ASTM D5030/D5030M-21

Standard Test Methods for Density of In-Place Soil and Rock Materials by the Water Replacement Method in a Test Pit

SIGNIFICANCE AND USE
5.1 These test methods can be used to determine the in-place density of compacted soil and rock materials in construction of earth embankments, road fills, and structure backfill. For construction control, the test methods can be used as the basis for acceptance of material compacted to a specified density or to a percentage of a maximum density determined by a standard laboratory compaction test method such as determined from Test Methods D698 or D1557, subject to the limitations discussed in 1.4.  
5.2 These test methods can be used to determine in-place density of natural soil deposits, aggregates, soil mixtures, or other similar material.
Note 1: The quality of the result produced by these test methods are dependent on the competence of the personnel performing them 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 these test methods are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
SCOPE
1.1 These test methods cover the determination of the in-place density of soil and rock materials using water to fill a lined test pit to determine the volume of the test pit. The use of the word “rock” in these test methods is used to imply that the material being tested will typically only contain particles larger than 3 in. [75 mm].  
1.2 These test methods are best suited for test pits with a volume between approximately 3 and 100 ft3  [0.08 and 3 m3]. In general, the materials tested would have maximum particle sizes over 5 in. [125 mm]. These test methods may be used for larger sized excavations if desirable.  
1.2.1 This procedure is usually performed using circular metal templates with inside diameters of 3 ft [0.9 m] or more. Other shapes or materials may be used providing they meet the requirements of these test methods and the guidelines given in Annex A1 for the minimum volume of the test pit.  
1.2.2 Test Method D4914 may be used as an alternative method. Its use, however, is usually only practical for volume determination of test pits between approximately 1 and 6 ft3  [0.03 and 0.2 m3].  
1.2.3 Test Method D1556 or Test Method D2167 is usually used to determine the volume of test holes smaller than 1 ft3  [0.03 m3].  
1.3 The two procedures are described as follows:  
1.3.1 Procedure A—In-Place Density and Density of Total Material (Section 12).  
1.3.2 Procedure B—In-Place Density and Density of Control Fraction (Section 13).  
1.4 Selection of Procedure:  
1.4.1 Procedure A is used when the in-place density of the total material is to be determined. Procedure A can also be used to determine percent compaction or percent relative density when the maximum particle size present in the in-place material being tested does not exceed the maximum particle size allowed in the laboratory compaction test (Test Methods D698, D1557, D4253, D4254, and D7382). For Test Methods D698 and D1557 only, the density determined in the laboratory compaction test may be corrected for larger particle sizes in accordance with, and subject to the limitations of, Practice D4718.  
1.4.2 Procedure B is used when percent compaction or percent relative density is to be determined and the in-place material contains particles larger than the maximum particle size allowed in the laboratory compaction test methods previously described or when Practice D4718 is not applicable for the laboratory compaction test method. Then, the material is considered to consist of two fractions, or portions. The material obtained from the in-place density test is physically divided into a control fraction and an oversize fraction based on a designated sieve size. The density of the control fraction is calculated and ...

General Information

• Status: Published
• Publication Date: 14-May-2021
• ICS: 93.020 - Earthworks. Excavations. Foundation construction. Underground works
• Technical Committee: D18 - Soil and Rock
• Drafting Committee: D18.08 - Special and Construction Control Tests

Relations

• 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 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 F2362-03(2019) - Standard Specification for Temperature Monitoring Equipment
• Effective Date: 01-Dec-2019
• 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 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 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 D4253-16e1 - Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table
• Effective Date: 01-Mar-2016
• Refers: ASTM D2167-15 - Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method (Withdrawn 2024)
• Effective Date: 01-Jul-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 D4253-14 - Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table
• Effective Date: 15-Dec-2014
• Refers: ASTM D653-14 - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Aug-2014
• Refers: ASTM F2362-03(2013) - Standard Specification for Temperature Monitoring Equipment
• Effective Date: 01-Oct-2013
• Refers: ASTM C138/C138M-13a - Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete
• Effective Date: 01-Oct-2013

Overview

ASTM D5030/D5030M-21, issued by ASTM International, provides standard test methods for determining the in-place density of soil and rock materials using the water replacement method in a test pit. This method is essential in the construction and geotechnical engineering sectors for quality control, especially in the construction of earth embankments, road fills, and structural backfill. The test offers a reliable approach for assessing the compaction and density of coarse materials in the field where other methods may not be practical due to particle size or site conditions.

Key Topics

• Purpose: The standard details procedures to quantify the in-place density of soils and rock materials, ensuring construction materials meet specified compaction criteria.
• Applicability: Suited for materials with larger particles (generally over 5 in. [125 mm]) and suitable for test pits with volumes between approximately 3 and 100 ft³ [0.08 and 3 m³].
• Procedures:
  • Procedure A measures the density of all material in the test pit.
  • Procedure B analyzes only the "control fraction," excluding oversized particles, which is helpful when field materials exceed the maximum particle size allowed in laboratory compaction tests.
• Test Method: The method involves excavating a test pit, lining it to prevent water loss, and measuring the volume displaced by water to calculate the density based on the mass of excavated material.
• Precision and Limitations: Results depend on tester competence, equipment fitness, and adherence to best practices. The method is generally limited to stable, unsaturated soils or rock above the groundwater table.

Applications

• Construction Quality Control: Commonly used for acceptance of in-place compaction in earthworks such as embankments, highways, or backfill behind structures.
• Geotechnical Investigations: Useful in evaluating the density of natural soil deposits, aggregates, or soil mixtures, supporting informed design and construction decisions.
• Coarse Materials Testing: Particularly valuable for on-site density verification in materials containing large aggregates, where sand cone or balloon methods are inadequate.
• Regulatory Compliance: Supports adherence to compaction specifications drawn from laboratory benchmarks (e.g., ASTM D698 or D1557) and helps verify that earthwork operations meet project and safety requirements.

Related Standards

Professionals often reference ASTM D5030/D5030M-21 in conjunction with related ASTM standards for compaction and density testing, including:

• ASTM D698: Laboratory compaction characteristics of soil using standard effort.
• ASTM D1557: Laboratory compaction characteristics of soil using modified effort.
• ASTM D4914: Density of soil and rock in place by the sand replacement method in a test pit.
• ASTM D1556: Density and unit weight of soil in place by sand-cone method.
• ASTM D2167: Density and unit weight of soil in place by the rubber balloon method.
• ASTM D3740: Practice for minimum requirements for agencies engaged in testing and/or inspection of soil and rock.
• ASTM D4718: Correction of unit weight and water content for soils containing oversize particles.
• ASTM D2216: Laboratory determination of water content in soils and rock.

Practical Value

Using ASTM D5030/D5030M-21 enhances the reliability and consistency of density measurements in challenging field conditions, particularly in projects involving coarse, heterogeneous materials. By standardizing how in-place density is determined in large or irregular test pits, this method helps reduce construction risks and ensures compliance with engineering design specifications. Following this standard supports high-quality earthworks, optimizes resource utilization, and helps maintain structural integrity in critical infrastructure projects.

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Keywords: ASTM D5030, water replacement method, in-place soil density, test pit, rock materials, construction compaction control, field density testing, geotechnical standards, coarse material testing

