ASTM D7300-18

Standard Test Method for Laboratory Determination of Strength Properties of Frozen Soil at a Constant Rate of Strain

SIGNIFICANCE AND USE
5.1 Understanding the mechanical properties of frozen soils is of primary importance to frozen ground engineering. Data from strain rate controlled compression tests are necessary for the design of most foundation elements embedded in, or bearing on frozen ground. They make it possible to predict the time-dependent settlements of piles and shallow foundations under service loads, and to estimate their short and long-term bearing capacity. Such tests also provide quantitative parameters for the stability analysis of underground structures that are created for permanent or semi-permanent use.  
5.2 It must be recognized that the structure of frozen soil in situ and its behavior under load may differ significantly from that of an artificially prepared specimen in the laboratory. This is mainly due to the fact that natural permafrost ground may contain ice in many different forms and sizes, in addition to the pore ice contained in a small laboratory specimen. These large ground-ice inclusions (such as ice lenses, a dominant horizontal, lens-shaped body of ice of any dimensions) will considerably affect the time-dependent behavior of full-scale engineering structures.  
5.3 In order to obtain reliable results, high-quality intact representative permafrost samples are required for compression strength tests. The quality of the sample depends on the type of frozen soil sampled, the in situ thermal condition at the time of sampling, the sampling method, and the transportation and storage procedures prior to testing. The best testing program can be ruined by poor-quality samples. In addition, one must always keep in mind that the application of laboratory results to practical problems requires much caution and engineering judgment.
Note 1: 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 generall...
SCOPE
1.1 This test method covers the determination of the strength behavior of cylindrical specimens of frozen soil, subjected to uniaxial compression under controlled rates of strain. It specifies the apparatus, instrumentation, and procedures for determining the stress-strain-time, or strength versus strain rate relationships for frozen soils under deviatoric creep conditions.  
1.2 Values stated in SI units are to be regarded as the standard.  
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.3.1 For the purposes of comparing measured or calculated value(s) with specified limits, the measured or calculated value(s) shall be rounded to the nearest decimal or significant digits in the specified limits.  
1.3.2 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; and 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.  
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, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.5 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of ...

General Information

• Status: Published
• Publication Date: 14-Nov-2018
• ICS: 13.080.99 - Other standards related to soil quality
• Technical Committee: D18 - Soil and Rock
• Drafting Committee: D18.19 - Frozen Soils and Rock

Relations

• Replaces: ASTM D7300-11 - Standard Test Method for Laboratory Determination of Strength Properties of Frozen Soil at a Constant Rate of Strain
• Effective Date: 15-Nov-2018
• 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 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 D653-14 - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Aug-2014
• Refers: ASTM D3740-12a - 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-May-2012
• Refers: ASTM D3740-12 - 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-Mar-2012
• Refers: ASTM D653-11 - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Sep-2011
• Refers: ASTM D3740-11 - 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-Sep-2011
• Refers: ASTM D3740-10 - 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-Mar-2010
• Refers: ASTM D653-09 - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Jan-2009
• Refers: ASTM D653-08a - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Dec-2008
• Refers: ASTM D653-08 - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Nov-2008
• Refers: ASTM D3740-08 - 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-Mar-2008
• Refers: ASTM D653-07f - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 15-Dec-2007
• Refers: ASTM D653-07e - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Nov-2007

Overview

ASTM D7300-18 - Standard Test Method for Laboratory Determination of Strength Properties of Frozen Soil at a Constant Rate of Strain - provides a comprehensive laboratory procedure for evaluating the mechanical properties of frozen soils. The method addresses the determination of stress-strain relationships and strength characteristics of cylindrical frozen soil specimens subjected to uniaxial compression under controlled strain rates. Data generated from these tests are critical for geotechnical engineering practices in permafrost or seasonally frozen ground, influencing the stability and performance of foundations and underground structures in cold regions.

Key characteristics such as deformation, compressive strength, creep behavior, and the influence of temperature and moisture conditions are quantified, supporting both short-term and long-term engineering assessments of frozen ground.

