definitions of Terms:
mine the applicability of regulatory limitations prior to use.
1.11 This international standard was developed in accor-
dance with internationally recognized principles on standard- 2
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM
ization established in the Decision on Principles for the
Standards volume information, refer to the standard’s Document Summary page on
Development of International Standards, Guides and Recom-
the ASTM website.
mendations issued by the World Trade Organization Technical 3
The last approved version of this historical standard is referenced on
Barriers to Trade (TBT) Committee. www.astm.org.
´1
D4253 − 16
3.2.1 dry density/unit weight, ρ or γ ,n—the dry density/ γ 2 γ
d dmin
d d
I 5 (7)
d
unit weight of a soil deposit or fill at the given void ratio.
γ 2 γ
dmax dmin
3.2.2 given void ratio, e, n—theinsituorstatedvoidratioof
4. Summary of Test Method
a soil deposit or fill.
4.1 The maximum index density/unit weight of a given
3.2.3 maximum index density/unit weight, ρ or γ ,
dmax dmax
free-drainingsoilisdeterminedbyplacingeitheroven-driedor
n—thereferencedrydensity/unitweightofasoilinthedensest
wet soil in a mold, applying a 2-lb/in. (14-kPa) surcharge
state of compactness that can be attained using a standard
(dead weight) to the surface of the soil, and then vertically
laboratory compaction procedure that minimizes particle seg-
vibrating the mold, soil, and surcharge. Use either an
regation and breakdown.
electromagnetic, eccentric, or cam-driven vibrating table hav-
3.2.4 maximum index void ratio, e ,n—thereferencevoid
max
ing a sinusoid-like time-vertical displacement relationship at a
ratio of a soil at the minimum index density/unit weight.
double amplitude of vertical vibration (peak-to-peak) of about
3.2.5 minimum index density/unit weight, ρ or γ , 0.013 6 0.002 in. (0.33 6 0.05 mm) at a frequency of 60 Hz
dmin dmin
n—the reference dry density/unit weight of a soil in the loosest for 8.00 6 0.25 minutes or 0.019 6 0.003 in. (0.48 6 0.08
stateofcompactnessatwhichitcanbeplacedusingastandard mm) at 50 Hz for 10.00 60.25 minutes. The maximum index
laboratory procedure, which prevents bulking and minimizes density/unit weight is calculated by dividing the oven-dried
particle segregation. mass of the densified soil by its volume (average height of
densified soil times area of mold).
3.2.6 minimum index void ratio, e ,n—the reference void
min
ratio of a soil at the maximum index density/unit weight.
5. Significance and Use
3.2.7 relative density, D,n—the ratio, expressed as a
d
5.1 For many cohesionless, free-draining soils, the maxi-
percentage,ofthedifferencebetweenthemaximumindexvoid
mumindexdensity/unitweightisoneofthekeycomponentsin
ratio and any given void ratio of a cohesionless, free-draining
evaluating the state of compactness of a given soil mass that is
soil; to the difference between its maximum and minimum
either naturally occurring or placed during construction.
index void ratios.
5.1.1 Relative density and percent compaction are com-
3.2.7.1 Discussion—The equation for relative density is as
monly used for evaluating the state of compactness of a given
follows:
soil mass. Density/unit weight index is also sometimes used.
e 2 e
See Section 3 for descriptions of terms.
max
D 5 3100 (1)
d
e 2 e
max min
5.2 It is generally recognized that either relative density or
or, in terms of corresponding dry densities percent compaction is a good indicator of the state of com-
pactness of a given soil mass. However, the engineering
ρ ρ 2 ρ
dmax ~ d dmin!
D 5 3100 (2) properties, such as strength, compressibility, and permeability
d
ρ ρ 2 ρ
~ !
d dmax dmin
of a given soil, compacted by various methods to a given state
in terms of corresponding or dry unit weights of compactness can vary considerably.Therefore, considerable
engineering judgment must be used in relating the engineering
γ γ 2 γ
dmax~ d dmin!
D 5 (3) properties of soil to the state of compactness.
d
γ γ 2 γ
~ !
d dmax dmin
5.3 An absolute maximum density/unit weight is not neces-
3.2.8 percent compaction or relative compaction, R ,n—the
c
sarily obtained by these test methods.
ratio, expressed as a percentage, of the dry density/unit weight
of a given soil to its maximum index density/unit weight. NOTE 2—In addition, there are published data to indicate that these test
methodshaveahighdegreeofvariability. However,thevariabilitycanbe
3.2.8.1 Discussion—Theequationforpercentcompactionor
greatly reduced by careful calibration of equipment, including the vibrat-
relative compaction is:
ing table, and careful attention to proper test procedure and technique.