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: D5030/D5030M − 21
Standard Test Methods for
Density of In-Place Soil and Rock Materials by the Water
Replacement Method in a Test Pit
This standard is issued under the fixed designation D5030/D5030M; the number immediately following the designation indicates the
year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last
reapproval. A superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope* size allowed in the laboratory compaction test (Test Methods
D698, D1557, D4253, D4254, and D7382). For Test Methods
1.1 These test methods cover the determination of the
D698andD1557only,thedensitydeterminedinthelaboratory
in-place density of soil and rock materials using water to fill a
compaction test may be corrected for larger particle sizes in
lined test pit to determine the volume of the test pit.The use of
accordance with, and subject to the limitations of, Practice
the word “rock” in these test methods is used to imply that the
D4718.
materialbeingtestedwilltypicallyonlycontainparticleslarger
1.4.2 Procedure B is used when percent compaction or
than 3 in. [75 mm].
percent relative density is to be determined and the in-place
1.2 These test methods are best suited for test pits with a
material contains particles larger than the maximum particle
3 3
volume between approximately 3 and 100 ft [0.08 and 3 m ].
size allowed in the laboratory compaction test methods previ-
In general, the materials tested would have maximum particle
ously described or when Practice D4718 is not applicable for
sizes over 5 in. [125 mm]. These test methods may be used for
the laboratory compaction test method. Then, the material is
larger sized excavations if desirable.
consideredtoconsistoftwofractions,orportions.Thematerial
1.2.1 This procedure is usually performed using circular
obtained from the in-place density test is physically divided
metal templates with inside diameters of 3 ft [0.9 m] or more.
into a control fraction and an oversize fraction based on a
Other shapes or materials may be used providing they meet the
designated sieve size. The density of the control fraction is
requirements of these test methods and the guidelines given in
calculated and compared with the density(ies) established by
Annex A1 for the minimum volume of the test pit.
the laboratory compaction test method(s).
1.2.2 Test Method D4914 may be used as an alternative
1.4.3 Often, the control fraction is the minus No. 4 [4.75-
method. Its use, however, is usually only practical for volume
mm] sieve size material for cohesive or nonfree-draining
determination of test pits between approximately 1 and 6 ft
materials and the minus 3-in. [75-mm] sieve size material for
[0.03 and 0.2 m ].
cohesionless, free-draining materials.While other sizes may be
1.2.3 Test Method D1556 or Test Method D2167 is usually
3 3
used for the control fraction such as ⁄8, ⁄4-in. [9.5, 19-mm],
used to determine the volume of test holes smaller than 1 ft
these test methods have been prepared using only the No. 4
[0.03 m ].
[4.75-mm] and the 3-in. [75-mm] sieve sizes for clarity.
1.3 The two procedures are described as follows:
1.5 Any soil and rock material can be tested, provided that
1.3.1 Procedure A—In-Place Density and Density of Total
the material being tested has sufficient cohesion or particle
Material (Section 12).
attractiontomaintainstablesidewallsduringexcavationofthe
1.3.2 Procedure B—In-Place Density and Density of Con-
test pit and through completion of this test. It should also be
trol Fraction (Section 13).
firmenoughnottodeformorsloughduetotheminorpressures
exerted while digging the hole and filling it with water.
1.4 Selection of Procedure:
1.4.1 Procedure A is used when the in-place density of the
1.6 These test methods are generally limited to material in
totalmaterialistobedetermined.ProcedureAcanalsobeused
an unsaturated or partially saturated condition above the
to determine percent compaction or percent relative density
ground water table and is not recommended for materials that
when the maximum particle size present in the in-place
are soft or friable (crumble easily) or in a moisture condition
material being tested does not exceed the maximum particle
such that water seeps into the excavated hole. The accuracy of
the test may be affected for materials that deform easily or that
may undergo volume change in the excavated hole from
These test methods are under the jurisdiction ofASTM Committee D18 on Soil
standing or walking near the hole while performing the test.
and Rock and is the direct responsibility of Subcommittee D18.08 on Special and
Construction Control Tests.
1.7 Units—The values stated in either inch-pound units or
Current edition approved May 15, 2021. Published June 2021. Originally
SI units [presented in brackets] are to be regarded separately as
approved in 1989. Last previous edition approved in 2013 as D5030 – 13a. DOI:
10.1520/D5030_D5030M-21. standard. The values stated in each system may not be exact
*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
D5030/D5030M − 21
equivalents;therefore,eachsystemshallbeusedindependently C566 Test Method forTotal Evaporable Moisture Content of
of the other. Combining values from the two systems may Aggregate by Drying
result in non-conformance with the standard. D653 Terminology Relating to Soil, Rock, and Contained
1.7.1 The gravitational system of inch-pound units is used Fluids
when dealing with inch-pound units. In this system, the pound D698 Test Methods for Laboratory Compaction Character-
(lbf) represents a unit of force (weight), while the unit for mass istics of Soil Using Standard Effort (12,400 ft-lbf/ft (600
is slugs. The slug unit is not given, unless dynamic (F=ma) kN-m/m ))
calculations are involved. D1556 Test Method for Density and Unit Weight of Soil in
1.7.2 In the engineering profession, it is customary practice Place by Sand-Cone Method
touse,interchangeably,unitsrepresentingbothmassandforce, D1557 Test Methods for Laboratory Compaction Character-
unless dynamic calculations (F=ma) are involved. 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 ))
absolute system and the gravimetric system. It is scientifically D2167 Test Method for Density and Unit Weight of Soil in
undesirable to combine the use of two separate systems within Place by the Rubber Balloon Method
a single standard. These test methods have been written using D2216 Test Methods for Laboratory Determination of Water
inch-pound units (absolute system) where the pound (lbm) (Moisture) Content of Soil and Rock by Mass
represents a unit of mass; however, conversions are given in D3740 Practice for Minimum Requirements for Agencies
the SI system. The use of balances or scales recording pounds Engaged in Testing and/or Inspection of Soil and Rock as
of weight (lbf), or the recording of density in lbf/ft should not Used in Engineering Design and Construction
be regarded as nonconformance with this standard. D4253 Test Methods for Maximum Index Density and Unit
Weight of Soils Using a Vibratory Table
1.8 All observed and calculated values shall conform to the
D4254 Test Methods for Minimum Index Density and Unit
guidelines for significant digits and rounding established in
Weight of Soils and Calculation of Relative Density
Practice D6026, unless superseded by this test method.
D4718 Practice for Correction of Unit Weight and Water
1.8.1 Theproceduresusedtospecifyhowdataarecollected,
Content for Soils Containing Oversize Particles
recorded or calculated in this standard are regarded as the
D4753 Guide for Evaluating, Selecting, and Specifying Bal-
industry standard. In addition, they are representative of the
ances and Standard Masses for Use in Soil, Rock, and
significant digits that generally should be retained. The proce-
Construction Materials Testing
dures used do not consider material variation, purpose for
D4914 Test Methods for Density of Soil and Rock in Place
obtaining the data, special purpose studies, or any consider-
by the Sand Replacement Method in a Test Pit
ations for the user’s objectives; it is common practice to
D6026 Practice for Using Significant Digits in Geotechnical
increase or reduce significant digits of reported data to be
Data
commensuratewiththeseconsiderations.Itisbeyondthescope
D7382 Test Methods for Determination of Maximum Dry
of this standard to consider significant digits used in analysis
Unit Weight of Granular Soils Using a Vibrating Hammer
methods for engineering data.
E11 Specification for Woven Wire Test Sieve Cloth and Test
1.9 This standard does not purport to address all of the
Sieves
safety concerns, if any, associated with its use. It is the
F2362 Specification for Temperature Monitoring Equipment
responsibility of the user of this standard to establish appro-
priate safety, health, and environmental practices and deter-
3. Terminology
mine the applicability of regulatory limitations prior to use.
3.1 For definitions of common technical terms used in this
For a specific hazard statement, see Section 9.
standard, refer to Terminology D653.
1.10 This international standard was developed in accor-
3.2 Definitions of Terms Specific to This Standard:
dance with internationally recognized principles on standard-
3.2.1 control fraction, n—the portion of a soil sample
ization established in the Decision on Principles for the
consisting of particles smaller than a designated sieve size.
Development of International Standards, Guides and Recom-
3.2.1.1 Discussion—This fraction is used to compare in-
mendations issued by the World Trade Organization Technical
place densities with densities obtained from standard labora-
Barriers to Trade (TBT) Committee.
tory compaction test methods. The control sieve size depends
2. Referenced Documents on the laboratory test used.
3.2.2 oversize particles, n—the portion of a soil sample
2.1 ASTM Standards:
C127 Test Method for Relative Density (Specific Gravity) consisting of the particles larger than a designated sieve size.
3.2.2.1 Discussion—This designated sieve size is often the
and Absorption of Coarse Aggregate