Key Topics

• Stress-Strain-Strength Relationships: The test measures how frozen soils deform and fail under constant strain rates, generating essential relationships for design and analysis.
• Creep and Time-Dependent Behavior: Frozen soils exhibit creep - slow, time-dependent deformation under sustained load - which affects long-term settlement and stability of foundation elements.
• Importance of Sample Quality: High-quality, representative permafrost samples are essential for reliable results. The method emphasizes proper sampling, transportation, and storage to minimize disturbance and moisture loss.
• Temperature and Strain Rate Effects: The mechanical behavior of frozen soils is highly sensitive to temperature variations and loading rates, impacting strength and deformation parameters.
• Testing Apparatus and Conditions: Specifies detailed requirements for loading devices, deformation measurement, temperature control, and specimen preparation to ensure test reproducibility and accuracy.

Applications

ASTM D7300-18 is widely used in:

• Foundation Design in Cold Regions: Engineers use lab-derived strength parameters for designing piles, shallow footings, and slab foundations in permafrost or seasonally frozen soils.
• Underground Structure Stability: Quantitative test data underpin stability analyses for tunnels, buried utilities, and storage caverns constructed in permanently or semi-permanently frozen ground.
• Settlement Prediction: By understanding time-dependent deformation (creep), practitioners can reliably predict short- and long-term settlements under service loads, crucial to maintaining integrity and safety in arctic and subarctic infrastructures.
• Research and Site Investigation: The method is foundational for scientific research on the fundamental behavior of frozen soils, supporting site characterization and risk assessment in challenging ground conditions.

Related Standards

Understanding and implementing ASTM D7300-18 often involves reference to other geotechnical standards and terminology, including:

• ASTM D653: Terminology Relating to Soil, Rock, and Contained Fluids.
• ASTM D3740: Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock.
• ASTM D4083: Practice for Description of Frozen Soils (Visual-Manual Procedure).
• ASTM D6026: Practice for Using Significant Digits in Geotechnical Data.

Together, these standards provide a framework for the proper classification, description, and laboratory testing of soils and rocks in engineering design applications, ensuring consistent and credible results.

---

Keywords: ASTM D7300, frozen soil strength testing, uniaxial compression, strain rate, permafrost engineering, laboratory soil testing, creep, stress-strain behavior, foundation design cold regions, soil mechanics, compression test frozen soils.

