ASTM D6364-99

Standard Test Method for Determining the Short-Term Compression Behavior of Geosynthetics

SCOPE
1.1 The test method establishes the procedures for evaluation of the deformations of a geosynthetic or combination of geosynthetics (that is, geocomposite (excluding geotextiles, geomembranes and geosynthetic clay liners)) under short-term compressive loading. This test method is strictly an index test method to be used to verify the compressive strength consistency of a given manufactured geosynthetic(s). Results from this test method should not be considered as an indication of actual or long-term performance of the geosynthetic(s) in field applications.
1.2 Since these geosynthetics may experience multidirectional compressive loadings in the field, this test method will not show actual field performance and should not be used for this specific objective. The evaluator of the results should also recognize that the determination of the short term single plane compressive behavior of geosynthetics does not reflect the installed performance of synthetic drainage systems and, therefore, should not be used as the only method of product specification or performance with respect to synthetic drainage systems.
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.
1.4 The values in SI units are to be regarded as the standard. Values in inch pound units are provided in parentheses for information.

General Information

• Status: Historical
• Publication Date: 09-Jan-1999
• ICS: 83.140.99 - Other rubber and plastics products
• Technical Committee: D35 - Geosynthetics
• Drafting Committee: D35.01 - Mechanical Properties

Relations

• Replaced By: ASTM D6364-99(2004) - Standard Test Method for Determining the Short-Term Compression Behavior of Geosynthetics
• Effective Date: 01-Jun-2004
• Referred By: ASTM D6917-16(2022) - Standard Guide for Selection of Test Methods for Prefabricated Vertical Drains (PVD)
• Effective Date: 10-Jan-1999
• Referred By: ASTM E2925-19a - Standard Specification for Manufactured Polymeric Drainage and Ventilation Materials Used to Provide a Rainscreen Function
• Effective Date: 10-Jan-1999
• Referred By: ASTM D7361-07(2023) - Standard Test Method for Accelerated Compressive Creep of Geosynthetic Materials Based on Time-Temperature Superposition Using the Stepped Isothermal Method
• Effective Date: 10-Jan-1999
• Referred By: ASTM D7001-20 - Standard Specification for Geocomposites for Pavement Edge Drains and Other High-Flow Applications
• Effective Date: 10-Jan-1999
• Referred By: ASTM D7406-20 - Standard Test Method for Time-Dependent Compressive Deformation Under Constant Pressure for Geosynthetic Drainage Products
• Effective Date: 10-Jan-1999

Standards Content (Sample)

NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
Contact ASTM International (www.astm.org) for the latest information
Designation: D 6364 – 99
Standard Test Method for
Determining the Short–Term Compression Behavior of
Geosynthetics
This standard is issued under the fixed designation D 6364; 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 Geosynthetic Using a Constant Head
D 5199 Test Method for Measuring Nominal Thickness of
1.1 The test method establishes the procedures for evalua-
Geotextiles and Geomembranes
tion of the deformations of a geosynthetic or combination of
geosynthetics (that is, geocomposite (excluding geotextiles,
3. Terminology
geomembranes and geosynthetic clay liners)) under short-term
3.1 Definitions:
compressive loading. This test method is strictly an index test
3.1.1 compressive deformation, [L], n—the decrease in
method to be used to verify the compressive strength consis-
gage length produced in the test specimen by a compressive
tency of a given manufactured geosynthetic(s). Results from
load.
this test method should not be considered as an indication of
3.1.2 compressive strain, [nd], n—the ratio of compressive
actual or long-term performance of the geosynthetic(s) in field
deformation to the gage length of the test specimen.
applications.
3.1.3 gage length, [L], n—in compression testing, the mea-
1.2 Since these geosynthetics may experience muti-
sured thickness of the test specimen under specified compres-
directional compressive loadings in the field, this test method
sional force, expressed in units of length prior to compressive
will not show actual field performance and should not be used
loading. (D 5199)
for this specific objective. The evaluator of the results should
3.1.4 geocomposite, n—a product fabricated from any com-
also recognize that the determination of the short term single
bination of geosynthetics with geotechnical materials or other
plane compressive behavior of geosynthetics does not reflect
synthetics which is used in a geotechnical application.
the installed performance of synthetic drainage systems and,
3.1.5 geosynthetic, n—a planar product manufactured from
therefore, should not be used as the only method of product
polymeric material used with foundation, soil, rock, earth, or
specification or performance with respect to synthetic drainage
any other geotechnical engineering related material as an
systems.
integral part of a man-made project, structure or system.
1.3 This standard does not purport to address all the safety
(D 4439)
concerns, if any, associated with its use. It is the responsibility
3.1.6 index test, n—a test procedure which may contain a
of the user of this standard to establish appropriate health and
known bias but which may be used to establish an order for a
safety practices and to determine the applicability of regula-
set of specimens with respect to the property of interest.
tory limitations prior to use.
(D 4439)
1.4 The values in SI units are to be regarded as the standard.
3.1.7 yield point, n—the first point on the load - deformation
Values in pound units are provided in parentheses for informa-
curve at which an increase in deformation occurs without a
tion.
corresponding increase in load.
2. Referenced Documents 3.1.7.1 Discussion—Some geosynthetics do not exhibit an
exact yield point. The tested geosynthetic may exhibit a less
2.1 ASTM Standards:
steep slope at yield. In addition, it should be stated that the
D 4354 Practice for Sampling of Geosynthetics for Testing
yield point may also be the ultimate strength of the geosyn-
D 4439 Terminology for Geotextiles
thetic.
D 4716 Test Method for Determining the (In-Plane) Flow
3.1.8 For definitions of terms relating to geotextiles, refer to
Rate Per Unit Width and Hydraulic Transmissivity of a
Terminology D 4439
1 4. Summary of Test Method
This test method is under the jurisdiction of ASTM Committee D-35 on
Geosynthetics and is the direct responsibility of Subcommittee D35.01 on Mechani-
4.1 Specimens are mounted between parallel plates in a load
cal Properties.
frame. Compressive loads are applied at a constant rate of
Current edition approved Jan. 10, 1999. Published May 1999.
crosshead movement. The deformations are recorded as a
Annual Book of ASTM Standards, Vol 04.13.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D6364–99
thickness of the test specimen per minute or 1 mm/min, whichever is
function of load. The compressive stress and strain are evalu-
greater.
ated and plotted. The compressive yield point is evaluated from
the stress/strain relationship for those materials that exhibit a
6.2 Fixed Plate—The fixed plate shall be larger than the
detectable compressive yield point.
specimen to be tested. It shall also be flat, smooth and
completely and uniformly supported.
5. Significance and Use
NOTE 3—It is recommended that the minimum fixed plate width be
5.1 The compression behavior test for geosynthetics is
equal to the sample width plus twice the thickness of the test sample. This
intended to be an index test. It is anticipated that the results of
should support the sample through the range of deformation and prevent
the compression behavior test will be used to evaluate product.
draping or flexing displacement.
The results of the analyses may also be used to compare the
6.3 Movable Plate—The movable plate shall be of sufficient
relative compressive yield points of materials that exhibit a
thickness and strength to preclude any bending during loading.
detectable compressive yield point. It is anticipated that this
It shall be parallel to the fixed plate and attached to the
test will be used for quality control testing to evaluate
compression mechanism. A spherical loading block of the
uniformity and consistency within a lot or between lots where
suspended, self-aligning type is recommended. The dimensions
sample geometry factors (for example, thickness) or materials
and shape of the movable plate shall depend on the specimen
may have changed.
dimensions and geometry. In general, both length and width of
NOTE 1—This is a one-dimensional test for compressive loading of a
the movable plate should each be at least 20 % greater than the
geosynthetic(s) in one plane.
length and width of the specimens.
5.1.1 The compressive yield point of geosynthetics may be
evaluated from the stress/strain relationship. Many materials NOTE 4—Where the sample exhibits excessive surface irregularities or
variation in thickness the plates may be modified to accommodate surface
exhibit compressive deformation but may not show a distinct
irregularities and thickness variations. This can be achieved by the
compressive yield point.
insertion of a layer of hardening paste between the specimen and the
5.2 This test method can be used to evaluate the short-term
plates. The surface of the specimen may require covering with a flexible
stress/strain behavior of geosynthetics under compressive
film to inhibit the intrusion of the paste into the specimen. The hardened
stress while loaded at a constant rate of deformation.
paste when fully cured must be well adhered to the loading plates and have
5.3 This test method may be used for acceptance testing of compressive and shear strength properties at least a magnitude greater
than the specimen to be tested.
commercial shipments of geosynthetics but caution is advised
because interlab testing is incomplete.
6.4 Variable Inclined Plates (Optional)—Variable inclined
5.3.1 In the case of a dispute arising from differences in
plates or set angled blocks should be used to test the specimen
reported test results when using this test method for acceptance
under non-axial conditions. The test apparatus shall have one
testing of commercial shipments, the purchaser and the sup-
fixed plate and one movable plate. Fig. 1 shows set angled
plier should conduct comparative tests to determine if there is
blocks with a movable base block with a roller system to allow
statistical bias between their laboratories. Competent statistical
lateral movement of the block during deformation (see 6.4.1).
assistance is recommended for the investigation of bias. As a
The base and top inclined plates can be adjustable angle plates.
minimum, two parties should take a group of test specimens
The inclined plates or set angled blocks must meet the
from material shipped to the project. The test specimens should
requirements as stated in 6.3 of this test method. The base and
then be randomly assigned in equal numbers to each laboratory
top inclined plates or blocks must have a matched set of angles
for testing. The average results from the two laboratories
that differ by no more than 0.5 degrees. The incline plates or
should be compared using the Student’s t-test for unpaired data
blocks shall be roughened or ribbed to keep specimen from
and an acceptable probability level chosen by the two parties
sliding down the fixed plate or block during the test. The
before the testing is begun. If bias is found, either its cause
samples should be marked in regards to plates or blocks to
must be found and corrected or the purchaser and supplier must
check for slippage during the test. If mutual agreement is
agree to interpret future test results in the light of the known
obtained between the manufacturer and user, other facings to
bias.
the plates or blocks can be used. Allowable percent reduction
in strength based on the load angle should also be agreed upon.
6. Apparatus
NOTE 5—The use of inclined plates or blocks may assist the manufac-
6.1 Loading Mechanism—The loading mechanism shall be
turer or user to evaluate the deformation of the geosynthetic(s) under
capable of applying compressive loads at a constant rate of
loading at various angles. The use of inclined plates may not reflect the
deformation of 10 % on the nominal thickness of the test
in-service performance of synthetic drainage systems.
specimen per minute or 1 mm/min, whichever is greater. The
6.4.1 Warning—The deformation of the geosynthetics
capacity of the load frame shall be at least two times greater
within a testing apparatus may occur rapidly in a lateral
than the compressive y
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