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ASTM D5852-95

(Test Method)

Standard Test Method for Erodibility Determination of Soil in the Field or in the Laboratory by the Jet Index Method

Standard Test Method for Erodibility Determination of Soil in the Field or in the Laboratory by the Jet Index Method

SCOPE
1.1 This test method covers the estimation of erodibility of a soil by a jet index method. This test method involves either preparing a field site or obtaining a relatively undisturbed soil sample and the subsequent activities for the determination of the erodibility of soil. This test method also may be run on compacted samples in the laboratory.  
1.2 The values stated in SI units are to be regarded as the standard. The values given in parentheses are for information only.  
1.3 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.

General Information

Status
Historical
Publication Date
09-Nov-2000
ICS
13.080.20 - Physical properties of soils
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.02 - Sampling and Related Field Testing for Soil Evaluations
Current Stage
Ref Project

Relations

Replaced By
ASTM D5852-00 - Standard Test Method for Erodibility Determination of Soil in the Field or in the Laboratory by the Jet Index Method
Effective Date
10-Nov-2000

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ASTM D5852-95 - Standard Test Method for Erodibility Determination of Soil in the Field or in the Laboratory by the Jet Index MethodASTM D5852-95 - Standard Test Method for Erodibility Determination of Soil in the Field or in the Laboratory by the Jet Index Method
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ASTM D5852-95 - Standard Test Method for Erodibility Determination of Soil in the Field or in the Laboratory by the Jet Index Method
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NOTICE: This standard has either been superseded and replaced by a new version or discontinued.
Contact ASTM International (www.astm.org) for the latest information.
Designation: D 5852 – 95
Standard Test Method for
Erodibility Determination of Soil in the Field or in the
Laboratory by the Jet Index Method
This standard is issued under the fixed designation D 5852; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (e) indicates an editorial change since the last revision or reapproval.
1. Scope performance and prediction relationships.
3.2 The jet index test is not suited for determining erodibil-
1.1 This test method covers the estimation of erodibility of
ity of soils that have structure characteristics larger than the
a soil by a jet index method. This test method involves either
scale of the jet testing device. For example, the erodibility of
preparing a field site or obtaining a relatively undisturbed soil
soil that has a dominant soil structure of 7 to 8 cm or larger
sample and the subsequent activities for the determination of
(that is, aggregate, clod, or particle size), that might play a key
the erodibility of soil. This test method also may be run on
role in the detachment process, should not be estimated with
compacted samples in the laboratory.
the jet index test. Care should be taken that the test sample and
1.2 The values stated in SI units are to be regarded as the
test is representative of expected conditions at the site under
standard. The values given in parentheses are for information
investigation. If it is known in advance that the soil will be
only.
saturated prior to an erosion event, then the soil should be
1.3 This standard does not purport to address all of the
tested in that condition. At present, the effects of water
safety concerns, if any, associated with its use. It is the
chemistry on detachment rate are unknown. Therefore, water
responsibility of the user of this standard to establish appro-
quality during testing should be simulated as close as possible
priate safety and health practices and determine the applica-
to the water quality anticipated during actual erosion.
bility of regulatory limitations prior to use.
4. Apparatus
2. Referenced Documents
4.1 Field Testing:
2.1 ASTM Standards:
4.1.1 Vertical Submerged Jet Device— An apparatus that
D 420 Guide to Site Characterization for Engineering, De-
can be taken to the field to index soil erodibility (see Fig. 1).
sign, and Construction Purposes
The device is mounted on a base ring with a sealing ring to
D 2216 Test Method for Laboratory Determination of Water
prevent leakage and piping. A cylindrical tank is attached to the
(Moisture) Content of Soil and Rock
base ring to act as a weir while maintaining the water level
D 2488 Practice for Description and Identification of Soils
required to submerge the jet. The soil surface inside the device
(Visual-Manual Procedure)
is 0.44 m in diameter. Attached to the tank is an inner
D 4220 Practice for Preserving and Transporting Soil
cylindrical liner that acts as a baffle to minimize return
Samples
turbulence to the jet. The jet and pin profiler (see Fig. 2 and
D 4753 Specification for Evaluating, Selecting, and Speci-
Fig. 3) are interchangeable and are mounted to the upper
fying Balances and Scales for Use in Testing Soil, Rock,
surface of this liner. A 51-mm diameter clear acrylic tube, the
and Related Construction Materials
lower end of which is fitted with a 13-mm diameter nozzle, is
