ASTM D4546-96
(Test Method)Standard Test Methods for One-Dimensional Swell or Settlement Potential of Cohesive Soils
Standard Test Methods for One-Dimensional Swell or Settlement Potential of Cohesive Soils
SCOPE
1.1 These test methods cover three alternative laboratory methods for determining the magnitude of swell or settlement of relatively undisturbed or compacted cohesive soil.
Note 1-Refer to Section 5 to determine the best method for a particular application.
1.2 The test methods can be used to determine (a) the magnitude of swell or settlement under known vertical (axial) pressure, or (b) the magnitude of vertical pressure needed to maintain no volume change of laterally constrained, axially loaded specimens.
1.3 The values stated in SI units are to be regarded as the standard. The values stated in inch-pound units are approximate.
1.4 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.
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Designation: D 4546 – 96
AMERICAN SOCIETY FOR TESTING AND MATERIALS
100 Barr Harbor Dr., West Conshohocken, PA 19428
Reprinted from the Annual Book of ASTM Standards. Copyright ASTM
Standard Test Methods for
One-Dimensional Swell or Settlement Potential of Cohesive
Soils
This standard is issued under the fixed designation D 4546; 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 * D 3550 Practice for Ring-Lined Barrel Sampling of Soils
D 3740 Practice for Minimum Requirements for Agencies
1.1 These test methods cover three alternative laboratory
Engaged In the Testing and/or Inspection of Soil and Rock
methods for determining the magnitude of swell or settlement
as Used In Engineering Design and Construction
of relatively undisturbed or compacted cohesive soil.
D 3877 Test Methods for One-Dimensional Expansion,
NOTE 1—Refer to Section 5 to determine the best method for a
Shrinkage, and Uplift Pressure of Soil-Lime Mixtures
particular application.
D 4220 Practices for Preserving and Transporting Soil
1.2 The test methods can be used to determine (a) the
Samples
magnitude of swell or settlement under known vertical (axial)
D 4318 Test Method for Liquid Limit, Plastic Limit, and
pressure, or (b) the magnitude of vertical pressure needed to
Plasticity Index of Soils
maintain no volume change of laterally constrained, axially
3. Terminology
loaded specimens.
1.3 The values stated in SI units are to be regarded as the
3.1 Definitions—Refer to Terminology D 653 for standard
standard. The values stated in inch-pound units are approxi-
definitions of terms.
mate.
3.2 Definitions of Terms Specific to This Standard:
1.4 This standard does not purport to address all of the
3.2.1 heave (L)—increase in vertical height, D h,ofa
safety concerns, if any, associated with its use. It is the
column of in situ soil of height h following sorption of water.
responsibility of the user of this standard to establish appro-
3.2.2 percent heave or settlement, %—increase or decrease
priate safety and health practices and determine the applica-
in the ratio of the change in vertical height, Dh, to the original
bility of regulatory limitations prior to use.
height of a column of in situ soil; h 3 100 or D h/h 3 100.
3.2.3 settlement, L—decrease in vertical height, D h,ofa
2. Referenced Documents
column of in situ soil of height h.
2.1 ASTM Standards:
3.2.4 swell, L—increase in elevation or dilation of soil
D 422 Test Method for Particle-Size Analysis of Soils
column following sorption of water.
D 653 Terminology Relating to Soil, Rock, and Contained
3.2.5 free swell, %—percent heave, D h/h 3 100, following
Fluids
sorption of water at the seating pressure s .
se
D 698 Test Method for Laboratory Compaction Character-
3.2.6 primary swell, L—an arbitrary short-term swell usu-
istics of Soil Using Standard Effort (12.400 ft-lbf/ft (600
ally characterized as being completed at the intersection of the
3 2
kN-m/m ))
tangent of reverse curvature to the curve of a dimensional
D 854 Test Method for Specific Gravity of Soils
change-logarithm of time plot with the tangent to the straight
D 1557 Test Method for Laboratory Compaction Character-
line portion representing long-term or secondary swell (Fig. 1).
istics of Soils Using Modified Effort (56.000 ft-lbf/ft
3.2.7 secondary swell, L—an arbitrary long-term swell usu-
3 2
(2.700 kN-m/m ))
ally characterized as the linear portion of a dimensional
D 1587 Practice for Thin-Walled Tube Sampling of Soils
change-logarithm of time plot following completion of short-
D 2216 Test Method for Laboratory Determination of Water
term or primary swell (Fig. 1).
(Moisture) Content of Soil and Rock
3.2.8 swell index—slope of the rebound pressure - void ratio
D 2435 Test Method for One-Dimensional Consolidation
curve on a semi-log plot.
