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ASTM D5567-94(2006)

(Test Method)

Standard Test Method for Hydraulic Conductivity Ratio (HCR) Testing of Soil/Geotextile Systems

Standard Test Method for Hydraulic Conductivity Ratio (HCR) Testing of Soil/Geotextile Systems

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1.1 This test method covers laboratory measurement of the hydraulic conductivity of water-saturated porous materials with a flexible-wall permeameter.
1.2 This test method may be used with undisturbed or compacted soil specimens that have a hydraulic conductivity less than or equal to 5 x 102 cm/s.
1.3 The filtration behavior of soils with hydraulic conductivities greater than 5 x 102 cm/s may be determined by the gradient ratio test (Test Method D 5101).
1.4 The values stated in SI units are to be regarded as the standard, although other units are provided for information and clarification purposes.
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.

General Information

Status
Historical
Publication Date
14-Jun-2006
ICS
59.080.70 - Geotextiles
Technical Committee
D35 - Geosynthetics
Drafting Committee
D35.03 - Permeability and Filtration
Current Stage
Ref Project

Relations

Replaces
ASTM D5567-94(2001) - Standard Test Method for Hydraulic Conductivity Ratio (HCR) Testing of Soil/Geotextile Systems
Effective Date
15-Jun-2006
Replaced By
ASTM D5567-94(2011) - Standard Test Method for Hydraulic Conductivity Ratio (HCR) Testing of Soil/Geotextile Systems
Effective Date
01-Jun-2011
Referred By
ASTM D5101-12(2017) - Standard Test Method for Measuring the Filtration Compatibility of Soil-Geotextile Systems
Effective Date
15-Jun-2006
Referred By
ASTM D4439-23b - Standard Terminology for Geosynthetics
Effective Date
15-Jun-2006
Referred By
ASTM D5819-22 - Standard Guide for Selecting Test Methods for Experimental Evaluation of Geosynthetic Durability
Effective Date
15-Jun-2006
Referred By
ASTM D6917-16(2022) - Standard Guide for Selection of Test Methods for Prefabricated Vertical Drains (PVD)
Effective Date
15-Jun-2006