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: D7300 − 18
Standard Test Method for
Laboratory Determination of Strength Properties of Frozen
Soil at a Constant Rate of Strain
This standard is issued under the fixed designation D7300; 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.
INTRODUCTION
Knowledge of the stress-strain-strength behavior of frozen soil is of great importance for civil
engineeringconstructioninpermafrostregions.Thebehavioroffrozensoilsunderloadisusuallyvery
different from that of unfrozen soils because of the presence of ice and unfrozen water films. In
particular, frozen soils are much more subject to creep and relaxation effects, and their behavior is
strongly affected by temperature change. In addition to creep, volumetric consolidation may also
develop in frozen soils having large unfrozen water or gas contents.
As with unfrozen soil, the deformation and strength behavior of frozen soils depends on
interparticle friction, particle interlocking, and cohesion. In frozen soil, however, bonding of particles
by ice may be the dominant strength factor. The strength of ice in frozen soil is dependent on many
factors,suchastemperature,pressure,strainrate,grainsize,crystalorientation,anddensity.Inice-rich
soils (that is, soils where the ratio of the mass of ice contained in the pore spaces of frozen soil or rock
material, to the mass of solid particles in that material is high), frozen soil behavior under load is
similar to that of ice. In fact, for fine-grained soils, experimental data suggest that the ice matrix
dominates when mineral volume fraction is less than about 50 %. At low ice contents, however,
(ice-poorsoils),wheninterparticleforcesbegintocontributetostrength,theunfrozenwaterfilmsplay
an important role, especially in fine-grained soils. Finally, for frozen sand, maximum strength is
attained at full ice saturation and maximum dry density (1).
1. Scope 1.3 All observed and calculated values shall conform to the
guidelines for significant digits and rounding established in
1.1 This test method covers the determination of the
Practice D6026.
strength behavior of cylindrical specimens of frozen soil,
1.3.1 For the purposes of comparing measured or calculated
subjected to uniaxial compression under controlled rates of
value(s) with specified limits, the measured or calculated
strain. It specifies the apparatus, instrumentation, and proce-
value(s) shall be rounded to the nearest decimal or significant
dures for determining the stress-strain-time, or strength versus
digits in the specified limits.
strain rate relationships for frozen soils under deviatoric creep
conditions.
1.3.2 Theproceduresusedtospecifyhowdataarecollected/
recorded or calculated, in this standard are regarded as the
1.2 Values stated in SI units are to be regarded as the
industry standard. In addition, they are representative of the
standard.
significant digits that generally should be retained. The proce-
dures used do not consider material variation, purpose for
ThistestmethodisunderthejurisdictionofASTMCommitteeD18onSoiland
obtaining the data, special purpose studies, or any consider-
Rock and is the direct responsibility of Subcommittee D18.19 on Frozen Soils and
ations for the user’s objectives; and it is common practice to
Rock.
Current edition approved Nov. 15, 2018. Published December 2018. Originally
increase or reduce significant digits of reported data to be
approved in 2006. Last previous edition approved in 2011 as D7300–11. DOI:
commensuratewiththeseconsiderations.Itisbeyondthescope
10.1520/D7300-18.
2 of this standard to consider significant digits used in analytical
The boldface numbers in parentheses refer to the list of references at the end of
this standard. methods for engineering design.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D7300 − 18
1.4 This standard does not purport to address all of the 3.2.6 total water content, n—the ratio of the mass of water
safety concerns, if any, associated with its use. It is the (unfrozen water + ice) contained in the pore spaces of frozen
responsibility of the user of this standard to establish appro- soil or rock material, to the mass of solid particles in that
priate safety, health, and environmental practices and deter- material, expressed as percentage.
mine the applicability of regulatory limitations prior to use.
3.2.7 unfrozen water content, n—the ratio of the mass of
1.5 This international standard was developed in accor-
water (free and adsorbed) contained in the pore spaces of
dance with internationally recognized principles on standard-
frozen soil or rock material, to the mass of solid particles in
ization established in the Decision on Principles for the
that material, expressed as percentage (2).
Development of International Standards, Guides and Recom-
mendations issued by the World Trade Organization Technical
4. Summary of Test Method
Barriers to Trade (TBT) Committee.
4.1 A cylindrical frozen soil specimen is cut to length and
the ends are machined flat.The specimen is placed in a loading
2. Referenced Documents
chamber and allowed to stabilize at a desired test temperature.
2.1 ASTM Standards:
Astrainrateincompressionisappliedtothespecimenandheld
D653 Terminology Relating to Soil, Rock, and Contained
constant at the specified temperature for the duration of the
Fluids
test. Axial stress and deformation of the specimen are moni-
D3740 Practice for Minimum Requirements for Agencies