C138/C138M Test Method for Density (Unit Weight),Yield, same sieve size used to determine the control fraction.
and Air Content (Gravimetric) of Concrete
4. Summary of Test Method
4.1 The ground surface at the test location is prepared and a
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
template (metal ring) is placed and fixed into position. A liner
contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM
is laid in the template and the volume of the space between a
Standards volume information, refer to the standard’s Document Summary page on
the ASTM website. selected level within the template and the ground surface is
D5030/D5030M − 21
determined by filling the space with water. The mass or the 7.2 Balance or Scale, a balance (or scale) to determine
volume of the water required to fill the template to the selected water content of minus No. 4 material having a minimum
level is determined and the water and liner removed. Material capacity of about 2 lbm [1000 g] and meeting the requirements
from within the boundaries of the template is excavated, of Specification D4753 for a balance of 0.001 lb [0.1 g]
forming a pit. A liner is placed in the test pit and template, readability.
water is poured into the pit and template up to the selected
7.3 Drying Oven, thermostatically controlled, preferably of
level; the mass or volume of the water within the pit and
the forced-draft type, and capable of maintaining a uniform
template and, subsequently, the volume of the hole are deter-
temperature of 110 6 5°C throughout the drying chamber, in
mined. The wet density of the in-place material is calculated
accordance with Test Methods D2216.
from the mass of material removed and the measured volume
7.4 Sieves, No. 4 sieve [4.75-mm] and 3-in. [75-mm],
of the test pit. The water content of the material is determined,
conforming to the requirements of Specification E11.
and the dry density of the in-place material is calculated.
7.5 Thermometer, use of electrical thermocouples or ther-
4.2 The density of a control fraction of the material can be
moresistive devices (Specification F2362) are required with
determinedbysubtractingthemassandvolumeofanyoversize
readability to four significant digits.
particles from the initial values and recalculating the density.
7.6 Metal Template, a circular template to serve as a pattern
5. Significance and Use
for the excavation. Template dimensions, shapes, and material
may vary according to the size of the test pit to be excavated.
5.1 These test methods can be used to determine the
The template must be rigid enough not to deflect or bend.
in-place density of compacted soil and rock materials in
construction of earth embankments, road fills, and structure
NOTE2—ThetemplateshowninFig.1representsadesignthathasbeen
backfill. For construction control, the test methods can be used
found suitable for this purpose.
asthebasisforacceptanceofmaterialcompactedtoaspecified
7.6.1 Since it may be difficult to place the template exactly
densityortoapercentageofamaximumdensitydeterminedby
level on the soil surface, particularly with 6-ft [1.8-m] and
a standard laboratory compaction test method such as deter-
larger diameter rings, the height of the template should
mined from Test Methods D698 or D1557, subject to the
accommodate a slope of approximately 5 %. Since the water
limitations discussed in 1.4.
level is kept below the top of the template during testing, it is
5.2 These test methods can be used to determine in-place not necessary that the template be level. The top of the ring
density of natural soil deposits, aggregates, soil mixtures, or must be high enough to prevent any loss of water due to wave
other similar material. action caused by wind.
7.7 Liners—Material used to line the excavation and retain
NOTE 1—The quality of the result produced by these test methods are
dependent on the competence of the personnel performing them and the
the test water should be approximately 4 to 6 mil [100 to 150
suitability of the equipment and facilities used. Agencies that meet the
µm] thick. Two pieces, each large enough to line the test pit
criteria of Practice D3740 are generally considered capable of competent
prior to and after excavation, with about 3 ft [1 m] extending
and objective testing/sampling/inspection/etc. Users of these test methods
beyond the outside of the template in both cases. Any type of
are cautioned that compliance with Practice D3740 does not in itself
assure reliable results. Reliable results depend on many factors; Practice
D3740 provides a means of evaluating some of those factors.
6. Interferences
6.1 Because it is possible to observe lower densities in soil
androckmaterialscreatedbyparticleinterference(seePractice
D4718), the percent compaction of the control fraction should
not be assumed to represent the percent compaction of the total
material in the field.
6.2 A very careful assessment must be made as to whether
or not the volume determined is representative of the in-place
condition when this test method is used for clean, relatively
uniform-sized particles 3 in. [75 mm] and larger. The distur-
bance during excavation, due to lack of cohesion, and the void
spaces between particles spanned by the liner may affect the
measurement of the volume of the test pit.
7. Apparatus
7.1 Balance or Scale, having a capacity and readability
appropriate to the mass and procedural techniques for the
specific test pit dimensions within the range of 3 to 100 ft
[0.08 to 3 m ] volume and meeting the requirements of
FIG. 1 A 6-ft [1.8-m] Diameter Metal Ring for Determining In-
Specification D4753. Place Density
D5030/D5030M − 21
material, plastic sheeting, etc. can be used as long as it is 10.3 The test area and equipment must be suitably protected
impervious and flexible enough to conform to the ground during periods of inclement weather such as rain, snowfall, or
surface. A transparent liner will help facilitate the detection of high wind. If the in-place water content value is required, it
leaks during the test. may be necessary to protect the area from direct sunlight.
7.8 Water-Measuring Device—Asystem including a storage 10.4 Numerous containers may be required during perfor-
container, delivery hoses or piping, and a water meter, scale, or mance of these test methods. All containers must be properly
other suitable device used for the measurement of the test labeled.
water. Water may be measured by mass or by volume. The
10.5 The total mass of the water, or soil sample, or both,
equipment must be capable of controlling the delivery of the
may exceed the capacity of the scale used, requiring cumula-
water so that any inaccuracies in filling and measuring do not
tive determinations of mass. Care must be taken to make sure
exceed 61 % of the total mass or volume of water delivered.
that the total mass is properly determined.
7.9 Water-Level Reference Indicator—A water-level refer-
11. Calibration and Standardization
ence must be established so that the water level in the template
is the same for the two volume determinations. A hook gage
11.1 If the volume of water used is determined with a
may be the simplest and most practical, although any device
water-measuring device containing a water meter, the device
such as a rod with a pointed end that can be fastened to the
must be calibrated to meet the requirements of 7.8.
template, a carpenter’s level and scale, a carpenter’s scale on a
12. Procedure A—In-Place Density of Total Material
beam across the template, or other similar arrangement or
device may be used. Whichever method is employed, the
12.1 Procedure A is used to determine a total density (see
device must be able to be removed and replaced so that the
1.4). Practice D6026 requires that all measurements and
reference water level is measured at the exact same location.
calculations must be recorded to a minimum of four significant
digits.
7.10 Siphon Hose, Pump, Buckets, Hoses, or other suitable
equipment to move water to and from the template or pit, or
12.2 Determinetherecommendedsamplevolumeandselect
both, and any storage container or reservoir.
the appropriate template for the anticipated soil gradation in
accordance with information in Annex A1. Assemble the
7.11 Miscellaneous Equipment, sandbags used to prevent
remainder of the required equipment.
movement of the template during the test; shovels, picks,
chisels, bars, knives, and spoons for digging test pit; buckets or
12.3 Determine the mass of each combination of empty
seamless cans with lids, drums, barrels, or other suitable
container, lid, and container liner (if used) that will contain the
containers for retaining the test specimen without water
excavated material. Number the containers and mark as to use.
change; cloth for collecting excess/dropped soil; assorted pans
Write the mass on the container or prepare a separate list.
and porcelain dishes suitable for drying water content speci-
12.4 Determine the quantity of water to be used. The
mens; boards, planks, to serve as a work platform when testing
volumeoftheexcavatedtestpitisdeterminedbyfillingthetest
soils that may flow or deform; hoists, slings, chains, and other
pit with water and either the mass or volume of the water is
suitable equipment that may be required to handle heavy loads;
measured. Measuring the mass of water used is usually only
surveyor’s level and rod or other suitable equipment for
practical for 3 to 4-ft [1 to 1.3-m] diameter rings. If the mass
checking the slope on the template in place; duct tape or
of water is measured, follow 12.4.1. If the volume of water is
mortar, or both, used to prevent tearing of the plastic sheeting
measured, follow 12.4.2.
by sharp rock fragments.
12.4.1 If the mass of water used is measured, containers of
water must be prepared with the mass of water determined
8. Reagents and Water
beforeandafterthetest.Fortestpitswithvolumesof3to6ft ,
8.1 Use clean potable water.
[0.08 to 0.2 m ], use containers such as hand-held buckets so
the mass can be determined on a balance or scale of the type
9. Safety Hazards normally found in a laboratory. Larger test pit volumes can be