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ASTM D5567-94(2006) - Standard Test Method for Hydraulic Conductivity Ratio (HCR) Testing of Soil/Geotextile SystemsASTM D5567-94(2006) - Standard Test Method for Hydraulic Conductivity Ratio (HCR) Testing of Soil/Geotextile Systems
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ASTM D5567-94(2006) - Standard Test Method for Hydraulic Conductivity Ratio (HCR) Testing of Soil/Geotextile Systems
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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:D5567–94 (Reapproved 2006)
Standard Test Method for
Hydraulic Conductivity Ratio (HCR) Testing of Soil/
Geotextile Systems
This standard is issued under the fixed designation D5567; 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 ter (Moisture) Content of Soil and Rock by Mass
D2487 Practice for Classification of Soils for Engineering
1.1 This test method covers laboratory measurement of the
Purposes (Unified Soil Classification System)
hydraulic conductivity of water-saturated porous materials
D2488 Practice for Description and Identification of Soils
with a flexible-wall permeameter.
(Visual-Manual Procedure)
1.2 This test method may be used with undisturbed or
D4220 Practices for Preserving and Transporting Soil
compacted soil specimens that have a hydraulic conductivity
−2
Samples
less than or equal to 5 310 cm/s.
D4318 Test Methods for Liquid Limit, Plastic Limit, and
1.3 The filtration behavior of soils with hydraulic conduc-
−2
Plasticity Index of Soils
tivities greater than 5 310 cm/s may be determined by the
D4354 Practice for Sampling of Geosynthetics for Testing
gradient ratio test (Test Method D5101).
D4439 Terminology for Geosynthetics
1.4 The values stated in SI units are to be regarded as the
D4491 Test Methods for Water Permeability of Geotextiles
standard,althoughotherunitsareprovidedforinformationand
by Permittivity
clarification purposes.
D4647 Test Method for Identification and Classification of
1.5 This standard does not purport to address all of the
Dispersive Clay Soils by the Pinhole Test
safety concerns, if any, associated with its use. It is the
D4751 Test Method for Determining Apparent Opening
responsibility of the user of this standard to establish appro-
Size of a Geotextile
priate safety and health practices and determine the applica-
D5084 Test Methods for Measurement of Hydraulic Con-
bility of regulatory limitations prior to use.
ductivity of Saturated Porous Materials Using a Flexible
2. Referenced Documents Wall Permeameter
D5101 Test Method for Measuring the Soil-Geotextile Sys-
2.1 ASTM Standards:
tem Clogging Potential by the Gradient Ratio
D422 Test Method for Particle-Size Analysis of Soils
D653 Terminology Relating to Soil, Rock, and Contained
3. Terminology
Fluids
3.1 Definitions:
D698 Test Methods for Laboratory Compaction Character-
3.1.1 filter, n—a layer or combination of layers of previous
istics of Soil Using Standard Effort (12 400 ft-lbf/ft (600
materialsdesignedandinstalledinsuchamannerastoprovide
kN-m/m ))
drainage, yet prevent the movement of soil particles due to
D854 Test Methods for Specific Gravity of Soil Solids by
flowing water (Terminology D653).
Water Pycnometer
3.1.1.1 Discussion—Ageotextile filteristhetermusedfora
D1587 PracticeforThin-WalledTubeSamplingofSoilsfor
layer or combination of layers of pervious geosynthetic mate-
Geotechnical Purposes
rial(s) that are used in the capacity of a filter as defined above.
D2216 Test Methods for Laboratory Determination of Wa-
3.1.2 geotextile, n—any permeable textile material used
with foundation, soil, rock, earth, or any other geotechnical
This test method is under the jurisdiction of ASTM Committee D35 on
engineering related material, as an integral part of a man-made
Geosynthetics and is the direct responsibility of Subcommittee D35.03 on Perme-
product, structure, or system (Terminology D4439).
ability and Filtration.
3.1.3 hydraulic conductivity (k), n—the rate of discharge of
Current edition approved June 15, 2006. Published February 2007. Originally
water under laminar flow conditions through a unit cross-
approved in 1994. Last previous edition approved in 2001 as D5567–94(2001).
DOI: 10.1520/D5567-94R06.
sectional area of a porous medium under a unit hydraulic
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
gradient and standard temperature conditions (20°C) (Test
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
Method D5084).
Standards volume information, refer to the standard’s Document Summary page on
the ASTM website.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D5567–94 (2006)
3.1.3.1 Discussion—The term coeffıcient of permeability is conditions are laminar and one-dimensional, the hydraulic
often used instead of hydraulic conductivity, but hydraulic conductivity is unaffected by hydraulic gradient. However,
conductivityisusedexclusivelyinthistestmethod.Acomplete when flow occurs through some soil/geotextile systems, a
discussion of the terminology associated with Darcy’s law is change in hydraulic gradient could cause movement of soil
given in the literature. particles, thereby changing the structure of the test specimen
3.1.4 permeation, n—the transmission of a fluid through a and hence changing the hydraulic conductivity of the soil/
porous medium (NEW). geotextile system. The mathematical expressions given by
3.1.5 pore volumes of flow (V ), n—thecumulativevolume Darcy’s law are still appropriate for application to this situa-
pq
offlowthroughatestspecimendividedbythevolumeofvoids tion; however, it is therefore imperative that the hydraulic
within the specimen (modified from Test Method D5084). gradient be controlled carefully in the HCR test to simulate
3.2 Definitions of Terms Specific to This Standard: field conditions.
3.2.1 hydraulic conductivity ratio (HCR), n— the ratio of 5.5 This test method provides a means of determining
the hydraulic conductivity of the soil/geotextile system, k ,at hydraulic conductivity at a controlled level of effective stress.
sg
any time during the test, to the initial hydraulic conductivity, Hydraulic conductivity varies with void ratio, which in turn
k , measured at the beginning of the test (NEW). varies with effective stress. The hydraulic conductivity of the
sgo
testspecimenwillprobablychangeifthevoidratioischanged.
4. Summary of Test Method
It is therefore imperative that the effective stress (that is, the
4.1 This test method presents a procedure for performing effective confining pressure) be controlled carefully in the
HCR test to simulate field conditions.
permeability tests of soil/geotextile systems. The technique
requires placement of the soil and geotextile in a flexible-wall
permeameter. 6. Apparatus
4.2 The soil/geotextile specimen is saturated using de-aired
6.1 Triaxial Pressure Control Panel— The triaxial control
water and back pressure techniques. The specimen is consoli-
panel consists of three independent pressure-regulating sys-
dated at the effective stress anticipated in the proposed appli-
tems. These three systems control the pressure of the follow-
cation.Thesampleisthenpermeatedwithwater.Thehydraulic
ing: (1) the triaxial chamber, (2) the specimen influent, and (3)
conductivity of the soil/geotextile specimen is measured and
the specimen effluent. Each system shall be capable of apply-
