ASTM D5918-96
(Test Method)Standard Test Methods for Frost Heave and Thaw Weakening Susceptibility of Soils
Standard Test Methods for Frost Heave and Thaw Weakening Susceptibility of Soils
SCOPE
1.1 These laboratory test methods cover the frost heave and thaw weakening susceptibilities of soil that is tested in the laboratory by comparing the heave rate and thawed bearing ratio with values in an established classification system. This test was developed to classify the frost susceptibility of soils used in pavements. It should be used for soils where frost-susceptibility considerations, based on particle size such as the limit of 3 % finer than 20 mm in Specification D 2940, are uncertain. This is most important for frost-susceptibility criteria such as those used by the Corps of Engineers, that require a freezing test for aggregates of inconclusive frost classification. The frost heave susceptibility is determined from the heave rate during freezing. The thaw weakening susceptibility is determined with the bearing ratio test (see Test Method D1883).
1.2 This is an index test for estimating the relative degree of frost-susceptibility of soils used in pavement systems. It cannot be used to predict the amount of frost heave nor the strength after thawing, nor can it be used for long-term freezing of permafrost or for foundations of refrigerated structures.
1.3 The test methods described are for one sample and uses manual temperature control. It is suggested that four samples be tested simultaneously and that the temperature control and data taking be automated using a computer.
1.4 The values stated in SI units are to be regarded as the standard. The inch-pound units given in parentheses are for information only.
1.5 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 5918 – 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
Frost Heave and Thaw Weakening Susceptibility of Soils
This standard is issued under the fixed designation D 5918; 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 2. Referenced Documents
1.1 These laboratory test methods cover the frost heave and 2.1 ASTM Standards:
thaw weakening susceptibilities of soil that is tested in the C 702 Methods for Reducing Field Samples of Aggregate to
laboratory by comparing the heave rate and thawed bearing Testing Size
2 5
ratio with values in an established classification system. This D 75 Practice for Sampling Aggregates
test was developed to classify the frost susceptibility of soils D 420 Practice for Investigating and Sampling Soil and
used in pavements. It should be used for soils where frost- Rock for Engineering Purposes
susceptibility considerations, based on particle size such as the D 653 Terminology Relating to Soil, Rock, and Contami-
limit of 3 % finer than 20 mm in Specification D 2940, are nated Fluids
uncertain. This is most important for frost-susceptibility crite- D 698 Laboratory Compaction Characteristics of Soil Using
3 3 3 6
ria such as those used by the Corps of Engineers, that require Standard Effort [12 400 ft-lbf/ft (600 kN-m/m )]
a freezing test for aggregates of inconclusive frost classifica- D 1587 Practice for Thin-Walled Tube Sampling of Soils
tion. The frost heave susceptibility is determined from the D 1883 Test Method for Bearing Ratio of Laboratory-
heave rate during freezing. The thaw weakening susceptibility Compacted Soils
is determined with the bearing ratio test (see Test Method D 2216 Method for Laboratory Determination of Water
D 1883). (Moisture) Content Soil, Rock, and Soil-Aggregate Mix-
1.2 This is an index test for estimating the relative degree of tures
frost-susceptibility of soils used in pavement systems. It cannot D 2940 Specification for Graded Aggregate Material for
be used to predict the amount of frost heave nor the strength Bases or Subbases for Highways or Airports
after thawing, nor can it be used for long-term freezing of D 3550 Practice for Ring-Lined Barrel Sampling of Soils
permafrost or for foundations of refrigerated structures. D 4083 Practice for Description of Frozen Soils (Visual-
1.3 The test methods described are for one sample and uses Manual Procedure)
manual temperature control. It is suggested that four samples E 105 Practice for Probability Sampling of Soils
be tested simultaneously and that the temperature control and E 122 Practice for Choice of Sample Size to Estimate the
data taking be automated using a computer. Average Quality of a Lot or Process
1.4 The values stated in SI units are to be regarded as the 2.2 Military Standards:
standard. The inch-pound units given in parentheses are for Army TM 5-818-2 Pavement Design for Frost Conditions,
information only. January 1985
1.5 This standard does not purport to address all of the MIL-STD-619 Unified Soil Classification System for
safety concerns, if any, associated with its use. It is the Roads, Airfields, Embankments and Foundations
responsibility of the user of this standard to establish appro-
3. Terminology
priate safety and health practices and determine the applica-
bility of regulatory limitations prior to use. 3.1 Definitions:
3.1.1 Definitions of the soil components of a freezing and
thawing soil system shall be in accordance with the terminol-
ogy in Terminology D 653.
3.1.2 Definitions of the components of freezing and thawing
These test methods are under the jurisdiction of ASTM Committee D-18 on
Soil and Rock and are the direct responsibility of Subcommittee D18.19 on Frozen
soils shall be in accordance with the terminology in Practice
Soils and Rock.
D 4083.
Current edition approved March 10, 1996. Published June 1996.
Sometimes called California Bearing Ratio (CBR).