measured using water contained in tanks or large drums if
9.1 Thesetestmethodsinvolvehandlingheavyloads,which
equipment, such as a hoist and a suitable scale, is available to
may introduce pinching or crushing hazards.
determine the mass.
12.4.1.1 Two sets of water and containers are necessary.
10. Technical Hazards
Determining the volume of the test pit requires two separate
10.1 Materials that may flow or deform during the test must
determinationsofthemassofwaterto:(a)measurethemassof
be identified and appropriate precautions taken.
water used to fill the space between the soil surface (before the
10.2 Errors may arise in the computed density of material test pit is excavated) and a water-level reference in the
due to the influence of excessive moisture in the material. template; and (b) measure the mass of water used to fill the test
These errors may be significant in materials with high perme- pit up to the same water-level reference. The difference
ability such as sands and gravels where the bottom of the test between the two masses gives the mass of water in the test pit.
hole is close to or below the water table.The buoyant forces of 12.4.1.2 Estimate the mass of water (and the number of
free water beneath or behind the liner may adversely affect the containers) required to fill the template. The estimated mass
volume determination. may be calculated by multiplying the template volume by the
D5030/D5030M − 21
densityofwater.Numberthecontainerstobeusedandmarkas suitable material, provided that this material is not subse-
to use, for example “template correction.” Fill the containers quently excavated as part of the material removed from the test
with water, and determine and record the mass of the contain- pit.
ers and water. 12.7.3 Inspect the surface within the template. If necessary,
cover any sharp edges with duct tape or other suitable material
12.4.1.3 From the anticipated volume of the test pit, esti-
to prevent tearing or puncturing of the liner.
mate the mass of water required to fill the test pit. The
estimated mass of water to be used for the test pit may be
12.8 Determine the volume of the space between the soil
calculated by multiplying the anticipated volume of the test pit
surface and the water-level reference.
by the density of water and then adding to it the mass of water
12.8.1 Irregularities of the soil surface within the template
calculated in 12.4.1.2. Increase this amount by about 25 % to
must be taken into account. To do this, determine the volume
make sure that a sufficient supply of water is available at the
of water required to fill the space between the soil surface and
site. Determine the number of containers required, number
the water-level reference.
them, and mark as to use, for example, “test pit.” Fill the
12.8.2 Place the liner over the template, and shape it by
containers with water, and determine and record the mass of
hand to conform to the irregular in-place material surface and
the containers and water. Proceed to 12.5.
the template. The liner should extend approximately 3 ft [1 m]
12.4.2 If the volume of water used is measured, use a
outside the template. The liner should not be stretched too taut
water-measuring device to measure the volume of water used
or contain excessive folds or wrinkles (see Fig. 2).
from a water truck, a large water reservoir, or large containers
12.8.3 Assemble the equipment for the water-level refer-
of water. The water-measuring device must meet the require-
ence indicator. The water-level reference may be set after the
ments of 7.8.
water in the template reaches a practical level.
12.4.2.1 Two separate determinations of volume are neces-
12.8.4 If the volume of water is being measured, set the
sary to: (a) measure the volume of water to fill the space
water-measuring device indicator to zero or record the initial
between the soil surface (before the test pit is excavated) and
reading of the indicator. Pour the water from the containers or
a water-level reference in the template; and (b) measure the
discharge the water from the water reservoir into the template
volume of water used to fill the test pit up to the same
until the water level reaches a practical level. The slope of the
water-level reference in the template. The difference between
template and any possible wave action must be considered to
the two volumes gives the volume of water in the test pit.
prevent losing any water. Set the water-level reference indica-
12.4.2.2 The approximate volume of water required equals
tor (see Fig. 3). If the volume of water is being measured,
the anticipated volume of the test pit plus twice the calculated
record the final reading of the water-measuring device. If the
volume of the template. Increase this amount by about 25 % to
mass of water is being measured, save the remaining water for
make sure that a sufficient supply of water is available at the
a subsequent determination of mass.
site. If containers are used, determine the number required and
12.8.4.1 Inspect for water leakage by looking for bubbles,
fill the containers with water; otherwise, fill the water truck or
observing the water level over an appropriate time. If the liner
water reservoir with sufficient water.
is transparent, look for darker areas in the in-place material
surface indicating saturation from the test water. If water
12.5 Select a representative area for the test, avoiding
leakage is present, quickly vacate water from the template to
locations where removal of large particles would undermine
the template.
12.6 Preparation of the Surface Area to be Tested:
12.6.1 Remove all loose material from an area large enough
on which to place the template. Prepare the exposed surface so
that it is a firm, reasonably level plane.
12.6.2 Personnel should not step on or around the area
selected for testing. Provide a working platform when testing
materials which may flow or deform.
12.7 Placing and Seating the Template on the Prepared
Surface:
12.7.1 Firmly seat the template to avoid movement of the
template while the test is performed. The use of nails, weights,
or other means may be necessary to maintain the position.
Check the elevation at several locations on the template. Since
the water-level reference is kept below the top of the template,
it is not necessary that the template be exactly level, but the
slope of the template should not exceed 5 %.
12.7.2 Remove any material loosened while placing and
seating the template, taking care to minimize any void space
under the template. If necessary, voids under the template may
FIG. 2 Plastic Liner Placed in Preparation for the Initial Volume
be filled using plastic soil, molding clay, mortar, or other Determination
D5030/D5030M − 21
12.9.5 Continue the excavation to the required depth as
outlinedinAnnexA1,carefullyremovinganymaterialthathas
been compacted or loosened in the process.
12.9.5.1 If during excavation of material from within the
test pit, a particle (or particles) is found that is about 1 ⁄2 times,
or more, larger than the maximum particle size used to
establish the dimensions and minimum volume of the test pit
(see Annex A1), set the particle(s) aside and mark appropri-
ately. The mass and volume of the particle(s) must be deter-
minedandsubtractedfromthemassandvolumeofthematerial
removed from the test pit. Consider the larger particle(s) as
“oversize,” and follow the procedure outlined in Section 13
except that the “total” density, which would include the larger
particle(s), need not be calculated. The “control fraction”
valuesdeterminedthenbecomethevaluesforthetotalmaterial
from the test pit.
12.9.5.2 If enough of these particles are found so that their
mass is determined to be about 5 % or more of the total mass
of the excavated material, repeat the test with a larger test pit
in accordance with the guidelines in Annex A1.
12.9.6 The sides of the pit should be as close to vertical as
FIG. 3 Measuring the Water-Level Reference with a Carpenter’s
practical but will, out of necessity, slope inward (see Fig. 4).
Square
Materials that do not exhibit much cohesion will result in a
more conically shaped test pit.
12.9.7 The profile of the finished pit must be such that the
water will completely fill the excavation. The sides of the test
avoidartificialsaturationofthein-placematerials.Ifleakageis pit should be as smooth as possible and free of pockets or
excessive, the test area shall be abandoned. overhangs.
12.8.5 Make appropriate markings so that the water-level 12.9.8 The bottom of the test pit must be cleaned of all
indicatorcanbeplacedintheidenticalpositionandatthesame loosened material.
elevation following excavation of the test pit. Disassemble the 12.9.9 Inspect the surface of the material within the tem-
water-level reference indicator. plate. Cover any sharp edges with duct tape or other suitable
12.8.6 Remove the water in the template, and remove the material to prevent tearing or puncture of the liner. Mortar, or
othersuitablematerial,maybeusedtofillrecessestoeliminate
liner. Care must be taken to prevent any test water from
sharp edges, overhangs, or pockets that cannot be smoothed or
reaching the in-place material being tested.
eliminated.The volume of the material used must be able to be
12.9 Excavating the Test Pit:
determined and provisions to do this made accordingly.
12.9.1 Using hand tools (shovel, chisel, knife, bar), exca-
vate the center portion of the test pit. Use of heavy equipment,
such as a backhoe or a mechanical or hydraulic hoist, may be
required to remove large particles.
12.9.1.1 Do not permit the movement of heavy equipment
in the area of the test if deformation of the material within the
test pit may occur.
12.9.2 Place all material removed from the test pit in the
container(s).Caremustbetakentopreventlosinganymaterial.
NOTE 3—For the smaller size templates where the containers for the
material may be outside the template, a cloth or plastic sheet may be
placed under the containers to facilitate locating and collecting any loose
material that needs to be retained.
12.9.3 Keep container(s) covered when not in use to avoid
...