3. Significance and Use
mounted in a hanger that can be set on the inner cylindrical
liner.
3.1 Water flow in nature exerts a force on soils that results
in erosion. Erosion potential of a soil is of concern in vegetated
NOTE 1—Detailed drawings of the apparatus and supporting equipment
channels, road embankments, dams, levees, spillways, con-
are available from ASTM Headquarters.
struction sites, etc. The jet index method is intended to provide
4.1.2 Pin Profiler, used to determine the maximum depth of
a standard method of expressing erosion resistance; to assist
material removed during testing.
those who work with different soils and soil conditions to
4.1.3 Water Delivery System, required to run the jet test.
measure erosion resistance for design purposes; and to provide
Water delivery may be accomplished by pumping directly from
a common system of characterizing soil properties to develop
a body of water at the site, from a storage tank delivered to the
site, or from a city water supply system if available.
This test method is under the jurisdiction of ASTM Committee D-18 on Soil
4.1.4 Differential Pressure Device, necessary in order to
and Rock and is the direct responsibility of Subcommittee D18.02 on Sampling and
determine the mean velocity at the jet nozzle. This may be
Related Field Testing for Soil Evaluations.
accomplished by manometers, differential pressure gage, or
Current edition approved Oct. 10, 1995. Published December 1995.
Annual Book of ASTM Standards, Vol 04.08. pressure transducer.
Copyright © ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States.
D 5852
FIG. 1 Submerged Jet Apparatus for Field Testing
FIG. 3 Pin Profile Following a Time Sequence
FIG. 2 Jet Apparatus in Operation
4.1.5 Pressure Control, necessary to maintain a constant to prevent leakage during testing. The sample is loaded into the
velocity at the jet nozzle. This may be accomplished by a lower tank and slid under the upper tank. The upper tank acts
constant head tank or a valve. as a weir while maintaining the water level required to
4.1.6 Level—A carpenters level is necessary to level the submerge the jet. The soil samples are contained in pvc molds
foundation ring and inner liner of the tank. with an inner diameter of 0.44 m and a height of 0.18 m.
4.1.7 Shovel—A flat-nosed shovel is useful in preparing the Attached to the tank is an inner cylindrical liner that acts as a
site for testing. baffle to minimize return turbulence to the jet. The jet and pin
4.1.8 Ruler—A ruler is required to set the jet nozzle at a profiler are interchangeable, mounted to the upper surface of
height of 0.22 m above the unscoured soil surface. this liner. A 51-mm diameter clear acrylic tube, the lower end
of which is fitted with a 13-mm diameter nozzle, is mounted in
4.1.9 Miscellaneous Equipment—A 10 to 13 cm diameter
flat disk, sledgehammer, wrenches, plastic bags and other soil a hanger that can be set on the inner cylindrical liner.
4.2.2 Mold—A large mold is required for obtaining rela-
sampling equipment for other soil tests of interest.
4.2 Laboratory Testing: tively undisturbed samples from the field. Due to the size of the
4.2.1 Vertical Submerged Jet Device— An apparatus that samples required, it is recommended that pvc molds be used to
can be used in the laboratory to determine soil erodibility (see minimize the mass of the sample. The mold size recommended
Fig. 4). The device consists of a lower cylindrical tank that consists of 0.44 m inner diameter and 0.18 m height. Once a
slides under a fixed upper cylindrical tank. The upper and mold sample is obtained in the field, it should be immediately
lower cylindrical tanks are sealed together with an inflated tube covered at both ends with stiff plastic disks held firmly with a
D 5852
FIG. 4 Submerged Jet Apparatus for Laboratory Testing
framing system. Sampling and preserving/transporting soils in accordance with Test Method D 2216.
samples will be done in accordance with Guide D 420 and 4.2.8 Water Delivery System, Differential Pressure Device,
Practice 4220 respectively. and Pressure Control—Equipment necessary for water deliv-
4.2.3 Cutting Head—A cutting head is essential for taking ery, differential pressure control and measurement are neces-
samples this size in the field. The cutting head should be sary for both the laboratory device and for the field testing
mounted to the front end of the mold and driven in or pushed device.
in advance of the mold. The procedure for obtaining a sample 4.2.9 Miscellaneous Equipment—A 10 to 13 cm diameter
is to advance the mold and cutting head 5 to 8 cm at a time, flat disk, sledgehammer, plastic bags, cans, gloves, wrenches
remove the material around the outside of the mold and repeat and ruler.
the process until the mold is to the desired depth.
5. Procedure
4.2.4 Straight Edge—A straight edge is necessary to trim
5.1 Field Testing:
both ends of the sample flush with the mold.
4.2.5 Shovel—Any one of several types of shovels or spades 5.1.1 Prepare the surface at the test location so that it is
is satisfactory for shallow sampling when digging around the reasonably level and void of vegetation. When the site is ready
mold. for testing, push the base ring into the soil. This may require
4.2.6 Balances—All balances must meet the requir
...