tored continuously. Typical results of a set of uniaxial com-
Engaged in Testing and/or Inspection of Soil and Rock as
pression tests are shown in Fig. X1.1 (3).
Used in Engineering Design and Construction
D4083 Practice for Description of Frozen Soils (Visual-
5. Significance and Use
Manual Procedure)
D6026 Practice for Using Significant Digits in Geotechnical 5.1 Understanding the mechanical properties of frozen soils
Data
is of primary importance to frozen ground engineering. Data
from strain rate controlled compression tests are necessary for
3. Terminology
the design of most foundation elements embedded in, or
bearing on frozen ground. They make it possible to predict the
3.1 Definitions:
time-dependent settlements of piles and shallow foundations
3.1.1 For definitions of common technical terms in this
under service loads, and to estimate their short and long-term
standard, refer to Terminology D653.
bearing capacity. Such tests also provide quantitative param-
3.1.2 Definitionsofthecomponentsoffreezingandthawing
eters for the stability analysis of underground structures that
soils shall be in accordance with the terminology in Practice
are created for permanent or semi-permanent use.
D4083.
5.2 It must be recognized that the structure of frozen soil in
3.2 Definitions of Terms Specific to This Standard:
situ and its behavior under load may differ significantly from
3.2.1 The following terms are used in conjunction with the
that of an artificially prepared specimen in the laboratory. This
determination of the strength properties of frozen soils and
is mainly due to the fact that natural permafrost ground may
supplement those in Practice D4083 and in the glossary on
contain ice in many different forms and sizes, in addition to the
permafrost terms by Harris et al (2).
pore ice contained in a small laboratory specimen. These large
3.2.2 creep, n—of frozen ground, the irrecoverable time-
ground-ice inclusions (such as ice lenses, a dominant
dependent deviatoric deformation that results from long-term
horizontal, lens-shaped body of ice of any dimensions) will
application of a deviatoric stress.
considerably affect the time-dependent behavior of full-scale
3.2.3 failure, n—the stress condition at failure for a test
engineering structures.
specimen. Failure is often taken to correspond to the maximum
principal stress difference (maximum deviator stress) attained, 5.3 In order to obtain reliable results, high-quality intact
or the principal stress difference (deviator stress) at 15 % axial
representative permafrost samples are required for compres-
strain, whichever is obtained first during the performance of a sion strength tests. The quality of the sample depends on the
test. Depending on frozen soil behavior and field application,
type of frozen soil sampled, the in situ thermal condition at the
other suitable failure criteria may be defined, such as the time of sampling, the sampling method, and the transportation
principal stress difference (deviator stress) at a selected axial
and storage procedures prior to testing. The best testing
strain or strain rate. program can be ruined by poor-quality samples. In addition,
onemustalwayskeepinmindthattheapplicationoflaboratory
3.2.4 ice-rich permafrost, n—permafrost containing excess
results to practical problems requires much caution and engi-
ice.
neering judgment.
3.2.5 pore ice, n—ice occurring in the pores of soil and
NOTE 1—The quality of the result produced by this standard is
rocks.
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
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
cautioned that compliance with Practice D3740 does not in itself assure
contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM
Standards volume information, refer to the standard’s Document Summary page on reliable results. Reliable results depend on many factors; Practice D3740
the ASTM website. provides a means of evaluating some of those factors.
D7300 − 18
specimen diameter. As the latex sheets and grease layers compress under
6. Apparatus
load, the axial strain of the specimen should be measured using exten-
6.1 Axial Loading Device—The axial compression device
someters located on the specimen (5, 6).
shallbecapableofmaintainingaconstantstrainratewithinone
6.5 Thermal Control—The compressive strength of frozen
percent of the applied strain rate. The device may be a screw
soil is also affected greatly by temperature and its fluctuations.
jack driven by an electric motor through a geared transmission,
It is imperative, therefore, that specimens be stored and tested
a platform weighing scale equipped with a screw-jack-
in a freezing chamber that has only a small temperature
activated load yoke, a deadweight load apparatus, a hydraulic
fluctuation to minimize thermal disturbance. Reduce the effect
or pneumatic loading device, or any other compression device
of fluctuations in temperature by enclosing the specimen in an
with sufficient capacity and control to provide the loading
insulating jacket during storage and testing. Reference (7)
conditions prescribed in Section 8. Vibrations due to the
suggests the following permissible temperature variations
operation of the loading device should be kept at a minimum.
when storing and testing frozen soils within the following
different ranges:
6.2 Axial Load-Measuring Device—The axial load-
measuring device may be a load ring, electronic load cell,
Temperature, °C 0 to –2 –2 to –5 –5 to –10 below –10