This document is not an ASTM standard and is intended only to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Because
it may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current version
of the standard as published by ASTM is to be considered the official document.
Designation: D5030/D5030M − 13a D5030/D5030M − 21
Standard Test Methods for
Density of In-Place Soil and Rock in Place Materials by the
Water Replacement Method in a Test Pit
This standard is issued under the fixed designation D5030/D5030M; the number immediately following the designation indicates the
year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last
reapproval. A superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope*
1.1 These test methods cover the determination of the in-place density of soil and rock materials using water to fill a lined test
pit to determine the volume of the test pit. The use of the word “rock” in these test methods is used to imply that the material being
tested will typically only contain particles larger than 3 in. [75 mm].
3 3
1.2 These test methods are best suited for test pits with a volume between approximately 3 and 100 ft [0.08 and 2.833 m ]. In
general, the materials tested would have maximum particle sizes over 5 in. [125 mm]. These test methods may be used for larger
sized excavations if desirable.
1.2.1 This procedure is usually performed using circular metal templates with inside diameters of 3 ft [0.9 m] or more. Other
shapes or materials may be used providing they meet the requirements of these test methods and the guidelines given in Annex
A1 for the minimum volume of the test pit.
1.2.2 Test Method D4914 may be used as an alternative method. Its use, however, is usually only practical for volume
3 3
determination of test pits between approximately 1 and 6 ft [0.03 and 0.170.2 m ].
3 3
1.2.3 Test Method D1556 or Test Method D2167 is usually used to determine the volume of test holes smaller than 1 ft [0.03 m ].
1.3 The two procedures are described as follows:
1.3.1 Procedure A—In-Place Density and Density of Total Material (Section 12).
1.3.2 Procedure B—In-Place Density and Density of Control Fraction (Section 13).
1.4 Selection of Procedure:
1.4.1 Procedure A is used when the in-place density of the total material is to be determined. Procedure A can also be used to
determine percent compaction or percent relative density when the maximum particle size present in the in-place material being
tested does not exceed the maximum particle size allowed in the laboratory compaction test (Test Methods D698, D1557, D4253,
D4254, D4564, and D7382). For Test Methods D698 and D1557 only, the density determined in the laboratory compaction test
may be corrected for larger particle sizes in accordance with, and subject to the limitations of, Practice D4718.
These test methods are under the jurisdiction of ASTM Committee D18 on Soil and Rock and is the direct responsibility of Subcommittee D18.08 on Special and
Construction Control Tests.
Current edition approved Nov. 15, 2013May 15, 2021. Published December 2013June 2021. Originally approved in 1989. Last previous edition approved in 2013 as D5030
– 13.13a. DOI: 10.1520/D5030_D5030M-13A.10.1520/D5030_D5030M-21.
*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
D5030/D5030M − 21
1.4.2 Procedure B is used when percent compaction or percent relative density is to be determined and the in-place material
contains particles larger than the maximum particle size allowed in the laboratory compaction test methods previously described
or when Practice D4718 is not applicable for the laboratory compaction test. Then test method. Then, the material is considered
to consist of two fractions, or portions. The material obtained from the in-place density test is physically divided into a control
fraction and an oversize fraction based on a designated sieve size. The density of the control fraction is calculated and compared
with the density(ies) established by the laboratory compaction test(s). test method(s).
1.4.3 Normally,Often, the control fraction is the minus No. 4 [4.75-mm] sieve size material for cohesive or nonfree-draining
materials and the minus 3-in. [75-mm] sieve size material for cohesionless, free-draining materials. While other sizes are may be
3 3
used for the control fraction such as ⁄8, ⁄4-in. [9.5, 19-mm], these test methods have been prepared using only the No. 4 [4.75-mm]
and the 3-in. [75-mm] sieve sizes for clarity.
1.5 Any soil and rock material can be tested, provided that the material being tested has sufficient cohesion or particle attraction
to maintain stable sides side walls during excavation of the test pit and through completion of this test. It should also be firm
enough not to deform or slough due to the minor pressures exerted inwhile digging the hole and filling it with water.
1.6 These test methods are generally limited to material in an unsaturated condition or partially saturated condition above the
ground water table and is not recommended for materials that are soft or friable (crumble easily) or in a moisture condition such
that water seeps into the excavated hole. The accuracy of the test may be affected for materials that deform easily or that may
undergo volume change in the excavated hole from standing or walking near the hole during while performing the test.
1.7 Units—The values stated in either inch-pound units or SI units [presented in brackets] 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 non-conformance with the standard.
1.7.1 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 slug unit is not given, unless dynamic (F(F = ma)ma)
calculations are involved.
1.7.2 In the engineering profession, it is customary practice to use, interchangeably, units representing both mass and force, unless
dynamic calculations (F = Ma)(F = ma) are involved. This implicitly combines two separate systems of units, that is, the absolute
system and the gravimetric system. It is scientifically undesirable to combine the use of two separate systems within a single
standard. These test methods have been written using inch-pound units (gravimetric(absolute system) where the pound (lbf)(lbm)
represents a unit of force (weight); mass; however, conversions are given in the SI system. The use of balances or scales recording
pounds of mass (lbm),weight (lbf), or the recording of density in lbm/ftlbf/ft should not be regarded as nonconformance with this
standard.
1.8 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice
D6026., unless superseded by this test method.
1.8.1 The procedures used to specify how data are collected, recorded or calculated in this standard are regarded as the industry
standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not
consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives;
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 analyticalanalysis methods for engineering design.data.
1.9 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 safety, health, and healthenvironmental practices and determine the
applicability of regulatory limitations prior to use. For a specific hazard statement, see Section 9.
1.10 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.
D5030/D5030M − 21
2. Referenced Documents
2.1 ASTM Standards:
C127 Test Method for Relative Density (Specific Gravity) and Absorption of Coarse Aggregate
C138/C138M Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete
C566 Test Method for Total Evaporable Moisture Content of Aggregate by Drying
D653 Terminology Relating to Soil, Rock, and Contained Fluids
3 3
D698 Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft (600 kN-m/m ))
D1556 Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method
D1557 Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft (2,700
kN-m/m ))
D2167 Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method
D2216 Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
D3740 Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in
Engineering Design and Construction
D4253 Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table
D4254 Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density
D4564 Test Method for Density and Unit Weight of Soil in Place by the Sleeve Method (Withdrawn 2013)
D4718 Practice for Correction of Unit Weight and Water Content for Soils Containing Oversize Particles
D4753 Guide for Evaluating, Selecting, and Specifying Balances and Standard Masses for Use in Soil, Rock, and Construction
Materials Testing
D4914 Test Methods for Density of Soil and Rock in Place by the Sand Replacement Method in a Test Pit
D6026 Practice for Using Significant Digits in Geotechnical Data
D7382 Test Methods for Determination of Maximum Dry Unit Weight of Granular Soils Using a Vibrating Hammer
E11 Specification for Woven Wire Test Sieve Cloth and Test Sieves
F2362 Specification for Temperature Monitoring Equipment
3. Terminology
3.1 Definitions—Except as follows For definitions of common technical terms used in 3.2, all definitions are in accordance with
this standard, refer to Terminology D653.
3.2 Definitions of Terms Specific to This Standard:
3.2.1 control fraction—fraction, n—the portion of a soil sample consisting of particles smaller than a designated sieve size.
3.2.1.1 Discussion—
This fraction is used to compare in-place densities with densities obtained from standard laboratory tests. compaction test methods.
The control sieve size depends on the laboratory test used.
3.2.2 oversize particles—particles, n—the portion of a soil sample consisting of the particles larger than a designated sieve size.
3.2.2.1 Discussion—
This designated sieve size is often the same sieve size used to determine the control fraction.
4. Summary of Test Method
4.1 The ground surface at the test location is prepared and a template (metal ring) is placed and fixed into position. A liner is laid
in the template and the volume of the space between a selected level within the template and the ground surface is determined by
filling the space with water. The mass or the volume of the water required to fill the template to the selected level is determined
and the water and liner removed. Material from within the boundaries of the template is excavated, forming a pit. A liner is placed
in the test pit and template, water is poured into the pit and template up to the selected level; the mass or volume of the water within
the pit and template and, subsequently, the volume of the hole are determined. The wet density of the in-place material is calculated