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1.5 Units—The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each system are not necessarily exact equivalents; therefore, to ensure conformance with the standard, each system shall be used independently of the other, and values from the two systems shall not be combined. Within the text of this standard, SI units appear first followed by the inch-pound [or other non-SI] units in brackets. Reporting of test results in units other than SI shall not be regarded as nonconformance with this standard.  
1.6 It is common practice in the engineering profession to concurrently use pounds to represent both a unit of mass [lbm] and a force [lbf]. This implicitly combines two separate systems of units; that is, the absolute system and the gravitational system. This standard has been written using the absolute system of units when dealing with the inch-pound system. In this system, the pound [lbf] represents a unit of force (weight). However, the use of balances or scales recording pounds of mass [lbm] or the reading of density in lbm/ft3 shall not be regarded as a nonconformance with this standard.  
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Standard Test Method for Torsional Ring Shear Test to Determine Drained Residual Shear Strength of Fine-Grained Soils

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5.1 The ring shear test is suited to the relatively rapid determination of drained residual shear strength because of the short drainage path through the thin specimen, the constant cross-sectional area of the shear surface during shear, unlimited rotational displacement in one direction, and the capability of testing one specimen under different effective normal stresses to obtain clay particles that are oriented parallel to the direction of shear to obtain residual shear strength envelope.  
5.2 The apparatus allows a reconstituted specimen to be overconsolidated and presheared prior to drained shearing. Overconsolidation and preshearing of the reconstituted specimen significantly reduces the horizontal displacement required to reach a residual condition, and therefore, reduces soil extrusion, wall friction, and other problems (Stark and Eid, 1993)3. This simulates a preexisting shear surface along which the drained residual strength can be mobilized.  
5.3 The ring shear test specimen is annular so the angular displacement differs from the inner edge to the outer edge. At the residual condition, the shear strength is constant across the specimen so the difference in shear stress between the inner and outer edges of the specimen is negligible.
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1.1 Fine-grained soils in this Test Method are restricted to soils containing no more than 15 % fine sand (100 % passing the 425 μm (No. 40) sieve and no more than 15 % retained on the 75 μm (No. 200) sieve).A Summary of Changes section appears at the end of this standard.  
1.2 This test method provides a procedure for performing a torsional ring shear test under a drained condition to determine the residual shear strength of fine-grained soils. This test method is performed by shearing a reconstituted, overconsolidated, presheared specimen at a controlled displacement rate until the constant drained shear resistance is established on a single shear surface determined by the configuration of the apparatus.  
1.3 In this test, the specimen rotates in one direction until the constant or residual shear resistance is established. The amount of rotation is converted to displacement using the average radius of the specimen and multiplying it by numbers of degrees traveled and 0.0174.  
1.4 An intact specimen or a specimen with a natural shear surface can be used for testing. However, obtaining a natural slip surface specimen, determining the direction of field shearing, and trimming and aligning the usually non-horizontal shear surface in the ring shear apparatus is difficult. As a result, this test method focuses on the use of a reconstituted specimen to determine the residual strength. An unlimited amount of continuous shear displacement can be achieved to obtain a residual strength condition in a ring shear device.  
1.5 A shear stress-displacement relationship may be obtained from this test method. However, a shear stress-strain relationship or any associated quantity, such as modulus, cannot be determined from this test method because the height of the shear zone unknown, so an accurate or representative shear strain cannot be determined.  
1.6 The selection of effective normal stresses and determination of the shear strength parameters for design analyses are the responsibility of the professional or office requesting the test. Generally, three or more effective normal s...

