ASTM D6244-98(2004)
(Test Method)Standard Test Method for Vertical Compression of Geocomposite Pavement Panel Drains
Standard Test Method for Vertical Compression of Geocomposite Pavement Panel Drains
SCOPE
1.1 This test method covers vertical strain and core area change of geocomposite pavement panel drains under vertical loading.
1.2 The values as stated in SI units are to be regarded as the standard. The values given in parentheses are for information only.
1.3 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.
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Designation: D 6244 – 98 (Reapproved 2004)
Standard Test Method for
Vertical Compression of Geocomposite Pavement Panel
Drains
This standard is issued under the fixed designation D 6244; 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 3.1.3.1 Discussion—In compression testing of geosynthet-
ics, gage length is the measured thickness of the test specimen
1.1 This test method covers vertical strain and core area
under specified compressional force, expressed in units of
change of geocomposite pavement panel drains under vertical
length.
loading.
3.1.4 geosynthetic, n—a planar product manufactured from
1.2 The values as stated in SI units are to be regarded as the
polymeric material used with foundation, soil, rock, earth, or
standard. The values given in parentheses are for information
any other geotechnical engineering-related materials as an
only.
integral part of a manmade project, structure, or system (see
1.3 This standard does not purport to address all of the
Terminology D 4439).
safety concerns, if any, associated with its use. It is the
3.1.5 index test, n—a test procedure, which may contain a
responsibility of the user of this standard to establish appro-
known bias but which may be used to order a set of specimens
priate safety and health practices and determine the applica-
with respect to the property of interest (see Terminology
bility of regulatory limitations prior to use.
D 4439).
2. Referenced Documents
4. Summary of Test Method
2.1 ASTM Standards:
4.1 Geocomposite pavement panel drains are placed into a
D 1566 Terminology Relating to Rubber
304.8-mm (12-in.) long, 106.7-mm (4.20-in.) wide, and
D 4354 Practice for Sampling of Geosynthetics for Testing
610-mm (24-in.) tall glass and aluminum compression cham-
D 4439 Terminology for Geosynthetics
ber. The panels are placed against the wall of the chamber. The
3. Terminology
remainder of the chamber is then backfilled with a specified
sand. A vertical load is applied at a constant rate. The vertical
3.1 Definitions of Terms Specific to This Standard:
strains of the panels and change in core area and height is
3.1.1 compressive deformation, n—the decrease in gage
recorded at 1112.5-N (250-lb) increments. The test is discon-
length produced in the test specimen by a compressive load,
tinued at 4450 N (1 000 lb) or 156.5 kPa (22.7 psi).The change
expressed in units of length (new).
in vertical strain, core height, and core area is determined.
3.1.2 compressive strain, n—the ratio of compressive defor-
mation to the gage length of the test specimen, expressed as a
5. Significance and Use
dimensionless ratio (new).
5.1 The vertical compression test for geocomposite pave-
3.1.3 gage length, n—the known distance between two
ment panel drains is intended to simulate vertical, horizontal,
bench marks (see Terminology D 1566).
and eccentric loading resulting from an applied vertical load.
The results of the analyses, including vertical strain of the
This test method is under the jurisdiction of ASTM Committee D35 on
panels and core area change, may be used as an index test. The
Geosynthetics and is the direct responsibility of Subcommittee D35.01 on Mechani-
vertical compression test may be used to evaluate core area
cal Properties.
change for a given load.
CurrenteditionapprovedJune1,2004.PublishedJuly2004.Originallyapproved
in 1998. Last previous edition approved in 1998 as D 6244 - 98. 5.2 The vertical compression test may be used to evaluate
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
percent vertical strain for a given load.
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
5.3 This test method may be modified to evaluate core area
Standards volume information, refer to the standard’s Document Summary page on
change and vertical strain under various backfill conditions.
the ASTM website.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D 6244 – 98 (2004)
6. Apparatus 6.7 Planimeter—The planimeter is used to determine area
to calculate loss of core area at the various load increments (a
6.1 Compression Machine—A compression machine that is
minimum of a digital planimeter should be used to calculate
capable of producing at least 4450 N (1 000 lb) of load. The
core area). If computer digitizing equipment or scanning
machine must be capable of loading at a rate of 445 N (100
equipment is available, this may be used in lieu of the
lbs)/min, and maintaining a constant load for an indefinite
planimeter.
period.
6.8 Scale (Length Measuring Device)—A minimum range
6.2 Compression Box—The box must be capable of holding
of 450 mm (18 in.), and an accuracy of 1 mm ( ⁄16 in.).
the specimen and the backfill material, and it must be capable
of supporting a minimum vertical load of 4450 N (1 000 lb).
7. Sampling
The design of the box and the loading plate shall conform to
7.1 Lot Sample—Divide the product into lots and take the
the attached Fig. 1. The box shall be rigid enough to resist
lot sample as directed in Practice D 4354.
deformation.
7.2 Laboratory Sample—Consider the units in the lot
6.3 Clear Plastic Spacers (shown and described in Fig.
sample as the units in the laboratory sample for the lot to be
2)—These spacers are used to protect the tempered glass ends
tested.Takeforalaboratorysampleasampleextendingthefull
of the compression box from scratches.
width of the panel drain, of sufficient length so that the
6.4 Sand—Sufficient sand to fill the compression box.
requirements in 7.3 are met.
Natural sand is recommended. The sand shall have a gradation
conformingtoTable1.Thesandshallbeovendriedandcooled NOTE 1—This test method only addresses products with uniform
(parallel and perpendicular) geometry. This procedure does not address
to room temperature.
products with other geometry.
6.5 Tracing Paper—The paper must be suitable for tracing
and have a minimum size of 220 mm by 508 mm (8.5 in. by 20 7.3 The height of the drain sample tested shall be equal to
in.). theheightofthedraininthefieldunlessotherwiseagreedtoby
6.6 Light Source—Any high intensity point light source is the purchaser and manufacturer.The length of the drain sample
acceptable (for example, a large mag light). shall be 298.5 mm (11.75 in.). The sample length shall be cut
FIG. 1 Edge Drain Compression Chamber
D 6244 – 98 (2004)
FIG. 2 Top View of Compression Chamber
TABLE 1 Backfill Gradation
NOTE 2—Spacersshouldnotexceedatotalthicknessof6.4mm( ⁄4in.).
A
Sieve Size Percent Passing NOTE 3—False readings in core changes can occur due to changes
occurring only at the end of the sample.
9.5mm( ⁄8 in.) 100
No. 4 90–100
7.4 When sampling, the geotextile shall be cut approxi-
No. 16 45–80
mately 19 mm ( ⁄4 in.) longer than the core, at both ends of the
No. 50 5–25
No. 100 0–8
core. This length may have to be reduced for stiffer fabrics.
A
Crushed sand may be accepted with a minimum sand equivalent of 70
This extra fabric length is specified to reduce end effects.
provided the passing No. 40 sieve fraction of the sand is nonplastic.
NOTE 4—False readings in core change can occur due to fabric
intrusion on the ends of the core. End effects could govern response.
as close to or through a support post, or both, if possible, or
trim the edge of the drain to ensure that no fabric is unsup- 7.5 The geotextile covering the core shall be intact. There
ported at the ends of the sample to reduce end effects. Thin shall not be any tears or punctures
...
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