Permissible deviation, ±0.1 ±0.2 ±0.5 ±1.0
hydraulicloadcell,oranyotherloadmeasuringdevicecapable
°C
of the accuracy prescribed in this paragraph and may be a part
of the axial loading device. For frozen soil with a deviator
7. Test Specimen
stress at failure of less than 100 kPa, the axial load measuring
7.1 Thermal Disturbance Effects:
device shall be capable of measuring the unit axial load to an
7.1.1 The strength and deformation properties of frozen soil
accuracy equivalent to 1 kPa; for frozen soil with a deviator
samples are known to be affected by sublimation, evaporation,
stress at failure of 100 kPa and greater, the axial load-
andthermaldisturbance.Theireffectisintheredistributionand
measuring device shall be capable of measuring the axial load
ultimate loss of moisture from the sample as the result of a
to an accuracy of 1 % of the axial load at failure.
temperature gradient or low-humidity environment, or both.
6.3 Measurement of Axial Deformation—The interaction
Loss of moisture reduces the cohesion between soil particles
between the test specimen and the testing machine loading
and may reduce the strength (that is dependent on tempera-
system can affect the test results. For this reason, in order to
ture). The effects of moisture redistribution in frozen soil are
observe the true stress-strain-rate behavior of a frozen soil
thought to change its strength and creep behavior.
specimen, deformations should be measured directly on the
7.1.2 Thermaldisturbanceofafrozensamplerefersnotonly
specimen. This can be achieved by mounting deformation
to thawing, but also to temperature fluctuations. Soil structure
gages on special holders attached to the sides of the specimen
may be changed completely if the sample is thawed and then
(4). If deformations are measured between the loading platens,
refrozen. Temperature fluctuations can set up thermal
it should be recognized that some initial deformation (seating
gradients, causing moisture redistribution and possible change
error) will occur between the specimen ends and the loading
in the unfrozen moisture content. Take care, therefore, to
surface of the platens.
ensure that frozen soil specimens remain in their natural state,
and that they are protected against the detrimental effects of
6.4 Bearing Surfaces—The specimen cap and base shall be
sublimation and thermal disturbance until testing is completed.
constructed of a noncorrosive impermeable material, and each
7.1.3 In the event that the soil sample is not maintained at
shall have a circular plane surface of contact with the specimen
the in situ temperature prior to testing, bring the test specimen
and a circular cross section. The weight of the specimen cap
to the test temperature from a higher temperature to reduce the
shall be less than 0.5 % of the applied axial load at failure.The
hysteresis effect on the unfrozen water content.
diameter of the cap and base shall be greater than the diameter
7.1.4 Before testing, maintain the test specimen at the test
of the specimen. The stiffness of the end cap should normally
temperature for a sufficient period, to ensure that the tempera-
be high enough to distribute the applied load uniformly over
ture is uniform throughout the volume.
the loading surface of the specimen. The specimen base shall
7.2 Machining and Preparation of Specimens for Testing
be coupled to the compression chamber so as to prevent lateral
motion or tilting, and the specimen cap shall be designed to (7):
7.2.1 The machining and preparation procedures used for
receive the piston, such that the piston-to-cap contact area is
concentric with the cap. frozen soils depend upon the size and shape of the specimen
required, the type of soil, and the particular test being per-
NOTE 2—It is advisable not to use ball or spherical seats that would
allow rotation of the platens, but rather special care should be taken in
formed. Follow similar procedures for cutting and machining
trimming or molding the ends of the specimen to parallel planes.The ends
both naturally frozen and artificially frozen samples.
of the specimen shall be flat to 0.02 mm and shall not depart from
7.2.2 Handle frozen soil samples with gloves and all tools
perpendicularity to the axis of the specimen by more than 0.001 radian
and equipment kept in the cold room to avoid sample damage
(about 3.5 min) or 0.05 mm in 50 mm. Effects of end friction on specimen
deformation can be tolerated if the height to diameter ratio of the test by localized thawing. A temperature of –5 6 1°C is the most
specimen is two to three. However, it is recommended that lubricated
suitable ambient temperature for machining with respect to
platens be used whenever possible in the uniaxial compression and creep
material workability and personal comfort. At warmer
testing of frozen soils. The lubricated platen should consist of a circular
temperatures, surface thawing is a problem, and cutting tools
sheet of 0.8-mm thick latex membrane, attached to the loading face of a
must be cleaned frequently, for they become coated and
steelplatenwitha0.5-mmthicklayerofhigh-vacuumsiliconegrease.The
steel platens are polished stainless steel disks about 10 mm larger than the clogged with frozen soil, reducing their cutting efficiency.
D7300 − 18
Workingatcoldertemperaturesisuncomfortableandslow.The recognized as an important factor where the type of loading
soilisalsodifficulttoworkwithbecauseofincreasedhardness; platens influences the test resul
...