from the mass of material removed and the measured volume of the test pit. The water content is determinedof the material is
determined, and the dry density of the in-place material is calculated.
4.2 The density of a control fraction of the material can be determined by subtracting the mass and volume of any oversize
particles from the initial values and recalculating the density.
For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM Standards
volume information, refer to the standard’s Document Summary page on the ASTM website.
D5030/D5030M − 21
5. Significance and Use
5.1 These test methods are can be used to determine the in-place density of compacted soil and rock materials in construction of
earth embankments, road fills, and structure backfill. For construction control, the test methods can be used as the basis for
acceptance of material compacted to a specified density or to a percentage of a maximum density determined by a standard
laboratory compaction test method such as determined from Test Methods D698 or D1557, subject to the limitations discussed in
1.4.
5.2 These test methods can be used to determine in-place density of natural soil deposits, aggregates, soil mixtures, or other similar
material.
NOTE 1—The quality of the result produced by these test methods are dependent on the competence of the personnel performing them 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 these test methods are cautioned that compliance with Practice D3740 does not in itself assure reliable results.
Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
6. Interferences
6.1 Because of possible lower densities created when there is it is possible to observe lower densities in soil and rock materials
created by particle interference (see Practice D4718), the percent compaction of the control fraction should not be assumed to
represent the percent compaction of the total material in the field.
6.2 A very careful assessment must be made as to whether or not the volume determined is representative of the in-place condition
when this test method is used for clean, relatively uniform-sized particles 3 in. [75 mm] and larger. The disturbance during
excavation, due to lack of cohesion, and the void spaces between particles spanned by the liner may affect the measurement of the
volume of the test pit.
7. Apparatus
7.1 It is necessary to calculate density to at least three significant digits. Practice D6026 requires that all measurements be made
to four significant digits. Report any readability limitations in the apparatus used in Section 16.
7.1 Balance or Scale, having a capacity and readability appropriate to the mass and procedural techniques for the specific test pit
3 3
dimensions within the range of 3 to 100 ft [0.08 to 2.833 m ] volume and meeting the requirements of Specification D4753.
7.2 Balance or Scale—Scale, a balance (or scale) to determine water content of minus No. 4 material having a minimum capacity
of about 2 lbm [1000 g] and meeting the requirements of Specification D4753 for a balance of 0.001 lb [0.1 g] readability.
7.3 Drying Oven, thermostatically controlled, preferably of the forced-draft type, and capable of maintaining a uniform
temperature of 110 6 5°C throughout the drying chamber.chamber, in accordance with Test Methods D2216.
7.4 Sieves, No. 4 sieve [4.75-mm] and 3-in. [75-mm], conforming to the requirements of Specification E11.
7.5 Thermometer, use of electrical thermocouples or thermoresistive devices (Specification F2362) are required with readability
to four significant digits.
7.6 Metal Template—Template, a circular template to serve as a pattern for the excavation. Template dimensions, shapes, and
material may vary according to the size of the test pit to be excavated. The template must be rigid enough not to deflect or bend.
NOTE 2—The template shown in Fig. 1 represents a design that has been found suitable for this purpose.
7.6.1 Since it may be difficult to place the template exactly level, level on the soil surface, particularly with 6-ft [1.8-m] and larger
diameter rings, the height of the template should accommodate a slope of approximately 5 %. Since the water level has to be is
kept below the top of the template, template during testing, it is not necessary that the template be level. The larger rings should
top of the ring must be high enough to prevent any loss of water due to wave action caused by wind.
D5030/D5030M − 21
FIG. 1 A 6-ft [1.8-m] Diameter Metal Ring for Determining In-Place Density
7.7 Liners, Liners—Material used to line the excavation and retain the test water should be approximately 4 to 6 mil [100 to 150
μm] thick. Two pieces, each large enough to line the test pit, pit prior to and after excavation, with about 3 ft [1 m] extending
beyond the outside of the template. template in both cases. Any type of material, plastic sheeting, etc. can be used as long as it
is impervious and flexible enough to conform to the ground surface. A transparent liner will help facilitate the detection of leaks
during the test.
7.8 Water-Measuring Device, Device—A system including a storage container, delivery hoses or piping, and a water meter, scale,
or other suitable measurement device. device used for the measurement of the test water. Water may be measured by mass or by
volume. The equipment must be capable of controlling the delivery of the water so that any inaccuracies in filling and measuring
do not exceed 6 1 % 61 % of the total mass or volume of water delivered.
7.9 Water-Level Reference Indicator—A water-level reference must be established so that the water level in the template is the
same for the two volume determinations. A hook gage may be the simplest and most practical, although any device such as a rod
with a pointed end that can be fastened to the template, a carpenter’s level and scale, a carpenter’s scale on a beam across the
template, or other similar arrangement or device may be used. Whichever method is employed, the device must be able to be
removed and replaced so that the reference water level is measured at the exact same location. Some type of protection around
the device may be necessary if the water surface inside the template is not smooth.
7.10 Siphon Hose, Pump, Buckets, Hoses, or other suitable equipment to move water to and from the template or pit, or both, and
any storage container or reservoir.
7.11 Miscellaneous Equipment, sandbags used to prevent movement of the template during the test; shovels, picks, chisels, bars,
knives, and spoons for digging test pit; buckets or seamless cans with lids, drums, barrels, or other suitable containers for retaining
the test specimen without water change; cloth for collecting excessexcess/dropped soil; assorted pans and porcelain dishes suitable
for drying moisturewater content specimens; boards, planks, to serve as a work platform when testing soils that may flow or
deform; hoists, slings, chains, and other suitable equipment that may be required to handle heavy loads; surveyor’s level and rod
or other suitable equipment for checking the slope on the template in place; duct tape or mortar, or both, used to prevent tearing
of the plastic sheeting by sharp rock fragments.
8. Reagents and Water
8.1 Use clean potable water.
D5030/D5030M − 21
9. Safety Hazards
9.1 These test methods involve handling heavy loads.loads, which may introduce pinching or crushing hazards.
10. Technical Hazards
10.1 Materials that may flow or deform during the test must be identified and appropriate precautions taken.
10.2 Errors may arise in the computed density of material due to the influence of excessive moisture in the material. These errors
may be significant in materials with high permeability such as sands and gravels where the bottom of the test hole is close to or
below the water table. The buoyant forces of free water beneath or behind the liner may adversely affect the volume determination.
10.3 The test area and equipment must be suitably protected during periods of inclement weather such as rain, snowfall, or high
wind. If the in-place water content value is required, it may be necessary to protect the area from direct sunlight.
10.4 Numerous containers may be required during performance of these test methods. All containers must be properly labeled to
avoid a possible mix-up.labeled.
10.5 The total mass of the water, or soil sample, or both, may exceed the capacity of the scale used, requiring cumulative
determinations of mass. Care must be taken to make sure that the total mass is properly determined.
11. Calibration and Standardization
11.1 If the volume of water used is determined with a water-measuring device, device containing a water meter, the device must
be calibrated to meet the requirements of 7.97.8.
12. Procedure A—In-Place Density of Total Material
12.1 Procedure A is used to determine a total density (see 1.4). Practice D6026 requires that all measurements and calculations
must be recorded to a minimum of four significant digits.
12.2 Determine the recommended sample volume and select the appropriate template for the anticipated soil gradation in
accordance with information in Annex A1. Assemble the remainder of the required equipment.
12.3 Determine the mass of each combination of empty container, lid, and container liner (if used) that will contain the excavated
material. Number the containers and mark as to use. Write the mass on the container or prepare a separate list.
12.4 PrepareDetermine the quantity of water to be used. The volume of the excavated test pit is determined by filling the test pit
with water and either the mass or volume of the water is measured. Measuring the mass of water used is usually only practical
for 3 to 4-ft [1 to 1.3-m] diameter rings. If the mass of water is measured, follow 12.4.1. If the volume of water is measured, follow
12.4.2.
12.4.1 If the mass of water used is measured, containers of water must be prepared with the mass of water determined before and
3 3
after the test. For test pits with volumes of 3 to 6 ft , [0.08 to 0.170.2 m ], use containers such as hand-held buckets so the mass
can be determined on a balance or scale of the type normally found in a laboratory. Larger test pit volumes can be measured using
water contained in tanks or large drums if equipment, such as a hoist and a suitable scale, is available to determine the mass.
12.4.1.1 Two sets of water and containers are necessary. Determining the volume of the test pit requires two separate
determinations of the mass of water to: (a) measure the mass of water used to fill the space between the soil surface (before the