plotted as a function of elapsed time and volume of water
ing and controlling the pressure to within6 1% of the applied
passing through the sample. The hydraulic conductivity may
pressure. The influent and effluent pressure systems each
either increase or decrease during the test, depending on the
consist of a reservoir connected to the permeameter cell and
behavior of the geotextile filter. The test is terminated when a
partially filled with fluid (usually water).The upper part of the
stabilized hydraulic conductivity is obtained, or when the
reservoir is connected to a compressed gas supply. The gas
hydraulic conductivity decreases below the minimum value
pressure is controlled by a pressure regulator and measured by
allowed by the drainage design.
a pressure gage, electronic pressure transducer, or any other
device capable of measuring to the prescribed tolerance. A
5. Significance and Use
schematicdiagramoftheHCRtestequipmentisshowninFig.
5.1 This test method is to be used for measuring the
1.
hydraulic conductivity of water-saturated soil/geotextile sys-
6.2 Permeameter Cell—An apparatus shall be provided in
tems.
which the specimen and porous end pieces, enclosed by a
5.2 This test method is to be used as a design performance
membrane sealed to the cap and base, are subjected to
test, or as a comparative tool for evaluating the filtration
controlled fluid pressures. It shall consist of a top plate and
behavior of soils with geotextiles. This test method is not
baseplate separated by a cylinder. The cylinder may be
intended for routine (index-style) testing, since the results will
constructedofanymaterialcapableofwithstandingtheapplied
depend on the specific soil and hydraulic conditions that are
pressures. It is desirable to use a transparent material or have a
evaluated. It is not appropriate to use the test results for job
cylinder provided with viewing ports so the specimen may be
specifications or manufacturers’ certifications.
observed.Thetopplateshallhaveaventvalvesuchthataircan
5.3 This test method applies to the permeation of porous
be forced out of the chamber as it is filled. The baseplate shall
materials with water. Permeation with other liquids, such as
have an inlet through which the permeameter cell is filled with
chemical wastes, can be accomplished using procedures simi-
the cell fluid. The baseplate shall have ports available for the
lar to those described in this test method. However, this test
influent and effluent flow lines to the test specimen.Adiagram
methodisintendedtobeusedonlywhenwateristhepermeant
of the permeameter cell is shown in Fig. 2.
liquid.
NOTE 1—The permeameter cell may allow for observation of the
5.4 The mathematical concepts (primarily Darcy’s law)
changes in height of the specimen, either by observation through the cell
used in this test method were originally developed for one-
wall or by monitoring of either a loading piston or an extensometer
dimensional, laminar flow of water within porous materials,
extending through the top plate of the cell bearing on the top cap and
which is often the case with soil and geotextiles. When flow
attached to a dial indicator or other measuring device. The piston or
extensometershouldpassthroughabushingandsealincorporatedintothe
top plate and shall be loaded with sufficient force to compensate for cell
pressure acting on the piston tip. If deformations are measured, the
Olsen and Daniel, “Measurement of Hydraulic Conductivity of Fine-Grained
Soils,” ASTM STP 746, ASTM, Philadelphia, PA, 1981, pp. 18–64. deformation indicator shall be a dial indicator or cathetometer graduated
D5567–94 (2006)
6.3 Influent and Effluent Reservoirs— Reservoirs shall be
provided to dispense and collect the permeant through the
specimen. These reservoirs may vary in size (diameter and
height),dependingontheanticipatedhydraulicconductivityof
thespecimenandthegradientatwhichthetestisconducted.In
general, large reservoirs are necessary for fast flow rates and
small reservoirs are necessary for slow flow rates. The most
versatile HCR panels have two or three sets of interchangeable
reservoirs, with diameters ranging from 2 to 15 cm (1 to 6 in.).
For materials with anticipated hydraulic conductivity values
greater than 10 cm/s, 6-mm (0.25-in.) or larger diameter lines
shouldbeusedforallflowlinestoandfromthereservoirs,and
through the permeameter cell to the top and bottom of the
specimen. The reservoirs are shown on the diagram in Fig. 1,
andrecommendedsizesforthereservoirsareprovidedin8.4.2.
6.4 Specimen Cap and Base—An impermeable rigid cap
andbaseshallbeusedtopreventdrainageofthespecimen.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 produce an axial
stressonthespecimenbelow1kN/m (0.15psi).Thediameter
of the cap and base shall be equal to the initial diameter of the
specimen. The specimen base shall be coupled to the base of
FIG. 1 Schematic Diagram of HCR Test Equipment
the permeameter cell so as to prevent lateral motion or tilting.
The cylindrical surface of the specimen base and cap that
contacts the membrane to form a seal shall be smooth and free
of scratches so as to minimize the potential for leaks. The
specimen cap and base are shown in Fig. 2.
6.5 Rubber Membranes—The rubber membrane used to
encase the specimen shall provide reliable protection from
leakage. Membranes shall be inspected carefully prior to use,
and the membrane shall be discarded if any flaws or pinholes
are evident. In order to offer minimum restraint to the speci-
men, the unstretched membrane diameter shall be approxi-
mately 95% of that of the specimen. The membrane shall be
sealed to the specimen base and cap by any method that will
produce a positive seal, preferably with O-rings or a combina-
tion of O-rings and rubber bands.
6.6 Sample Extruder—Thesampleextrudershallbecapable
of extruding the soil core from the sampling tube in the same
direction of travel in which the sample entered the tube and
withminimumdisturbanceofthesample.Careshouldbetaken
to avoid bending stresses on the soil core due to gravity if the
coreisnotextrudedvertically.Conditionsatthetimeofsample
removal may dictate the removal procedure, but the principal
concern is to keep the degree of disturbance minimal.
FIG. 2 HCR Permeameter Cell 6.7 Equipment for Compacting a Specimen—Equipment
(including compactor and mold) suitable for the method of
compaction specified by the requester shall be used.
to 0.3 mm (0.01 in.) or finer and having an adequate travel range. Other 6.8 Specimen Size Measurement Devices— Devices used to
measuring devices meeting these requirements are acceptable.
measure the height and diameter of the specimen shall be
NOTE 2—Four drainage lines leading to the specimen, two each to the
capable of measuring the desired dimension to within 1% of
base and top cap, are recommended in order to facilitate gas removal and
itsactuallengthandshallbeconstructedsuchthattheirusewill
thus saturation of the hydraulic system. These lines may be used to flush
not disturb the specimen.
air bubbles from the lines without causing permeation through the
6.9 Timer—A timing device indicating the elapsed testing
specimen. The drainage lines shall have controlled no-volume-change
time to the nearest 1 s shall be used for establishing the
valves, such as ball valves, and shall be designed to minimize dead space
in the lines. hydraulic c
...