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: D7300 − 11 D7300 − 18
Standard Test Method for
Laboratory Determination of Strength Properties of Frozen
Soil at a Constant Rate of Strain
This standard is issued under the fixed designation D7300; 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.
INTRODUCTION
Knowledge of the stress-strain-strength behavior of frozen soil is of great importance for civil
engineering construction in permafrost regions. The behavior of frozen soils under load is usually very
different from that of unfrozen soils because of the presence of ice and unfrozen water films. In
particular, frozen soils are much more subject to creep and relaxation effects, and their behavior is
strongly affected by temperature change. In addition to creep, volumetric consolidation may also
develop in frozen soils having large unfrozen water or gas contents.
As with unfrozen soil, the deformation and strength behavior of frozen soils depends on
interparticle friction, particle interlocking, and cohesion. In frozen soil, however, bonding of particles
by ice may be the dominant strength factor. The strength of ice in frozen soil is dependent on many
factors, such as temperature, pressure, strain rate, grain size, crystal orientation, and density. At very
high ice contents (ice-rich soils), frozen soil In ice-rich soils (that is, soils where the ratio of the mass
of ice contained in the pore spaces of frozen soil or rock material, to the mass of solid particles in that
material is high), frozen soil behavior under load is similar to that of ice. In fact, for fine-grained soils,
experimental data suggest that the ice matrix dominates when mineral volume fraction is less than
about 50 %. At low ice contents, however, (ice-poor soils), when interparticle forces begin to
contribute to strength, the unfrozen water films play an important role, especially in fine-grained soils.
Finally, for frozen sand, maximum strength is attained at full ice saturation and maximum dry density
(1).
1. Scope*Scope
1.1 This test method covers the determination of the strength behavior of cylindrical specimens of frozen soil, subjected to
uniaxial compression under controlled rates of strain. It specifies the apparatus, instrumentation, and procedures for determining
the stress-strain-time, or strength versus strain rate relationships for frozen soils under deviatoric creep conditions.
1.2 Values stated in SI units are to be regarded as the standard.
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice
D6026.
1.3.1 For the purposes of comparing measured or calculated value(s) with specified limits, the measured or calculated value(s)
shall be rounded to the nearest decimal or significant digits in the specified limits.
1.3.2 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;
and 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.
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 safety, health, and healthenvironmental practices and determine the
applicability of regulatory limitations prior to use.
This test method is under the jurisdiction of ASTM Committee D18 on Soil and Rock and is the direct responsibility of Subcommittee D18.19 on Frozen Soils and Rock.
Current edition approved Nov. 1, 2011Nov. 15, 2018. Published January 2012December 2018. Originally approved in 2006. Last previous edition approved in 20062011
as D7300–06.–11. DOI: 10.1520/D7300-11.10.1520/D7300-18.
The boldface numbers in parentheses refer to the list of references at the end of this standard.
*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
D7300 − 18
1.5 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.
2. Referenced Documents
2.1 ASTM Standards:
D653 Terminology Relating to Soil, Rock, and Contained Fluids
D3740 Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in
Engineering Design and Construction
D4083 Practice for Description of Frozen Soils (Visual-Manual Procedure)
D6026 Practice for Using Significant Digits in Geotechnical Data
3. Terminology
3.1 Definitions:
3.1.1 For definitions of common technical terms in this standard, refer to Terminology D653.
3.1.2 Definitions of the components of freezing and thawing soils shall be in accordance with the terminology in Practice
D4083.
3.2 Definitions of Terms Specific to This Standard:
3.2.1 The following terms are used in conjunction with the determination of the strength properties of frozen soils and
supplement those in Practice D4083 and in the glossary on permafrost terms by Harris et al (2).
3.2.2 creep, of n—frozen ground—of frozen ground, the irrecoverable time-dependent deviatoric deformation that results from
long-term application of a deviatoric stress.
3.2.3 excess ice—the volume of ice in the ground which exceeds the total pore volume that the ground would have under
unfrozen conditions.
3.2.3 failure—failure, n—the stress condition at failure for a test specimen. Failure is often taken to correspond to the maximum
principal stress difference (maximum deviator stress) attained, or the principal stress difference (deviator stress) at 15 % axial
strain, whichever is obtained first during the performance of a test. Depending on frozen soil behavior and field application, other
suitable failure criteria may be defined, such as the principal stress difference (deviator stress) at a selected axial strain or strain
rate.
