ASTM D5567-94(2001)
(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
SCOPE
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.
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Designation:D5567–94 (Reapproved 2001)
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 (e) indicates an editorial change since the last revision or reapproval.
1. Scope D2488 Practice for Description and Identification of Soils
(Visual-Manual Procedure)
1.1 This test method covers laboratory measurement of the
D 4220 Practice for Preserving and Transporting Soil
hydraulic conductivity of water-saturated porous materials
Samples
with a flexible-wall permeameter.
D4318 Test Method for Liquid Limit, Plastic Limit, and
1.2 This test method may be used with undisturbed or
Plasticity Index of Soils
compacted soil specimens that have a hydraulic conductivity
−2
D4354 Practice for Sampling of Geosynthetics forTesting
less than or equal to 5 310 cm/s.
D4439 Terminology for Geotextiles
1.3 The filtration behavior of soils with hydraulic conduc-
−2
D4491 Test Methods forWater Permeability of Geotextiles
tivities greater than 5 310 cm/s may be determined by the
by Permittivity
gradient ratio test (Test Method D5101).
D4647 Test Method for Identification and Classification of
1.4 The values stated in SI units are to be regarded as the
Dispersive Clay Soils by the Pinhole Test
standard,althoughotherunitsareprovidedforinformationand
D4751 TestMethodforDeterminingtheApparentOpening
clarification purposes.
Size of a Geotextile
1.5 This standard does not purport to address all of the
D5084 Test Method for Hydraulic Conductivity of Satu-
safety concerns, if any, associated with its use. It is the
rated Porous Materials Using a Flexible Wall Permeame-
responsibility of the user of this standard to establish appro-
ter
priate safety and health practices and determine the applica-
D5101 Test Method for Measuring the Soil Geotextile
bility of regulatory limitations prior to use.
System Clogging Potential by the Gradient Ratio
2. Referenced Documents
3. Terminology
2.1 ASTM Standards:
2 3.1 Definitions:
D422 Method for Particle-Size Analysis of Soils
3.1.1 filter, n—a layer or combination of layers of previous
D653 Terminology Relating to Soil, Rock, and Contained
2 materialsdesignedandinstalledinsuchamannerastoprovide
Fluids
drainage, yet prevent the movement of soil particles due to
D698 Test Method for Laboratory Compaction Character-
flowing water (Terminology D653).
istics of Soil Using Standard Effort (12400 ft-lbf/ft (600
3 2
3.1.1.1 Discussion—Ageotextile filteristhetermusedfora
kN-m/m )
layer or combination of layers of pervious geosynthetic mate-
D854 Test Method for Specific Gravity of Soil Solids by
rial(s) that are used in the capacity of a filter as defined above.
Water Pycnometer
3.1.2 geotextile, n—any permeable textile material used
D1587 MethodforThin-WalledTubeSamplingofSoilsfor
with foundation, soil, rock, earth, or any other geotechnical
Geotechnical Purposes
engineering related material, as an integral part of a man-made
D2216 TestMethodforLaboratoryDeterminationofWater
product, structure, or system (Terminology D4439).
(Moisture) Content of Soil and Rock by Mass
3.1.3 hydraulic conductivity (k), n—the rate of discharge of
D2487 Classification of Soils for Engineering Purposes
water under laminar flow conditions through a unit cross-
(Unified Soil Classification System)
sectional area of a porous medium under a unit hydraulic
gradient and standard temperature conditions (20°C) (Test
This test method is under the jurisdiction of ASTM Committee D35 on Method D5084).
Geosynthetics and is the direct responsibility of Subcommittee D35.03 on Perme-
ability and Filtration.
Current edition approved May 15, 1994. Published July 1994.
2 3
Annual Book of ASTM Standards, Vol 04.08. 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.
D5567–94 (2001)
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—the cumulative volume 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
permeability tests of soil/geotextile systems. The technique HCR test to simulate field conditions.
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
schematic diagram of the HCR test equipment is shown in Fig.
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 (2001)
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
FIG. 1 Schematic Diagram of HCR Test Equipment
specimen. The specimen base shall be coupled to the base of
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
FIG. 2 HCR Permeameter Cell
concern is to keep the degree of disturbance minimal.
6.7 Equipment for Compacting a Specimen—Equipment
to 0.3 mm (0.01 in.) or finer and having an adequate travel range. Other
(including compactor and mold) suitable for the method of
measuring devices meeting these requirements are acceptable.
compaction specified by the requester shall be used.
NOTE 2—Four drainage lines leading to the specimen, two each to the
base and top cap, are recommended in order to facilitate gas removal and
6.8 Specimen Size Measurement Devices— Devices used to
thus saturation of the hydraulic system. These lines may be used to flush
measure the height and diameter of the specimen shall be
air bubbles from the lines without causing permeation through the
capable of measuring the desired dimension to within 1% of
specimen. The drainage lines shall have controlled no-volume-change
itsactuallengthandshallbeconstructedsuchthattheirusewill
valves, such as ball valves, and shall be designed to minimize dead space
in the lines. not disturb the specimen.
D5567–94 (2001)
6.9 Timer—A timing device indicating the elapsed testing 8.1.1 Prepare the soil specimen in such a way as to model
time to the nearest 1 s shall be used for establishing the the anticipated field conditions or to achieve the desired test
hydraulic conductivity. objective. If the filter will be placed in in-situ conditions,
6.10 Balances—T
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