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1.3 This test method is intended for quality control and conformance testing of geogrids.  
1.4 The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each system are not necessarily exact equivalents; therefore, to ensure conformance with the standard, each system shall be used independently of the other, and values from the two systems shall not be combined.  
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, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.6 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.

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ASTM D5820-95(2023)(Practice)
Standard Practice for Pressurized Air Channel Evaluation of Dual-Seamed Geomembranes

SIGNIFICANCE AND USE
5.1 The increased use of geomembranes as barrier materials to restrict liquid or gas movement, and the common use of dual-track seams in joining these sheets, has created a need for a standard nondestructive test by which the quality of the seams can be assessed for continuity and watertightness. The test is not intended to provide any indication of the physical strength of the seam.  
5.2 This practice recommends an air pressure test within the channel created between dual-seamed tracks whereby the presence of unbonded sections or channels, voids, nonhomogenities, discontinuities, foreign objects, and the like, in the seamed region can be identified.  
5.3 This technique is intended for use on seams between geomembrane sheets formulated from the appropriate polymers and compounding ingredients to form a plastic or elastomer sheet material that meets all specified requirements for the end use of the product.
SCOPE
1.1 This practice covers a nondestructive evaluation of the continuity of parallel geomembrane seams separated by an unwelded air channel. The unwelded air channel between the two distinct seamed regions is sealed and inflated with air to a predetermined pressure. Long lengths of seam can be evaluated by this practice more quickly than by other common nondestructive tests.  
1.2 This practice should not be used as a substitute for destructive testing. Used in conjunction with destructive testing, this method can provide additional information regarding the seams undergoing testing.  
1.3 This practice supercedes Practice D4437/D4437M for geomembrane seams that include an air channel. Practice D4437/D4437M may continue to be used for other types of seams. The user is referred to the referenced standards or to EPA/530/SW-91/051 for additional information regarding geomembrane seaming techniques and construction quality assurance.  
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 International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.