NOTE 3—The quality of the result produced by this standard is
ρ
d
R 5 3100 (4)
dependent on the competence of the personnel performing it, and the
c
ρ
dmax
suitability of the equipment and facilities used. Agencies that meet the
criteriaofPracticeD3740,generally,areconsideredcapableofcompetent
or
and objective testing/sampling/inspection/etc. Users of this standard are
γ
d cautioned that compliance with Practice D3740 does not in itself ensure
R 5 3100 (5)
c
γ reliable results. Reliable results depend on many factors; Practice D3740
dmax
provides a means of evaluating some of those factors.
3.2.9 density index, I —the ratio, expressed as a percentage,
d
5.4 The double amplitude of vertical vibration has been
of the difference between any given dry density/unit weight
found to have a significant effect on the density obtained. For
and the minimum index density/unit weight of a given cohe-
a particular vibrating table and mold assembly, the maximum
sionless soil to the difference between its maximum and
index density/unit weight of a given material may be obtained
minimum index densities/unit weights.
at a double amplitude of vibration other than the double
3.2.9.1 Discussion—The equation for density index is:
amplitude of 0.013 6 0.002 in. (0.33 6 0.05 mm) at a
ρ 2 ρ
d dmin
I 5 3100 (6)
d
ρ 2 ρ
dmax dmin
E. T. Selig and R. S. Ladd, eds., Evaluation of Relative Density and its Role in
or Geotechnical Projects Involving Cohesionless Soils,ASTM STP523,ASTM, 1973.
´1
D4253 − 16
frequency of 60 Hz or 0.019 6 0.003 in. (0.48 6 0.08 mm) at results are to be used in conjunction with design or other
50 Hz required in this method; that is, dry density/unit weight special studies or both, and there is not enough soil to use the
3 3
may initially increase with increasing double amplitude of 0.100 ft (2830 cm ) mold.
vibration, reach a peak, and then decrease with further in-
6.1.3 Guide Sleeves—One guide sleeve with clamp
creases in double amplitude of vibration. Furthermore, the
assembly, or other suitable attachment devices [see Fig. 4(a)],
relationshipbetweenthepeakdensity/unitweightandoptimum
for each size mold. For easy centering of the guide sleeve
double amplitude of vibration (double amplitude of vibration
above the mold, two of the three setscrews on the clamp
where peak density/unit weight occurrs) can vary with various
assembly should be provided with lock nuts.
soil types and gradations.
6.1.4 Surcharge Base Plates—One surcharge base plate for
5.5 The use of the standard molds (6.1.1) has been found to each standard size mold, conforming to the requirements of
be satisfactory for most soils requiring maximum index-
Fig. 5.
density/unit weight testing. Special molds (6.1.2) shall only be
6.1.5 Surcharge Weights—One surcharge weight for each
used when the test results are to be applied in conjunction with
size mold. See Fig. 5 for tolerances related to the 0.100 ft
3 3 3
design or special studies and there is not enough soil to use the
(2830 cm ) and 0.500 ft (14200 cm ) molds. For special
standard molds. Such test results should be applied with
molds, similar tolerances should be maintained.The total mass
caution as maximum index densities/unit weights obtained
of the surcharge base plate and surcharge weight shall be
with the special molds may not agree with those that would be
equivalent to a surcharge stress of 2.00 6 0.02 lb/in. (13.8 6
obtained using the standard molds.
0.1 kPa) for the mold being used. For special molds, the
surcharge base plate and weight can be composed of a single
6. Apparatus
solid mass of metal.
6.1 Mold Assembly—An example of a typical mold assem-
6.1.6 Surcharge Base-Plate Handle—A device used to ini-
bly is shown in Fig. 1. Individual components and accessories
tially place and then to remove the surcharge base plate upon
shall be as follows:
completion of densification. An example of such a handle is
6.1.1 Standard Molds—Two cylindrical metal molds, one
given in Fig. 4(b); however, any convenient hooking device
3 3
having a nominal volume of 0.100 ft (2830 cm ) and one
may be used.