3.2.5 ground ice—a general term referring to all types of ice formed in freezing or frozen ground.
3.2.6 ice-bearing permafrost—permafrost that contains ice.
3.2.7 ice-bonded permafrost—ice-bearing permafrost in which the soil particles are cemented together by ice.
3.2.8 ice content—the ratio of the mass of ice contained in the pore spaces of frozen soil or rock material, to the mass of solid
particles in that material, expressed as percentage.
3.2.9 ice lens—a dominant horizontal, lens-shaped body of ice of any dimension.
3.2.4 ice-rich permafrost—permafrost, n—permafrost containing excess ice.
3.2.11 permafrost—soil or rock that remains frozen (temperature < 0°C) for a period of two or more years.
3.2.5 pore ice—ice, n—ice occurring in the pores of soil and rocks.
3.2.13 sample—piece or quantity of bulk material that has been selected by some sampling process.
3.2.14 specimen—pieces or quantity taken or prepared from a sample for testing.
3.2.6 total water content—content, n—the ratio of the mass of water (unfrozen water + ice) contained in the pore spaces of
frozen soil or rock material, to the mass of solid particles in that material, expressed as percentage.
3.2.7 unfrozen water content—content, n—the ratio of the mass of water (free and adsorbed) contained in the pore spaces of
frozen soil or rock material, to the mass of solid particles in that material, expressed as percentage (2).
4. Summary of Test Method
4.1 A cylindrical frozen soil specimen is cut to length and the ends are machined flat. The specimen is placed in a loading
chamber and allowed to stabilize at a desired test temperature. A strain rate in compression is applied to the specimen and held
constant at the specified temperature for the duration of the test. Axial stress and deformation of the specimen are monitored
continuously. Typical results of a set of uniaxial compression tests are shown in Fig. X1.1 (3).
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.
D7300 − 18
5. Significance and Use
5.1 Understanding the mechanical properties of frozen soils is of primary importance to frozen ground engineering. Data from
strain rate controlled compression tests are necessary for the design of most foundation elements embedded in, or bearing on frozen
ground. They make it possible to predict the time-dependent settlements of piles and shallow foundations under service loads, and
to estimate their short and long-term bearing capacity. Such tests also provide quantitative parameters for the stability analysis of
underground structures that are created for permanent or semi-permanent use.
5.2 It must be recognized that the structure of frozen soil in situ and its behavior under load may differ significantly from that
of an artificially prepared specimen in the laboratory. This is mainly due to the fact that natural permafrost ground may contain
ice in many different forms and sizes, in addition to the pore ice contained in a small laboratory specimen. These large ground-ice
inclusions (such as ice lenses) lenses, a dominant horizontal, lens-shaped body of ice of any dimensions) will considerably affect
the time-dependent behavior of full-scale engineering structures.
5.3 In order to obtain reliable results, high-quality intact representative permafrost samples are required for compression
strength tests. The quality of the sample depends on the type of frozen soil sampled, the in situ thermal condition at the time of
sampling, the sampling method, and the transportation and storage procedures prior to testing. The best testing program can be
ruined by poor-quality samples. In addition, one must always keep in mind that the application of laboratory results to practical
problems requires much caution and engineering judgment.
NOTE 1—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 depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
6. Apparatus
6.1 Axial Loading Device—The axial compression device shall be capable of maintaining a constant strain rate within one
percent of the applied strain rate. The device may be a screw jack driven by an electric motor through a geared transmission, a
platform weighing scale equipped with a screw-jack-activated load yoke, a deadweight load apparatus, a hydraulic or pneumatic
loading device, or any other compression device with sufficient capacity and control to provide the loading conditions prescribed
in Section 8. Vibrations due to the operation of the loading device should be kept at a minimum.
6.2 Axial Load-Measuring Device—The axial load-measuring device may be a load ring, electronic load cell, hydraulic load
cell, or any other load measuring device capable of the accuracy prescribed in this paragraph and may be a part of the axial loading
device. For frozen soil with a deviator stress at failure of less than 100 kPa, the axial load measuring device shall be capable of
measuring the unit axial load to an accuracy equivalent to 1 kPa; for frozen soil with a deviator stress at failure of 100 kPa and
greater, the axial load-measuring device shall be capable of measuring the axial load to an accuracy of 1 % of the axial load at
failure.
6.3 Measurement of Axial Deformation—The interaction between the test specimen and the testing machine loading system can
affect the test results. For this reason, in order to observe the true stress-strain-rate behavior of a frozen soil specimen, deformations