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ASTM D5884/D5884M-23(Test Method)
Standard Test Method for Determining Tearing Strength of Internally Reinforced Geomembranes

SIGNIFICANCE AND USE
5.1 Since tear resistance may be affected to a large degree by mechanical fibering of the membrane under stress, as well as by stress distribution, strain rate, and size of specimen, the results obtained in a tear resistance test can only be regarded as a measure of the resistance under the conditions of that particular test and not necessarily as having any direct relation to service value. This test method measures the force required to tear a reinforced geomembrane along a reasonably defined course such as that the tear propagates across the width of the specimen. The values may vary between types of reinforcement used within a geomembrane.  
5.2 The tongue tear method is useful for estimating the relative tear resistance of different reinforcing textiles or different directions in the same reinforcing textiles.  
5.3 Disputes—In case of a dispute arising from differences in reported test results when using this test method for acceptance testing of commercial shipments, the purchaser and the supplier should conduct comparative tests to determine if there is a statistical difference between their laboratories.
SCOPE
1.1 This test method covers a uniform procedure for determining the tear strength of flexible geomembranes internally reinforced with a textile, using the tongue tear method.  
1.2 The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each system are not necessarily exact equivalents; therefore, to ensure conformance with the standard, each system shall be used independently of the other, and values from the two systems shall not be combined.  
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, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.4 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.

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ASTM
ASTM D5617-23(Test Method)
Standard Test Method for Multi-Axial Elongation of Geomembranes

SIGNIFICANCE AND USE
5.1 Installed geomembranes are subjected to forces from more than one direction, including forces perpendicular to the surfaces of the geomembrane. Out-of-plane deformation of a geomembrane may be useful in evaluating materials for caps where subsidence of the subsoil may be problematic.  
5.2 Failure mechanisms on this test may be different compared to other relatively small-scale index tests and may be beneficial for design purposes.  
5.3 In applications where local subsidence is expected, this test can be considered a performance test.  
5.4 For applications where geomembranes cannot be deformed in the fashion this test method prescribes, this test method should be considered an index test.  
5.5 Due to the time involved to perform this test, it is not considered practical as a quality control test.
SCOPE
1.1 This test method covers the measurement of the out-of-plane response of a geomembrane to a force that is applied perpendicular to the initial plane of the sample.  
1.2 When the geomembrane deforms to a prescribed geometric shape (arc of a sphere or ellipsoid), formulations are provided to convert the test data to biaxial tensile stress-strain values. These formulations cannot be used for other geometric shapes. With other geometric shapes, comparative data on deformation versus pressure is obtained.  
1.3 This test method requires a large-diameter pressure vessel (610 mm). Information obtained from this test method may be more appropriate for design purposes than many small-scale index tests.  
1.4 The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.  
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, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.6 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.

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ASTM
ASTM D7747/D7747M-11(2023)(Test Method)
Standard Test Method for Determining Integrity of Seams Produced Using Thermo-Fusion Methods for Reinforced Geomembranes by the Strip Tensile Method