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

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

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

SIGNIFICANCE AND USE
5.1 The crumb test provides a simple, quick method for field or laboratory identification of a dispersive clayey soil. The internal erosion failures of a number of homogeneous earth dams, erosion along channel or canal banks, and rainfall erosion of earthen structures have been attributed to colloidal erosion along cracks or other flow channels formed in masses of dispersive clay (5).  
5.2 The crumb test, as originally developed by Emerson (6), was called the aggregate coherence test and had seven different categories of soil-water reactions. Sherard (5) later simplified the test by combining some soil-water reactions so that only four categories, or grades, of soil dispersion are observed during the test. The crumb test is a relatively accurate positive indicator of the presence of dispersive properties in a soil. The crumb test, however, is not a completely reliable negative indicator that soils are not dispersive. The crumb test can seldom be relied upon as a sole test method for determining the presence of dispersive clays. The double-hydrometer test (Test Method D4221) and pinhole test (Test Method D4647/D4647M) are test methods that provide valuable additional insight into the probable dispersive behavior of clay soils.
Note 2: The quality of the result produced by this standard is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depends on several factors; Practice D3740 provides a means of evaluating some of those factors.
SCOPE
1.1 Two test methods are provided to give a qualitative indication of the natural dispersive characteristics of clayey soils: Method A and Method B.  
1.1.1 Method A—Procedure for Natural Soil Crumbs described in 10.1.  
1.1.2 Method B—Procedure for Remolded Soil Crumbs described in 10.2.  
1.2 The crumb test, while a good, quick indication of dispersive soil, should usually be run in conjunction with a pinhole test and a double hydrometer test, Test Methods D4647/D4647M and D4221, respectively. Since this test method may not identify all dispersive clay soils, other tests such as, pinhole dispersion (Test Methods D4647/D4647M), double hydrometer (Test Method D4221) and the analysis of pore water extraction (Test Methods D4542) may be performed individually or used together to help verify dispersion.  
1.3 The crumb test has some limitations in its usefulness as an indicator of dispersive soil. A dispersive soil may sometimes give a non-dispersive reaction in the crumb test. Soils containing kaolinite with known field dispersion problems, have shown non-dispersive reactions in the crumb test (1).2 However, if the crumb test indicates dispersion, the soil is probably dispersive.  
1.4 These test methods are applicable only to soils where the position of the plasticity index versus liquid limit plots (Test Methods D4318) falls on or above the “A” line (Practice D2487) and more than 12 % of the soil fraction is finer than 2-μm as determined in accordance with Test Method D7928.  
1.5 Oven-dried soil should not be used to prepare crumb test specimens, as irreversible changes could occur to the soil pore-water physicochemical properties responsible for dispersion (2).
Note 1: In some cases, the results of the pinhole, crumb, and double-hydrometer test methods may disagree. The crumb test is a better indicator of dispersive soils than of non-dispersive soils (3).  
1.6 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.  
1.7 All observed and calculated values shall conform to the guidelines for significant digits and rounding establish...

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

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

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

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

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