test pit is excavated) and a water-level reference in the template; and (b) measure the mass of water used to fill the test pit up to
the same water-level reference. The difference between the two masses gives the mass of water in the test pit.
12.4.1.2 Estimate the mass of water (and the number of containers) required to fill the template. The estimated mass may be
calculated by multiplying the template volume by the density of water. Number the containers to be used and mark as to use, for
example “template correction.” Fill the containers with water, and determine and record the mass of the containers and water.
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12.4.1.3 From the anticipated volume of the test pit, estimate the mass of water required to fill the test pit. The estimated mass
of water to be used for the test pit may be calculated by multiplying the anticipated volume of the test pit by the density of water
and then adding to it the mass of water calculated in 12.4.1.2. Increase this amount by about 25 % to make sure that a sufficient
supply of water is available at the site. Determine the number of containers required, number them, and mark as to use, for
example, “test pit.” Fill the containers with water, and determine and record the mass of the containers and water. Proceed to 12.5.
12.4.2 If the volume of water used is measured, use a water-measuring device to measure the volume of water used from a water
truck, a large water reservoir, or large containers of water. The water-measuring device must meet the requirements of 7.97.8.
12.4.2.1 Two separate determinations of volume are necessary to: (a) measure the volume of water to fill the space between the
soil surface (before the test pit is excavated) and a water-level reference in the template; and (b) measure the volume of water used
to fill the test pit up to the same water-level reference in the template. The difference between the two volumes gives the volume
of water in the test pit.
12.4.2.2 The approximate volume of water required equals the anticipated volume of the test pit plus twice the calculated volume
of the template. If appropriate, convert the required volume in cubic feet [metres] to determine the volume in gallons [litres].
Increase this amount by about 25 % to make sure that a sufficient supply of water is available at the site. If containers are used,
determine the number required and fill the containers with water; otherwise, fill the water truck or water reservoir with sufficient
water.
12.5 Select a representative area for the test, avoiding locations where removal of large particles would undermine the template.
12.6 Preparation of the Surface Area to be Tested:
12.6.1 Remove all loose material from an area large enough on which to place the template. Prepare the exposed surface so that
it is a firm, reasonably level plane.
12.6.2 Personnel should not step on or around the area selected for testing. Provide a working platform when testing materials
which may flow or deform.
12.7 Placing and Seating the Template on the Prepared Surface:
12.7.1 Firmly seat the template to avoid movement of the template while the test is performed. The use of nails, weights, or other
means may be necessary to maintain the position. Check the elevation at several locations on the template. Since the water-level
reference is kept below the top of the template, it is not necessary that the template be exactly level, but the slope of the template
should not exceed 5 %.
12.7.2 Remove any material loosened while placing and seating the template, taking care to avoid leaving minimize any void
space under the template. If necessary, voids under the template may be filled using plastic soil, molding clay, mortar, or other
suitable material, provided that this material is not subsequently excavated as part of the material removed from the test pit.
12.7.3 Inspect the surface within the template. If necessary, cover any sharp edges with duct tape or other suitable material to
prevent tearing or puncturing of the plastic lining.liner.
12.8 Determine the volume of the space between the soil surface and the water-level reference.
12.8.1 Irregularities of the soil surface within the template must be taken into account. To do this, determine the volume of water
required to fill the space between the soil surface and the water-level reference.
12.8.2 Place a liner 4 to 6 mil [100 to 150 μm] thick the liner over the template, and shape it by hand to conform to the irregular
soil in-place material surface and the template. The liner should extend approximately 3 ft [1 m] outside the template. The liner
should not be stretched too taut or contain excessive folds or wrinkles (see Fig. 2).
12.8.3 Assemble the equipment for the water-level reference indicator. Normally, the The water-level reference is may be set after
the water in the template reaches a practical level.
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FIG. 2 Plastic Liner Placed in Preparation for the Initial Volume Determination
12.8.4 If the volume of water is being measured, set the water-measuring device indicator to zero or record the initial reading of
the indicator. Pour the water from the containers or discharge the water from the water reservoir into the template until the water
level reaches a practical level. The slope of the template and any possible wave action must be considered to prevent losing any
water. Set the water-level reference indicator (see Fig. 3). If the volume of water is being measured, record the final reading of
the water-measuring device. If the mass of water is being measured, save the remaining water for a subsequent determination of
mass.
12.8.4.1 Inspect for water leakage by looking for bubbles, observing the water level over an appropriate time. If the liner is
transparent, look for darker areas in the in-place material surface indicating saturation from the test water. If water leakage is
present, quickly vacate water from the template to avoid artificial saturation of the in-place materials. If leakage is excessive, the
test area shall be abandoned.
12.8.5 Make appropriate markings so that the water-level indicator can be placed in the identical position and at the same elevation
following excavation of the test pit. Disassemble the water-level reference indicator.
FIG. 3 Measuring the Water-Level Reference with a Carpenter’s Square
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12.8.6 Remove the water in the template, and remove the liner. Care must be taken to prevent any test water from reaching the
in-place material being tested.
12.9 Excavating the Test Pit:
12.9.1 Using hand tools (shovel, chisel, knife, bar), excavate the center portion of the test pit. Use of heavy equipment, such as
a backhoe or a mechanical or hydraulic hoist, may be required to remove large particles.
12.9.1.1 Do not permit the movement of heavy equipment in the area of the test if deformation of the material within the test pit
may occur.
12.9.2 Place all material removed from the test pit in the container(s). Take care to avoidCare must be taken to prevent losing any
material.
NOTE 3—For the smaller size templates where the containers for the material may be outside the template, a cloth or plastic sheet may be placed under
the containers to facilitate locating and collecting any loose material.material that needs to be retained.
12.9.3 Keep container(s) covered when not in use to avoid loss of moisture. water from the excavated material. A sealable plastic
bag may be used inside the container to hold the material.
12.9.4 Carefully trim the sides of the excavation so the dimensions of the test pit at the soil-template contact are as close as
practical to the dimensions of the template hole. Avoid diameter. Avoid undercutting the in-place materials below the template,
disturbing the template or the materialmaterials beneath or outside the template.
12.9.5 Continue the excavation to the required depth, depth as outlined in Annex A1, carefully removing any material that has
been compacted or loosened in the process.
12.9.5.1 If during excavation of material from within the test pit, a particle (or particles) is found that is about 1 ⁄2 times, or more,
larger than the maximum particle size used to establish the dimensions and minimum volume of the test pit (see Annex A1), set
the particle(s) aside and mark appropriately. The mass and volume of the particle(s) must be determined and subtracted from the
mass and volume of the material removed from the test pit. Consider the larger particle(s) as “oversize,” and follow the procedure
outlined in Section 13 except that the “total” density, which would include the larger particle(s), need not be calculated. The
“control fraction” values determined then become the values for the total material from the test pit.
12.9.5.2 If enough of these particles are found so that their mass is determined to be about 5 % or more of the total mass of the
excavated soil,material, repeat the test with a larger test pit in accordance with the guidelines in Annex A1.
12.9.6 The sides of the pit should be as close to vertical as practical but will, out of necessity, slope inward (see Fig. 4). Materials
that do not exhibit much cohesion will result in a more conically shaped test pit.
12.9.7 The profile of the finished pit must be such that the water will completely fill the excavation. The sides of the test pit should
be as smooth as possible and free of pockets or overhangs.
12.9.8 The bottom of the test pit must be cleaned of all loosened material.
12.9.9 Inspect the surface of the material within the template. Cover any sharp edges with duct tape or other suitable material to
prevent tearing or puncture of the plastic lining. liner. Mortar, or other suitable material, may be used to fill recesses to eliminate
sharp edges, overhangs, or pockets that cannot be smoothed or eliminated. The volume of the material used must be able to be
determined and provisions to do this made accordingly.
12.9.9.1 If mortar is used, measure the mass of mortar and calculate the volume in cubic feet in accordance with Test Method
C138/C138M.
12.10 Determine the Volume of the Test Pit:
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FIG. 4 Test Pit Excavation
12.10.1 Calculate and record all volume measurements to four significant digits. Equations for calculations are shown in Section
14.
12.10.2 Place the liner into the test pit. The liner, approximately 4 to 6 mil [100 to 150 μm] thick, liner should be large enough
to extend approximately 3 ft [1 m] outside the template boundaries after having been carefully placed and shaped within the pit.