SIGNIFICANCE AND USE
4.1 The use of reinforced geomembranes as barrier materials has created a need for a standard test method to evaluate the quality of seams produced by thermo-fusion methods. This test method is used for quality control purposes and is intended to provide quality control and quality assurance personnel with data to evaluate seam quality.  
4.2 This standard arose from the need for a destructive test method for evaluating seams of reinforced geomembranes. Standards written for destructive testing of nonreinforced geomembranes do not include all break codes (Fig. 1) applicable to reinforced geomembranes.
FIG. 1 Break Codes for Dual Hot Wedge and Hot Air Seams of Reinforced Geomembranes Tested for Seam Strength in Shear and Peel Modes  
4.3 When reinforcement occurs in directions other than machine and cross-machine, scrim are cut at specimen edges, generally lowering results. To partially compensate for this, testing can be performed according to Test Method D7749 or the 2 in. wide strip specimen specified in this method can be utilized. Testing of 1 in. and 2 in. specimens is Method A and Method B, respectively.  
4.4 The shear test outlined in this method correlates to strength of parent material measured according to Test Method D7003/D7003M only if reinforcement is parallel to TD. For other materials, seam strength and parent material strength can be compared through Test Methods D7749 and D7004/D7004M. Values obtained with the strip methods shall not be compared to values obtained with grab methods.
SCOPE
1.1 This test method describes destructive quality control tests used to determine the integrity of thermo-fusion seams made with reinforced geomembranes. Test procedures are described for seam tests for peel and shear properties using strip specimens.  
1.2 The types of thermal field and factory seaming techniques used to construct geomembrane seams include the following:  
1.2.1 Hot Air—This technique introduces high-temperature air between two geomembrane surfaces to facilitate melting. Pressure is applied to the top or bottom geomembrane, forcing together the two surfaces to form a continuous bond.  
1.2.2 Hot Wedge—This technique melts the two geomembrane surfaces to be seamed by running a hot metal wedge between them. Pressure is applied to the top and bottom geomembrane to form a continuous bond. Some seams of this kind are made with dual tracks separated by a non-bonded gap. These seams are sometimes referred to as dual hot wedge seams or double-track seams.  
1.2.3 Extrusion—This technique encompasses extruding molten resin between two geomembranes or at the edge of two overlapped geomembranes to effect a continuous bond.  
1.2.4 Radio Frequency (RF) or Dielectric—High-frequency dielectric equipment is used to generate heat and pressure to form an overlap seam in factory fabrication.  
1.2.5 Impulse—Clamping bars heated by wires or a ribbon melt the sheets clamped between them. A cooling period while still clamped allows the polymer to solidify before being released.  
1.3 The types of materials covered by this test method include, but are not limited to, reinforced geomembranes made from the following polymers:  
1.3.1 Very low-density polyethylene (VLDPE).  
1.3.2 Linear low-density polyethylene (LLDPE).  
1.3.3 Flexible polypropylene (fPP).  
1.3.4 Polyvinyl chloride (PVC).  
1.3.5 Chlorosulfonated polyethylene (CSPE).  
1.3.6 Ethylene interpolymer alloy (EIA).  
1.4 Units—The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in nonconformance with the standard.  
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 ap...

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ASTM D5101-23(Test Method)
Standard Test Method for Measuring the Filtration Compatibility of Soil-Geotextile Systems

SIGNIFICANCE AND USE
5.1 This test method is recommended for the evaluation of the performance of water-saturated soil-geotextile systems under unidirectional flow conditions. The results obtained may be used as an indication of the compatibility of the soil-geotextile system with respect to both particle retention and flow capacity.  
5.2 This test method is intended to evaluate the performance of specific on-site soils and geotextiles at the design stage of a project, or to provide qualitative data that may help identify causes of failure (for example, clogging, particle loss). It is not appropriate for acceptance testing of geotextiles. It is also improper to utilize the results from this test for job specifications or manufacturers' certifications.  
5.3 This test method is intended for site-specific investigation therefore is not an index property of the geotextile, and thus is not intended to be requested of the manufacturer or supplier of the geotextile.
SCOPE
1.1 This test method covers performance tests applicable for determining the compatibility of geotextiles with various types of water-saturated soils under unidirectional flow conditions.  
1.2 Two evaluation methods may be used to investigate soil-geotextile filtration behavior, depending on the soil type:  
1.2.1 For soils with a plasticity index lower than 5, the systems compatibility shall be evaluated per this standard.  
1.2.2 For soils with a plasticity index of 5 or more, it is recommended to use Test Method D5567 (‘HCR,’ Hydraulic Conductivity Ratio) instead of this test method.  
1.2.3 If the plasticity index of the soil is close to 5, the involved parties shall agree on the selection of the appropriate method prior to conducting the test. This task may require comparison of the permeability of the soil-geotextile system to the detection limits of the HCR and Gradient Ratio Test (GRT) test apparatus being used.  
1.3 The values stated in SI units are to be regarded as standard. The values in parentheses are for information only.  
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 International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.

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