2 −2
Properties of Soils
3.2.9 swell pressure, FL —(1) a pressure which prevents
the specimen from swelling as obtained in Method C, or (2)
that pressure which is required to return the specimen back to
These test methods are under the jurisdiction of ASTM Committee D-18 on
its original state (void ratio, height) after swelling in Method A
Soil and Rock and are the direct responsibility of Subcommittee D18.05 on
Structural Properties of Soils.
or B.
Current edition approved May 10, 1996. Published December 1996. Originally
NOTE 2—Swell pressures by Method C corrected for specimen distur-
published as D 4546 – 85. Last previous edition D 4546 – 90.
Annual Book of ASTM Standards, Vol. 04.08. bance may be similar to or slightly greater than those by Method A.
*A Summary of Changes section appears at the end of this standard.
NOTICE: This standard has either been superceded and replaced by a new version or discontinued.
Contact ASTM International (www.astm.org) for the latest information.
D 4546
5.3 Laboratory-prepared test specimens should duplicate the
in situ soil or field-compacted soil conditions as closely as
possible because relatively small variations in unit weight and
water content can significantly alter the measured heave and
swell pressure. Differences in soil fabric of the compacted
specimens, such as obtained by kneading or static compaction,
could also have a significant impact on the swell/settlement
behavior of cohesive soils.
5.4 These test methods are applicable to undisturbed test or
remolded specimens, or both, as follows:
5.4.1 Method A—This test method measures (a) the free
swell, (b) percent heave for vertical confining pressures up to
the swell pressure, and (c) the swell pressure.
FIG. 1 Time - Swell Curve
5.4.2 Method B—This test method measures (a) the percent
heave or settlement for vertical pressure usually equivalent to
the estimated in situ vertical overburden and other vertical
4. Summary of Test Methods
pressure up to the swell pressure, and (b) the swell pressure.
4.1 The following three alternative test methods require that
5.4.3 Method C—This test method measures (a) the swell
a soil specimen be restrained laterally and loaded axially in a
pressure, (b) preconsolidation pressure, and (c) percent heave
consolidometer with access to free water.
or settlement within the range of applied vertical pressures.
4.1.1 Method A—The specimen is inundated and allowed to
NOTE 4—Methods A and C have produced estimates of heave consis-
swell vertically at the seating pressure (pressure of at least 1
tent with observed heave. Method B may lead to estimates of heave less
kPa (20 lbf/ft ) applied by the weight of the top porous stone
than observed heave. Method A has not been recommended for evaluation
and load plate) until primary swell is complete. The specimen
of swell pressure and consolidation parameters for settlement estimates
is loaded after primary swell has occurred until its initial void
because sorption of water under practically no restraint may disturb the
ratio/height is obtained.
soil structure.
4.1.2 Method B—A vertical pressure exceeding the seating
NOTE 5—Notwithstanding the statement on precision and bias con-
pressure is applied to the specimen before placement of free tained in this standard: The precision of this test method is dependent on
the competence of the personnel performing the test and the suitability of
water into the consolidometer. The magnitude of vertical
the equipment and facilities used. Agencies which meet the criteria of
pressure is usually equivalent to the in situ vertical overburden
Practice D 3740 are generally considered capable of competent and
pressure or structural loading, or both, but may vary depending
objective testing. Users of this test method are cautioned that compliance
on application of the test results. The specimen is given access
with Practice D 3740 does not in itself assure reliable testing. Reliable
to free water. This may result in swell, swell then contraction,
testing depends on several factors; Practice D 3740 provides a means of
contraction, or contraction then swell. The amount of swell or
evaluating some of these factors.
settlement is measured at the applied pressure after movement
6. Interferences
is negligible.
4.1.3 Method C—The specimen is maintained at constant
6.1 Estimates of the swell and settlement of soil determined
height by adjustments in vertical pressure after the specimen is
by these test methods are often of key importance in design of
inundated in free water to obtain swell pressure. A consolida-
floor slabs on grade and evaluation of their performance.
tion test is subsequently performed in accordance with Test
However, when using these estimates it is recognized that swell
Method D 2435. Rebound data is used to estimate potential
parameters determined from these test methods for the purpose
heave.
of estimating in situ heave of foundations and compacted soils
may not be representative of many field conditions because:
5. Significance and Use
6.1.1 Lateral swell and lateral confining pressure are not
5.1 The relative swell/settlement potential of soil deter-
simulated.