should be measured directly on the specimen. This can be achieved by mounting deformation gages on special holders attached
to the sides of the specimen (4). If deformations are measured between the loading platens, it should be recognized that some initial
deformation (seating error) will occur between the specimen ends and the loading surface of the platens.
6.4 Bearing Surfaces—The specimen cap and base shall be constructed of a noncorrosive impermeable material, and each shall
have a circular plane surface of contact with the specimen and a circular cross section. The weight of the specimen cap shall be
less than 0.5 % of the applied axial load at failure. The diameter of the cap and base shall be greater than the diameter of the
specimen. The stiffness of the end cap should normally be high enough to distribute the applied load uniformly over the loading
surface of the specimen. The specimen base shall be coupled to the compression chamber so as to prevent lateral motion or tilting,
and the specimen cap shall be designed to receive the piston, such that the piston-to-cap contact area is concentric with the cap.
NOTE 2—It is advisable not to use ball or spherical seats that would allow rotation of the platens, but rather special care should be taken in trimming
or molding the ends of the specimen to parallel planes. The ends of the specimen shall be flat to 0.02 mm and shall not depart from perpendicularity to
the axis of the specimen by more than 0.001 radian (about 3.5 min) or 0.05 mm in 50 mm. Effects of end friction on specimen deformation can be tolerated
if the height to diameter ratio of the test specimen is two to three. However, it is recommended that lubricated platens be used whenever possible in the
uniaxial compression and creep testing of frozen soils. The lubricated platen should consist of a circular sheet of 0.8-mm thick latex membrane, attached
to the loading face of a steel platen with a 0.5-mm thick layer of high-vacuum silicone grease. The steel platens are polished stainless steel disks about
10 mm larger than the specimen diameter. As the latex sheets and grease layers compress under load, the axial strain of the specimen should be measured
using extensometers located on the specimen (5, 6).
6.5 Thermal Control—The compressive strength of frozen soil is also affected greatly by temperature and its fluctuations. It is
imperative, therefore, that specimens be stored and tested in a freezing chamber that has only a small temperature fluctuation to
minimize thermal disturbance. Reduce the effect of fluctuations in temperature by enclosing the specimen in an insulating jacket
during storage and testing. Reference (7) suggests the following permissible temperature variations when storing and testing frozen
soils within the following different ranges:
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Temperature, °C 0 to –2 –2 to –5 –5 to –10 below –10
Permissible deviation, ±0.1 ±0.2 ±0.5 ±1.0
°C
7. Test Specimen
7.1 Thermal Disturbance Effects:
7.1.1 The strength and deformation properties of frozen soil samples are known to be affected by sublimation, evaporation, and
thermal disturbance. Their effect is in the redistribution and ultimate loss of moisture from the sample as the result of a temperature
gradient or low-humidity environment, or both. Loss of moisture reduces the cohesion between soil particles and may reduce the
strength (that is dependent on temperature). The effects of moisture redistribution in frozen soil are thought to change its strength
and creep behavior.
7.1.2 Thermal disturbance of a frozen sample refers not only to thawing, but also to temperature fluctuations. Soil structure may
be changed completely if the sample is thawed and then refrozen. Temperature fluctuations can set up thermal gradients, causing
moisture redistribution and possible change in the unfrozen moisture content. Take care, therefore, to ensure that frozen soil
specimens remain in their natural state, and that they are protected against the detrimental effects of sublimation and thermal
disturbance until testing is completed.
7.1.3 In the event that the soil sample is not maintained at the in situ temperature prior to testing, bring the test specimen to
the test temperature from a higher temperature to reduce the hysteresis effect on the unfrozen water content.
7.1.4 Before testing, maintain the test specimen at the test temperature for a sufficient period, to ensure that the temperature is
uniform throughout the volume.
7.2 Machining and Preparation of Specimens for Testing (7):
7.2.1 The machining and preparation procedures used for frozen soils depend upon the size and shape of the specimen required,
the type of soil, and the particular test being performed. Follow similar procedures for cutting and machining both naturally frozen
and artificially frozen samples.
7.2.2 Handle frozen soil samples with gloves and all tools and equipment kept in the cold room to avoid sample damage by
localized thawing. A temperature of –5 6 1°C is the most suitable ambient temperature for machining with respect to material
workability and personal comfort. At warmer temperatures, surface thawing is a problem, and cutting tools must be cleaned
frequently, for they become coated and clogged with frozen soil, reducing their cutting efficiency. Working at
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