3 3
having a nominal volume of 0.500 ft (14200 cm ), conform-
ing to the design methodology presented in Fig. 2. The molds 6.2 Dial-Indicator Gauge Holder and Dial Indicator—A
shall conform to the requirements shown in the table in Fig. 2. deviceused,inconjunctionwiththeguidebrackets,tomeasure
The actual volume of the molds shall be within 61.5% of the thedifferenceinelevationbetweenthetopsurfacesofthemold
specified nominal volume. andsurchargebaseplateafterdensification[Fig.4(c)].Thedial
6.1.2 Special Molds—Cylindrical metal molds having a indicator shall have a 2-in. (50-mm) or greater travel, with
3 3
capacity less than 0.100 ft (2830 cm ), an inside diameter 0.001-in. (0.025-mm) graduations and mounted so that the dial
equal to or greater than 2.75 in. (70 mm), but less than 4 in. stem is parallel with the vertical axis of the mold. The dial
(100 mm) and conforming to the design methodology pre- indicator may be digital, analog clockwise-movement type
sented in Fig. 3. Such molds may only be used when the test wherethedialpointerreadszerowhenthestemisextended,or
FIG. 1 Schematic Drawing of a Typical Mold Assembly
´1
D4253 − 16
Size Mold Dimensions, in. (mm)
3 3
ft (cm ) AB C D E F
+0.005, +0.005,
–0.000 –0.000 ±0.016 ±0.016 ±0.016 ±0.016
Tolerances
(+0.13, (+0.13, (±0.4) (±0.4) (±0.4) (±0.4)
-0.00) -0.00)
0.100 (2830) 6.000 (152.40) 6.112 (155.24) 7.13 (181.1) 6.50 (165.1) 0.50 (12.7) 1.13 (28.7)
0.500 (14 200) 11.000 (279.40) 9.092 (230.94) 12.13 (308.0) 9.50 (241.3) 0.63 (16.0) 2.00 (50.8)
FIG. 2 Details of Molds
3 3
counterclockwise type where the dial pointer reads zero when 6.3.1 For 0.500-ft (14200-cm ) molds, use a balance
the stem is all the way in. having a minimum capacity of 40-kg and meeting the require-
mentsofSpecificationD4753forClassGP10(readabilityof5
6.3 Balance(s), of sufficient capacity to determine the total
g).
massofthespecimenandmold,havingsufficientaccuracythat
3 3
the mass of the soil is determined to the nearest 0.1%. 6.3.2 For 0.100-ft (2830-cm ) molds, use a balance of at
least 15-kg capacity and meeting the requirements of Specifi-
Examples of balances capable of satisfying these requirements
for most conditions have specifications as follows: cation D4753 for Class GP 5 (readability of 1 g).
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FIG. 3 Special Cylindrical Metal Molds
3 3
6.3.3 Forspecialmoldsthatarelessthan0.1-ft (2830-cm ), minutes and seconds, and a micrometer with at least a 1-in.
use a balance having a minimum capacity of at least 2-kg and (25-mm) travel and with 0.001-in. (0.025-mm) graduations.
meeting the requirements of Specification D4753 for a Class
6.9 Vibrating Table, shall be mounted to a concrete floor or
GP 2 (readability of 0.1 g).
mass of sufficient size and configuration that excess vibrations
6.4 Hoist—A rope, chain, or cable hoist of at least 140-kg
are not transmitted to other testing areas. The vertically
3 3 3
capacity when either the 0.100-ft (2830-cm ) or 0.500-ft
vibratingdeckofthetableshallbeofsufficientsizeandrigidity
(14200 cm ) size molds are being used.
that the mold assembly being used can be attached and rigidly
6.5 Drying Oven, thermostatically controlled, preferably of
supported during the test. The table shall be capable of
the forced-draft type, capable of maintaining a uniform tem-
vertically vibrating the mold assembly with a sinusoidal
perature of 110 6 5°C throughout the drying chamber.
time-vertical displacement relationship at an average double
1 3
amplitude (peak-to-peak displacement) of 0.013 6 0.002 in.
6.6 Sieves, 3-in. (75-mm), 1 ⁄2-in. (37.5-mm), ⁄4-in. (19-
(0.33 6 0.05 mm) at a frequency of 60 Hz or 0.019 6 0.003
mm), ⁄8-in. (9.5-mm), No. 4 (4.75-mm), and No. 200 (75-µm)
sieves conforming to the requirements of Specifications E11. in. (0.48 6 0.08 mm) at 50 Hz under test conditions.The table
shall have the capability for adjustment of the frequency of
6.7 Calibration Bar, metal, about 3 by 12 by ⁄4 in. (75 by
vibration (between 0 to 60 Hz) or double amplitude of
300 by 6 mm), optional (see 10.4).
vibration, or both, between about 0.005 in. (0.15 mm) and
6.8 Other equipment such as mixing pans, a large metal
scoop, a hair-bristled dusting brush, a timing device indicating
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1 1
NOTE 1—This piece shall be a steel bar, 1 ⁄2 by ⁄2 in. (38.1 by 12.7 mm) of a length necessary to produce the indicated dimension from the inside of
the guide sleeve. Weld three clamp assemblies to the guide sleeve at equal spacing.