mined from these test methods can be used to develop
6.1.2 Swell in the field usually occurs under constant
estimates of heave or settlement for given final moisture and
overburden pressure, depending on the availability of water.
loading conditions. The initial water content and void ratio
Swell in the laboratory is evaluated by observing changes in
should be representative of the in situ soil immediately prior to
volume due to changes in applied pressure while the specimen
construction. Selection of test method, loading, and inundation
is inundated with water. Method B is designed to avoid this
sequences should, as closely as possible, simulate any con-
limitation.
struction and post-construction wetting and drying effects and
6.1.3 Rates of swell indicated by swell tests are not always
changes in loading conditions.
reliable indicators of field rates of heave due to fissures in the
5.2 Soils containing montmorillonites (Smectite) are likely
in situ soil mass and inadequate simulation of the actual
to have a significant potential for swell and are commonly
availability of water to the soil. The actual availability of water
tested by these test methods.
to the foundation may be cyclic, intermittent, or depend on
in-place situations, such as pervious soil-filled trenches and
NOTE 3—Montmorillonites with divalent cations usually swell less than
broken water and drain lines.
with monovalent cations. It is useful to know the type of cation as well as
the cation exchange capacity of montmorillonite. 6.1.4 Secondary or long-term swell may be significant for
NOTICE: This standard has either been superceded and replaced by a new version or discontinued.
Contact ASTM International (www.astm.org) for the latest information.
D 4546
some soils and should be added to primary swell. of rust within the tube which could result in the sample
6.1.5 Chemical content of the inundating water affects adhering to the tube. Therefore, sampling tubes should be
volume changes and swell pressure; that is, field water con- brass, stainless steel, or galvanized or lacquered inside to
taining large concentrations of calcium ions will produce less inhibit corrosion in accordance with Practice D 1587.
swelling than field water containing large concentrations of 8.3 If samples are to be stored prior to testing, they should
sodium ions or even rain water. be extruded from the sampling tubes as quickly as possible
6.1.6 Disturbance of naturally occurring soil samples after sampling and thoroughly sealed to minimize further stress
greatly diminishes the meaningfulness of the results. relief and moisture loss. The sample should be extruded from
the sampling tube in the same direction as sampled, to
7. Apparatus and Materials
minimize further sample disturbance. If the sample cannot be
extruded from the tubes immediately, they should be handled
7.1 Consolidometer—The apparatus shall comply with the
and shipped in accordance with Practices D 4220, Group D.
requirements of Test Method D 2435. The apparatus shall be
8.4 Prior to sealing in storage containers, samples extruded
capable of exerting a pressure on the specimen of (1) at least
from tubes that were obtained with slurry drilling techniques
200 % of the maximum anticipated design pressure, or (2) the
should be wiped clean to remove drilling fluid adhering to the
pressure required to maintain the original specimen height
surface of the sample. An outer layer of 3 to 6 mm (0.1 to 0.3
when the specimen is inundated (Method C), whichever is
in.) should be trimmed from the cylindrical surface of the
greatest.
samples so that moisture or the slurry will not penetrate into the
7.1.1 Consolidometer rigidity influences the observed swell,
sample and alter the swell potential, swell pressure, and other
particularly with Method C. Therefore, consolidometers of
soil parameters. Such trimming will also remove some distur-
high rigidity should be used with Method C (see Test Method
bance at the periphery due to sidewall friction. Drilling with air
D 2435).
or foam instead of slurry will reduce moisture penetration.
NOTE 6—Small increases in soil volume can significantly relieve swell
8.5 Containers for storage of extruded samples may be
pressures. Therefore, variations in displacements that occur during deter-
either cardboard or metal and should be approximately 25 mm
mination of swell pressures by Method C should be as small as possible
(1 in.) greater in diameter and 40 to 50 mm (1.5 to 2.0 in.)
to reduce the magnitude of correction required in 13.2.5. The measure-
greater in length than the sample to be encased.
ments, especially swell pressure measurements, should be based on
corrections for compression of members.
8.6 Soil samples stored in containers should be completely
sealed in wax. The temperature of the wax should be 8 to 14°C
7.2 Porous Stones—The stones shall be smooth ground and
(15 to 25°F) above the melting point when applied to the soil
fine enough to minimize intrusion of soil into the stones if filter
sample; wax that is too hot will penetrate pores and cracks in
paper is not used and shall reduce false displacements caused
the sample and render it useless and will also dry the sample.
by seating of the specimen against the surface of porous stones
Aluminum foil, cheese cloth, or plastic wrap may be placed
(Note 7). Such displacements may be significant, especially if
around the sample to prevent penetration of molten wax into
displacements and ap
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