3 4
The Army Corps of Engineers uses a frost susceptibility classification proce- Annual Book of ASTM Standards, Vol 04.02.
dure (TM 5-818-2) based on particle size criteria and the Unified Soil Classification Annual Book of ASTM Standards, Vols 04.02, 04.03, and 04.08.
System (MIL-STD-619) field. Furthermore, this test should only be used for Annual Book of ASTM Standards, Vol 04.08.
seasonal freezing and thawing conditions and not for long-term freezing of Available from Superintendent of Documents, U.S. Government Printing
permafrost or of foundations of refrigerated structures. Office, Washington, DC 20402.
D 5918
3.1.3 The following terms are used in conjunction with the normal warm season values.
determination of the frost-susceptibility of soils and supple- 3.1.3.18 unidirectional freezing—soil freezing that occurs
ment those in Practice D 4083 and in the glossary on perma- in one direction only.
frost terms by Harris et al.
4. Summary of Test Methods
3.1.3.1 degree of frost-susceptibility—the relative propen-
sity for frost heave or thaw weakening in comparison to that for 4.1 Two freeze-thaw cycles are imposed on compacted soil
another soil or to an acceptable level of change.
samples, 146 mm (5.75 in.) in diameter and 150 mm (6 in.) in
3.1.3.2 freeze-thaw cycling—the repeated freezing and height. The soil sample is frozen and thawed by applying
thawing of soil. specified constant temperatures in steps at the top and bottom
3.1.3.3 freezing (soil)—the changing of phase from water to of the sample, with or without water freely available at the
ice in soil. base; a surcharge of 3.5 kPa (0.5 lbf/in.) is applied to the top.
3.1.3.4 freezing, closed system—freezing that occurs under The temperatures imposed on the sample are adjusted to take
conditions that preclude the gain or loss of any water in the into account the freezing point depression attributable to salts
system. in the soil. At the end of the second thawing cycle, the bearing
3.1.3.5 freezing, open system—freezing that occurs under ratio is determined. The entire testing procedure can be
conditions that allow gain or loss of water in the system by completed within a five-day period. This testing procedure may
movement of pore water from or to an external source to be conducted manually or it may be controlled by a computer.
growing ice lenses.
5. Significance and Use
3.1.3.6 freezing-point depression—the number of degrees
by which the freezing point of an earth material is depressed
5.1 These test methods can be used to determine the relative
below the freezing point of pure water. frost-susceptibility of soils used in pavement systems. Both the
3.1.3.7 frost heave—the upward or outward movement of
frost heave susceptibility and the thaw weakening susceptibil-
the ground or pavement surface (in the direction of heat flow) ity can be determined.
caused by the formation of ice in the soil.
5.2 These test methods should be used only for seasonal
3.1.3.8 frost heave rate—the rate at which the ground or frost conditions and not for permanent or long-term freezing of
pavement surface moves upward or outward.
soil. These test methods also have not been validated for
3.1.3.9 frost heave susceptibility—the propensity for a soil anything other than pavement systems.
to accumulate ice during freezing and to heave.
5.3 These test methods cannot be used to predict the amount
3.1.3.10 frost-susceptible soil—soil in which ice accumula- of frost heave or thaw weakening in the field. Its purpose is to
tion causes frost heave during freezing or thaw weakening
determine the relative frost-susceptibility classification for use
during thawing, or both. in empirical pavement design methods for seasonal frost
3.1.3.11 ice lens—a lens-shaped body of ice of any dimen-
regions.
sion that forms during unidirectional freezing of soil, the long
6. Apparatus
dimension being in the direction normal to the direction of heat
flow. 6.1 Compaction Mold—The mold assembly (see Fig. 1)
3.1.3.12 ice nucleation—the formation of an ice nucleus
shall consist of a steel base plate, a steel hollow cylinder split
from water. into three section
3.1.3.13 refrigerated structures—artificially refrigerated
s longitudinally, two acrylic spacer disks, six acrylic rings, a
structures (cold storage facilities, liquefied gas tanks, ice steel collar, a rubber membrane, and four hose clamps.
skating rinks, chilled gas pipelines, and so forth) that cause the
6.1.1 Base Plate—A 203-mm (8-in.) square steel base plate
freezing of their foundations.
(see Fig. 1) with a thickness of 25 mm (1.0 in.) and a 6.0-mm
3.1.3.14 relative frost susceptibility—the amount of frost
(0.25-in.) recess to receive and retain the steel side walls and
heave or thaw weakening of a soil in relation to other soils.
base of the sample. Two 9.5-mm (0.375-in.) diameter threaded
3.1.3.15 seasonally frozen ground—ground that freezes and holes at opposite corners accommodate clamping rods.
thaws annually.
3.1.3.16 thaw weakening—the reduction in strength, bear-
ing capacity, or stiffness modulus below the normal warm-
season values. This is caused by the decrease in effective stress
resulting from the generation and slow dissipation of excess
pore water pressures when frozen soils containing ice are
thawing.