NOTE 2—These dimensions must be changed to fit the dial gauge indicator used.
NOTE 3—Tolerances are 6 ⁄64 in. (60.4 mm) unless otherwise noted.
3 3
Size Mold, ft (cm ) A, in. (mm) B, in. (mm) Guide Sleeve
0.100 (2830cm ) 0.50 (12.7) 1.38 (34.9) Steel tubing, 6 in. (150 mm) ID ⁄4 in. (6.4 mm) wall, 12 in. long (305 mm)
0.500(14 200cm ) 0.63 (15.9) 1.50 (38.1) Steel pipe, 11 in. (280 mm) ID ⁄8 in. (9.5 mm) wall, 8 in. (200 mm) long
FIG. 4 Details of Apparatus Components
0.013 in. (0.33 mm) at 60 Hz or about 0.007 in. (0.20 mm) and cam-driven tables and eliminate vibrations in other areas may
0.019in.(0.48mm)at50HzforusewithMethods1A,1B,2A, be as large as 4500 kg.
or 2B (11.2.3).
6.10 Equipment for Calibration of Amplitude of Vibrating
6.9.1 Use one of the following table types:
Table:
6.9.1.1 Electromagnetic Vibrating Table—Asteel table con-
6.10.1 Data Acquisition System—The data acquisition sys-
forming to the requirements of 6.9 with a vertically vibrating,
tem must be able to record 1000 deformation readings per
cushioned steel deck generally 30 by 30 in. (760 by 760 mm),
second.
actuated by an electromagnetic vibrator of the solid-impact
6.10.2 Electronic Displacement Transducer—The displace-
type with a net mass over 45 kg.The table shall be mounted to
ment transducer must be accurate to 0.0005 in. (0.015 mm).
a concrete floor or slab having a mass of greater than 450 kg.
6.9.1.2 Eccentric or Cam-Driven Vibrating Table, conform- 6.10.3 Mount for Displacement Transducer—The displace-
ing to the requirements of 6.9. The mass required to support ment transducer must be mounted in such a way that the body
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NOTE 1—All plates shall be 0.50-in. (12.7-mm) thick steel.
NOTE 2—Top plates for weights may be torch-cut, but edges must be ground as smooth as practicable. Surcharge base plates must be machined to the
specified diameter.
NOTE 3—Hoisting handles shall have the same shape as the surcharge base plate handle (see Fig. 4 (b)).
3 3
Size Mold, ft (cm ) D, in. (mm) H, in. (mm) Standard Pipe, in. (mm) Total Weight Required, lb (kg)
0.100 (2830) 5.94 (151) 6.0 (150) 4.0 (100) 56.5 ± 0.5 (25.6± 0.2)
0.500(14 200) 10.88 (276) 9.0 (230) 10 (250) 190±2(86.2±0.9)
FIG. 5 Circular Surcharge Weight and Base Plate
A
TABLE 1 Required Mass of Specimen
considered acceptable. Suitable hearing-protection devices
Maximum Particle Size Mass of Specimen Size of Mold to be
shallbeusedinareaswheresuchconditionsareknowntoexist
3 3
(100 % Passing) in. (mm) Required, (kg) Used, ft (cm )
or where acoustic monitoring surveys have not been con-
3 (75) 34 0.500(14 200)
ducted.Inaddition,testingpersonnelshouldalsoadheretoany
1 ⁄2 (38.1) 34 0.500(14 200)
3 additional personal safety requirements in accordance with
⁄4 (19.0) or less 11 0.100 (2830)
A
individual laboratory policies.
The mass of the sample should be at least two (preferably four) times these
values, since normally the wet and dry method is performed and more than one
trial is done in the dry method preferably using non-tested soil (see 11.1.11).
8. Sampling and Test Specimen
8.1 Priortotesting,thesampleshouldbestoredinamanner
to prevent freezing, contamination with other matter, loss of
soil, or loss of identification.
of the transducer is stationary during the calibration and the
transducer is measuring the displacement at the top of the
8.2 The required size (mass) of the test specimen and mold
mold.
is a function of the maximum particle size contained in the
sample and the particle-size distribution (gradation) of the
7. Precautions
sample (see Table 1).
7.1 Safety Precautions—Use of vibratory tables in certain 8.2.1 Using a visual method or Test Method D6913 (de-
acoustic environments may produce noise levels above those pending upon the complexity of the gradation of the sample
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andoperatorexperience),determinethemaximumparticlesize thevibratingtableshouldbecalibratedafteranyevent(includ-
and the percentage of particles passing the No. 200 (75-µm) in
...