ASTM D5514-06(2011)
(Test Method)Standard Test Method for Large Scale Hydrostatic Puncture Testing of Geosynthetics
Standard Test Method for Large Scale Hydrostatic Puncture Testing of Geosynthetics
SIGNIFICANCE AND USE
Procedure A—This procedure is an index type test which can be used as a guide for acceptance of commercial shipments of geosynthetics. The standard cone and pyramid test fixtures can establish critical height (ch) consistency with similar material from previous lots or different suppliers, as well as testing from other laboratories. However, due to the time required to perform tests, it is generally not recommended for routine acceptance testing.
Procedures B and C—These procedures are performance tests intended as a design aid used to simulate the in-situ behavior of geosynthetics under hydrostatic compression. These test methods may assist a design engineer in comparing the ability of several candidate geosynthetic materials to conform to a site specific subgrade under specified use and conditions. In procedure B, the pressure is increased until a failure is observed. In procedure C, a given set of conditions (pressure, temperature and test duration) are maintained constant and the performance of the system is observed at the end of the test.
SCOPE
1.1 This test method evaluates the stress/time properties of geosynthetics by using hydrostatic pressure to compress the geosynthetic over synthetic or natural test bases consisting of manufactured test pyramids/cones, rocks, soil or voids.
1.2 This test method allows the user to determine the relative failure mode, points of failure for geosynthetics, or both.
1.3 This test method offers two distinct procedures.
1.3.1 Procedure A incorporates manufactured test pyramids or cones as the base of the testing apparatus. Procedure A is intended to create comparable data between laboratories, and can be used as a guide for routine acceptance test for various materials.
1.3.2 Procedures B and C incorporate site specific soil or other material selected by the user as the test base of the testing apparatus. Procedures B and C are methods for geosynthetic design for a specific site.
1.4 The values stated in SI units are to be regarded as the standard. The values given in parentheses are provided 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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Standards Content (Sample)
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Designation: D5514 − 06(Reapproved 2011)
Standard Test Method for
Large Scale Hydrostatic Puncture Testing of Geosynthetics
This standard is issued under the fixed designation D5514; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope D4439Terminology for Geosynthetics
D5199Test Method for Measuring the Nominal Thickness
1.1 This test method evaluates the stress/time properties of
of Geosynthetics
geosynthetics by using hydrostatic pressure to compress the
D5261Test Method for Measuring Mass per Unit Area of
geosynthetic over synthetic or natural test bases consisting of
Geotextiles
manufactured test pyramids/cones, rocks, soil or voids.
D5994Test Method for Measuring Core Thickness of Tex-
1.2 This test method allows the user to determine the
tured Geomembranes
relative failure mode, points of failure for geosynthetics, or
E11Specification forWovenWireTest Sieve Cloth andTest
both.
Sieves
1.3 This test method offers two distinct procedures.
3. Terminology
1.3.1 ProcedureAincorporates manufactured test pyramids
3.1 Definitions:
or cones as the base of the testing apparatus. Procedure A is
3.1.1 atmosphere for testing geomembranes, n—air main-
intended to create comparable data between laboratories, and
tained at a relative humidity of 50 to 70% and a temperature
can be used as a guide for routine acceptance test for various
of 21 6 2°C (70 6 4°F).
materials.
1.3.2 Procedures B and C incorporate site specific soil or
3.1.2 critical height (ch), n—the maximum exposed height
othermaterialselectedbytheuserasthetestbaseofthetesting
of a cone or pyramid that will not cause a puncture failure of
apparatus. Procedures B and C are methods for geosynthetic
a geosynthetic at a specified hydrostatic pressure for a given
design for a specific site.
period of time.
1.4 The values stated in SI units are to be regarded as the 3.1.3 failure, n—in testing geosynthetics, water or air pres-
standard. The values given in parentheses are provided for
sure in the test vessel at failure of the geosynthetic.
information only.
3.1.4 hydrostatic pressure, n—a state of stress in which all
1.5 This standard does not purport to address all of the
theprincipalstressesareequal(andthereisnoshearstress),as
safety concerns, if any, associated with its use. It is the
in a liquid at rest; induced artificially by means of a gaged
responsibility of the user of this standard to establish appro-
pressure system; the product of the unit weight of the liquid
priate safety and health practices and determine the applica-
and the difference in elevation between the given point and the
bility of regulatory limitations prior to use.
free water elevation.
3.2 For definitions of other terms used in this test method,
2. Referenced Documents
refer to Terminology D4439.
2.1 ASTM Standards:
4. Significance and Use
D792Test Methods for Density and Specific Gravity (Rela-
tive Density) of Plastics by Displacement
4.1 Procedure A—This procedure is an index type test
D1505Test Method for Density of Plastics by the Density-
which can be used as a guide for acceptance of commercial
Gradient Technique
shipments of geosynthetics. The standard cone and pyramid
test fixtures can establish critical height (ch) consistency with
similar material from previous lots or different suppliers, as
This test method is under the jurisdiction of ASTM Committee D35 on
well as testing from other laboratories. However, due to the
GeosyntheticsandisthedirectresponsibilityofSubcommitteeD35.10onGeomem-
branes.
timerequiredtoperformtests,itisgenerallynotrecommended
CurrenteditionapprovedJune1,2011.PublishedJuly2011.Originallyapproved
for routine acceptance testing.
in 1994. Last previous edition approved in 2006 as D5514–06. DOI: 10.1520/
D5514-06R11.