Make allowances for slack. The liner should not be stretched too taut nor contain excessive folds or wrinkles. Inspect the liner for
punctures before use.
12.10.3 If the volume of water is being measured, set the water-measuring device indicator to zero or record the initial reading
of the indicator. Pour the water from the containers or discharge the water from the water reservoir into the test pit until the water
reaches the water-level reference indicator. When the filling is complete, record the final reading of the water-measuring device
indicator. If the mass of water is being measured, set aside the remaining water for a subsequent determination of mass. If
necessary, calculate the gallons [litres] of water used.
12.10.3.1 Inspect for water leakage by looking for bubbles and observing the water level over an appropriate time. If the liner is
transparent, look for darker areas in the in-place material surface indicating saturation from the test water. If water leakage is
present, vacate the water from the test pit and restart the test pit volume procedure with a new liner.
12.10.4 If the mass of the water is being measured, determine and record the temperature of the water in the test pit.
12.10.5 Remove the water from the test pit, and remove the liner. Inspect the liner for any holes that may have allowed water to
escape during the test. Loss of water will require another determination of the volume.
12.11 Calculating the Volume of the Test Pit:
12.11.1 Calculate and record all volume and mass measurements to four significant digits. Equations for calculations are shown
in Section 14.
12.11.2 If the mass of water is being measured, determine the mass as follows:
12.11.2.1 Determine and record the mass of the container(s) and remaining water after filling the template (the space between the
soil surface and the water-level reference).
12.11.2.2 Calculate and record the total mass of water used to fill the template to the water-level reference.
12.11.2.3 Determine and record the mass of the container(s) and remaining water after filling the test pit and template to the
water-level reference.
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12.11.2.4 Calculate and record the total mass of water used to fill the test pit and template to the water-level reference.
12.11.2.5 Calculate and record the mass of water used to fill the test pit.
3 3
12.11.2.6 Using a density of water of 62.362.43 lbm/ft [1.00 g/cm ] (this assumes a water temperature between 18 and 24°C),
calculate and record the volume of water used to fill the test pit. If mortar or other material was not used, this value is the volume
of the test pit. If mortar was used, add the calculated volume of mortar to the volume of water used to determine the volume of
the test pit.
12.11.3 If the volume of the water is being measured, determine the volume as follows:
12.11.3.1 Calculate and record the volume of water used to fill the template (the space between the soil surface and the water-level
reference).
12.11.3.2 Calculate and record the volume of water used to fill the test pit and template.
12.11.3.3 Calculate and record the volume of water used to fill the test pit.
12.11.3.4 Calculate and record the cubic feet of water used to fill the test pit. If mortar was not used, this value is the volume of
the test pit. If mortar was used, add the calculated volume of mortar (see 12.9.9.1) to the volume of water used to determine the
volume of the test pit.
12.12 Determine the Dry Density:
12.12.1 Calculate and record volumes and masses and wet density to four significant digits. Calculate and record water content
and dry density to three significant digits. Equations for calculations are shown in Section 14.
12.12.2 Determine the total mass of the excavated material and containers.
12.12.3 Calculate and record the total mass of the containers used to hold the excavated material. Record the container numbers.
12.12.4 Calculate and record the mass of excavated material.
12.12.5 Calculate the wet density of the excavated material.
12.12.6 If percent compaction or percent relative density of the control fraction is required, separate the material using the
appropriate size sieve and follow the procedures in Procedure B.
12.12.6 If Procedure B is not used, obtain Obtain a water content specimen representative of the excavated material; in-place
material and place in an airtight, sealed container; determine the water content in accordance with Test Method D2216 or Test
Method C566 and record.
NOTE 4—For rapid water content determination of soils containing less than 15 % fines (minus No. 200 sieve), a suitable source of heat such as an electric
or gas hotplate may be used. If a source of heat other than the controlled temperature oven is used, stir the test specimen to accelerate drying and avoid
localized overheating. The material may be considered dry when further heating causes, or would cause, less than 0.1 % additional loss of mass.
12.12.7 Calculate and record the dry density of the material to three significant digits.total material.
13. Procedure B—In-Place Density of Control Fraction
13.1 This procedure is used when percent compaction or percent relative density of the control fraction is required (see 1.4).
Practice D6026 requires that all measurements and calculations must be recorded to a minimum of four significant digits
13.2 Obtain the in-place wet density of the total material by following the procedure for Procedure A, as stated in 12.2 – 12.12.5.
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13.3 Record all masses and volumes and wet density below to four significant digits. Calculate and record water content and dry
density to three significant digits. Equations for calculations are shown in Section 15.
13.4 To obtain the wet density of the control fraction, determine the mass and volume of the oversize particles and subtract from
the total mass and total volume to get the mass and volume of the control fraction. Calculate and record the wet density of the
control fraction from the mass and volume of the control fraction.
13.4.1 Normally,Often, the wet density of the control fraction is determined and the dry density is calculated using the water
content of the control fraction.
13.4.2 In addition, the water content of the oversize particles, the water content of the total material, and the percentage of oversize
particles may be determined.
13.5 After obtaining the wet mass of total material removed from the test pit, separate the material into the control fraction and
the oversize particles using the designated sieve. Do this rapidly to minimize loss of moisture. water contained in the excavated
material. If the test is for construction control, place the control fraction in an airtight sealed container for further tests.
13.6 Wash the oversize particles and if they have smaller fractions adhered to them. After washing, reduce the free water on the
surface of the particles by blotting, draining, or using a similar method.
13.7 Determine the wet mass of the oversize particles plus the container of predetermined mass and record.
13.8 Calculate the wet mass of the oversize particles and record.
13.9 Calculate the wet mass of the control fraction and record.
13.10 Calculate and record the volume of the oversize particles by using a bulk specific gravity value of the oversize particles.
If previous tests for bulk specific gravity of the oversize particles from a particular source have been performed and the value is
relatively constant, a specific gravity may be assumed. Otherwise, obtain a representative sample and determine the bulk specific
gravity in accordance with Test Method C127 except that oven drying and the 24-h soaking period are not used.performed. The
bulk specific gravity used must correspond to the moisture condition of the oversize particles when their mass is determined. As
used in these test methods, the bulk specific gravity must have been determined on the oversize particles in the moisture condition
as stated in 13.6 – 13.8. If an oven dry or saturated surface dry (SSD) bulk specific gravity is used, then determine the mass of
the oversize particles for this procedure on oven dry or SSD material, respectively.
13.11 Calculate the volume of the control fraction and record.
13.12 Calculate the wet density of the control fraction.fraction and record.
13.13 Determine the water content of the control fraction in accordance with Test Method C566 or Method D2216 (see Note 3)
and record.
13.14 Calculate the dry density of the control fraction and record.
13.15 If desired, determine and record the water content of the oversize particles in accordance with Test Method C566 or Method
D2216 (see . Note 3). If previous tests for water content of the oversize particles from a particular source have been performed
and the value is relatively constant, a water content may be assumed.
13.16 If desired, determine the percentage of oversize particles:
13.16.1 Calculate the dry mass of the control fraction and record.
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13.16.2 Calculate the dry mass of the oversize particles and record.
13.16.3 Calculate the dry mass of the total sample and record.
13.16.4 Calculate the percentage of oversize particles and record.
13.17 If desired, calculate the water content of the total material and record.
13.18 If desired, calculate the dry density of the total material and record.
14. Calculation—Procedure A
14.1 Calculate the mass of the water used to fill the test pit and template as follows:
m 5 m 2 m (1)
5 1 3
where:
m = mass of water used for template and test pit volume, lbm [kg],
m = mass of water and containers for template and test pit (before test), lbm [kg], and
m = mass of water and containers for template and test pit volume (after test), lbm [kg].
14.2 Calculate the mass of the water used to fill the template as follows:
m 5 m 2 m (2)
6 2 4
where:
m = mass of water for template volume, lbm [kg],
m = mass of water and containers for template volume (before test), lbm [kg], and
m = mass of water and containers for template volume (after test), lbm [kg].
14.3 Calculate the mass of the water used to fill the test pit as follows:
m 5 m 2 m (3)
7 5 6
where:
m = mass of water in test pit, lbm [kg],
m = mass of water used for template and test pit volume, lbm [kg], and
m = mass of water for template volume, lbm [kg].
14.1 Calculate the volume of water If volume determinations are based on the mass of water used, ca
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