3.1.3.17 thaw weakening susceptibility—the propensity for
the strength or stiffness modulus of a soil to decrease below the
Harris, S. A. et al, Glossary of Permafrost and Related Ground-Ice Terms,
Permafrost Subcommittee, Associate Committee on Geotechnical Research, Na-
tional Research Council of Canada, Technical Memorandum No. 142, Available
from National Research Council of Canada, Ottawa, Ontario, Canada, K1A0R6,
1988. FIG. 1 Compaction Mold Assembly
D 5918
6.1.2 Compaction Cylinder—A hollow steel cylinder with ber membrane without holes or defects. This is required to seal
an inside diameter of 152.4 mm (6 in.), a wall thickness of 9.5 the sides of a soil sample that shall be 146.0 mm (5.25 in.) in
mm (0.375 in.), and a length of 165.1 mm (6.5 in.). The diameter. The length of the membrane shall be at least 203.0
cylinder is to be made in three sections that part along the mm (8.0 in.).
vertical axis (see Fig. 1). A recess in the steel base plate accepts 6.1.8 Clamps—Four hose clamps to hold the steel side walls
the steel cylinder and restrains it from expanding during together. The outside diameter of the side walls are to be 168.0
compaction. mm (6.75 in.).
6.1.3 Collar—A steel collar with a 146-mm (5.75-in.) inside 6.2 Sample Freezing Assembly—The apparatus for freezing
diameter and a 185-mm (7.25-in.) outside diameter with a the soil sample (see Fig. 2) shall consist of temperature-
152.4-mm (6-in.) diameter recess bored 6.35 mm (0.25 in.) into controlled top and bottom plates, a sample base plate with a
the bottom. This collar slips over the top of the steel mold to porous stone and two ports for water supply and flushing (filter
constrain expansion and to provide extra space for soil during paper is placed between the stone and the sample bottom), six
compaction. Flanges slide over the steel rods to hold the collar acrylic rings stacked to form a cylinder and a rubber membrane
in place. to contain the soil sample, a temperature-controlled top plate;
6.1.4 Spacer Disk—Two circular acrylic spacer disks (see a surcharge weight, a constant head (Mariotte) water supply, an
Fig. 1), 158.8 mm (6.25 in.) in diameter and 6.4 mm (0.25 in.) assembly to support the displacement measuring system, and a
in height. One spacer disk is placed at the bottom of the displacement transducer or dial extensometer, or both.
compaction mold. The second disk is placed on the top of the 6.2.1 Top and Bottom Temperature Control End Plates—
sample during transport and storage. The temperature control end plates (see Fig. 2) shall be
6.1.5 Rings—Six acrylic rings (see Fig. 1 and Fig. 2) having fabricated from reinforced phenolic resin, with an aluminum
an inside diameter of 146 mm (5.75 in.) and a height of 25 mm plate cover to provide heat-conductive surfaces contiguous to
(1 in.) with a wall thickness of 3.18 mm (0.125 in.). A3.18-mm the top of the soil sample and to the bottom of the base plate.
diameter hole shall be drilled at the midheight in each ring to The phenolic resin component of the end plates shall be
receive a temperature sensor. The top and bottom rings shall machined so that the cooling (or heating) liquid entering each
have a 3.18-mm square notch cut in one edge to receive the top end plate shall follow a serpentine path and exit at a point
and bottom temperature sensor leads. Each ring shall have a diametrically opposite the entrance point.
split cut through its height at a location diametrically opposite 6.2.2 Sample Base Plate—The circular aluminum base plate
the temperature sensor hole. (see Fig. 2) is to be 150 mm (6 in.) in diameter and 38 mm (1.5
6.1.6 Clamping Rods—Two 9.5-mm (0.375-in.) diameter by in.) in height. The top of the base plate is to have two
215.9-mm (8.5-in.) long threaded steel rods with two wing nuts concentric circular recesses in its top surface to hold a circular
to clamp the assembly together. porous stone or a stainless steel porous disk. One recess is to be
6.1.7 Rubber Membrane—A 0.36-mm (0.014-in.) thick rub- 138.1 mm (5.4 in.) in diameter and have a depth of 6 mm (0.25
FIG. 2 Sample Assembly for Freezing Test
D 5918
3 3
in.). The second recess is to have a diameter of 125.4 mm (4.94 freezing assembly. Fig. 3 shows a 0.35-m (12- ft ) capacity
in.) and a depth of 9.5 mm (0.375 in.) to facilitate access of the chest-type freezer adapted to accommodate four test samples.
water supply to the underside of the porous stone (or disk). The A refrigerator or cold room could also be used. The cold
base plate is to have two ports diametrically opposite, connect- chamber shall have the capability of maintaining the ambient
ing to the deepest recess in the base (see Fig. 2). One port is to air temperature around the test sample assemblies at 2°C
be connected to the external water supply reservoir; the second (35.6°F) within 61.0°C (2°F).
port is used to drain water and to flush air from beneath the 6.5 Temperature Measuring System—The temperature mea-
porous stone (disk). suring system shall have a range from −15°C (5.0°F) to 15°C
(59.0°F) and shall be c
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