4.2 Procedures B and C—These procedures are perfor-
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
mancetestsintendedasadesignaidusedtosimulatethein-situ
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
behavior of geosynthetics under hydrostatic compression.
Standards volume information, refer to the standard’s Document Summary page on
the ASTM website. These test methods may assist a design engineer in comparing
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D5514 − 06 (2011)
the ability of several candidate geosynthetic materials to 7. Test Specimen
conform to a site specific subgrade under specified use and
7.1 Cut the geosynthetic test specimen to fit a minimum of
conditions. In procedure B, the pressure is increased until a
10mmbeyondtheclampingarea(testvesselflangearea)ofthe
failure is observed. In procedure C, a given set of conditions
designed pressure vessel.
(pressure, temperature and test duration) are maintained con-
NOTE 1—The conceptual drawing of a pressure vessel as diagrammed
stant and the performance of the system is observed at the end
inFig.1isacceptable,however,othertypesofvesselscanbeusedaslong
of the test.
as the size does not bias results for a particular material.
NOTE 2—If it is difficult to determine a materials machine direction,
5. Apparatus
aftertesting,firstmarkonthespecimenbeforetestingalineparalleltothe
machine direction.
5.1 For safe operation, the test vessel should have an
appropriate ASME pressure rating. The maximum pressure
7.2 Measurethegeosyntheticspecimenthicknessaccurately
rating of the vessel is dependent on the material being tested
by one of the industry standard test methods referenced in
and expected pressures to be encountered. Pressure can be
Section 2.
achieved from a regulated air system or a hydraulic pump.
NOTE 3—If testing a permeable geosynthetic without the support of a
5.2 Subgrade Pan, several removable pans for configuring
geomembrane, a non-permeable sheet on the liquid medium side may be
used, provided adjustments are made for the strength of the non-
various subgrades. Subgrade pans are to be built, with a depth
permeable sheet (that is, 0.4 mm latex).
of102mm(4in.),andwithdrainholesinthebottomofthepan
7.3 Thetestspecimenshouldbefreeofanyscratches,folds,
to allow the pressurizing medium to flow through. The sub-
grade pan shall be constructed of a suitable material to support or other abnormalities, unless the abnormality is the item of
interest.
a load of 1800 kPa (250 psi).
5.3 Leak Detection System, can be designed by using 7.4 Examine a total of three replicate test specimens.
displacement floats, moisture sensor, pressure sensors, a sight
8. Conditioning
glass, or other means that will accurately detect failure.
8.1 Expose the specimens to the standard atmosphere for
5.4 Layout Grid, for procedure B, the layout grid is to assist
testing geomembranes for a period long enough to allow the
indeterminingdeformationofthetestedgeosynthetic.Thegrid
geomembranes to reach equilibrium with the standard atmo-
is placed flat against the test specimen that has been placed
sphere. Consider the specimen to be at moisture equilibrium
readyfortesting.Depthreadingswillbetakeninaprearranged
when the change in mass of the specimen in successive
pattern over the entire area of the test specimen. The prear-
weightings made at intervals of not less than 2 h does not
ranged area that the geosynthetic displacement depth is
exceed 0.1% of the mass of the specimen. Consider the
checked must remain consistent throughout the complete
specimentobeattemperatureequilibriumafter1hofexposure
testing. The depth is taken from the top of the grid to the
to the standard atmosphere for testing.
surface of the test specimen. The layout grid is to be made of
3 mm (0.12 in.) aluminum rod with a grid layout of 50 by 50 8.2 If the test is to simulate actual application, the test
mm (2 by 2 in.).
specimen should be conditioned for at least 40 h in that
environment. If there is not a specific environment, then the
5.5 Test Pyramids, the pyramid should be manufactured
conditioning should be in accordance with ASTM standard
from aluminum or a hard plastic, that is, epoxy or Lexan.
conditioning for the material being tested. If no such standard
5.6 Test Cones, cones are more consistent when manufac-
exists, state the conditioning procedure used.
tured out of a hard plastic, that is, epoxy.
9. Procedure A
5.7 Temperature Probe, used to measure the test chamber
temperature as well as the liquid temperature (if applicable). 9.1 Placement of the Subgrade—First place a geotextile or
The accuracy of the temperature probe shall be 61°C. other fabric in the bottom of the subgrade pan. The geotextile
is to be used to restrict movement of small particles of sand or
5.8 Support Bridge, used to support the center of the
rocks into the lower portion of the tester. Any geotextile or
subgrade pan to keep the pan from deflecting under load.
other fabric which has the capability of retaining the subgrade
5.9 Pressure Measurement Gages,shouldbeinaseriessuch
pan fill material and does not restrict the flow of the liquid
that each lower pressure can be closed off as its maximum safe
medium is adequate.
operation pressure is reached. The series of gages should be 0
NOTE 4—The use of any geotextile should not allow movement of the
to 210 kPa (0 to 30 psi), 0 to 690 kPa (0 to 100 psi), and 0 to
pyramids or cones in relation to the established subgrade.This movement
1400 kPa (0 to 200 psi). The accuracy shall be 67.0 kPa (1
could result in changes in the protrusion height during the test.
psi).
9.2 Place the pyramids/cones in the subgrade pan on top of
6. Hazards the geotextile. The pyramids/cones are arranged so that a line
drawn through the geometric center of the pyramid, cone is on
6.1 Precaution—In addition to other precautions, the test
a circumference of a 200 mm (8 in.) diameter circle for a 500
apparatus is under pressure and proper precaution should be
mm (20 in.) minimum diameter vessel.
taken. When drain valves are opened, safety glasses should be
worn by the operator. Pressure relief valves are highly recom- 9.3 Ifpyramidsareselected,fourtestpyramidsshallbeused
mended to prevent unsafe pressures. for each test. The pyramids are positioned 90° apart.
D5514 − 06 (2011)
NOTE 6—To be consistent in a series of analyses, be sure that the same
9.4 If cones are selected, three test cones shall be used for
area on all specimens is examined.
each test. The cones are arranged 120° apart with their 45°
faces each facing the center of the pan.
10.4 After the test has been discontinued due to failure or
maximumpressureisreached,thelayoutgridisplaceddirectly
9.5 The subgrade shall be a clean, washed, Ottawa sand
over the surface of the test specimen.
used to support the geomembrane materials at final placement
level, fill the area between the test pyramids or test cones, and 10.5 Measure the deformation that has occurred during
create a water drainage layer below the geomembrane.
testing by checking the depth at the original 20 points before
test.The20gridpointsshouldbemeasuredcornertocornerfor
9.6 Place the specimen over the prearranged subgrade and
each grid. If there is a protrusion in the grid area, measure the
secure the top of the test apparatus to the bottom.
highest point and the lowest point.
9.7 Fill the vessel to obtain a water or liquid medium level
thatis127mm(5in.)overthetestheightofthepyramid/cones.
11. Procedure C
9.8 Be sure all valves are tightly closed, including the air
11.1 Preparation and Documentation of the Test:
intake valve of the vessel which is between the test apparatus
11.1.1 The site specific fill material will be identified by the
and regulator. This will insure that the testing does not begin
testing laboratory according to ASTM D2488. If the fill
prematurely,andazeropointinpressureismonitored.Connect
material is not a soil (that is, tire shred or other), a detailed
air service to the air regulator.
description and applicable data on the physical properties shall
9.9 Open the regulator valve. The pressure should be
be provided.
increased at 7.0 kPa (1 psi) every 30 min until rupture or the
11.1.2 The geosynthetics will be identified as follows: (1)
maximum air pressure is achieved. This maximum pressure
identification; (2) thickness (Test Methods D5199 or D5994);
should be noted and included on the final report. Other
(3) density (Test Methods D792 or D1505), except for geotex-
incremental pressures can be used if desired and agreed upon
tiles; (4) mass per unit area (Test Methods D5261), except for
by all parties involved in the test program evaluation.
geomembranes;and (5)otherpropertiespotentiallyinfluencing
the system behavior upon agreement of the involved parties.
NOTE 5—The 7 kPa (1 psi) pressure increase should be accomplished
within the first one minute of the total incremental dwell time.
NOTE 7—It may be difficult to interpret results of a test ran on some
types of textured geomembranes. It is recommended to run the test on a
9.10 Releasepressureofthehydrostatictesterbyclosingthe
smooth geomembrane manufactured with an identical resin (that is, if a
incoming air line valve. Open the drain valve on the hydro-
textured HDPE geomembrane is to be tested, the test should be ran on a
static tester and let the water or liquid medium drain from the 3
smooth HDPE geomembrane with a density within 0.002 g/cm of the
vessel.
textured geomembrane density).
9.11 After water or liquid medium has been released,
11.1.3 The test parameters (applied load, test duration and
remove the top portion of the test apparatus.
temperature) shall be agreed between parties prior to testing.
Typical test conditions are (2.5 × service load; 100 hours,
9.12 If the geosynthetic specimen does not fall, increase the
23°C).
height of the pyramids/cones by removing and reshaping the
Ottawa sand subgrade. Continue to increase the height of the
11.2 Installation of the Materials:
pyramids in 13.0 mm (0.5 in.) increments until failure of the
11.2.1 If a thick system is reproduced (that is, greater than
geosynthetic occurs.
150mm),installafrictionreductionsystemontheinsidewalls
of the apparatus. Two layers of polyethylene thin film encap-
9.13 Immediately remove the test specimen from the test
sulating silicone grease have been found satisfactory.
apparatus and, using Method D5199, measure the thickness of
11.2.2 Install and compact (when required) the materials in
test specimen at the points adjacent to failure and at the point
the apparatus in order to reproduce the lining system to be
of the pyramid/cone. Measure again after 90
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