ASTM D5567-94(1999)
(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: D 5567 – 94 (Reapproved 1999)
Standard Test Method for
Hydraulic Conductivity Ratio (HCR) Testing of Soil/
Geotextile Systems
This standard is issued under the fixed designation D 5567; 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 D 4439 Terminology for Geotextiles
D 4491 Test Methods for Water Permeability of Geotextiles
1.1 This test method covers laboratory measurement of the
by Permittivity
hydraulic conductivity of water-saturated porous materials
D 4647 Test Method for Identification and Classification of
with a flexible-wall permeameter.
Dispersive Clay Soils by the Pinhole Test
1.2 This test method may be used with undisturbed or
D 4751 Test Method for Determining the Apparent Opening
compacted soil specimens that have a hydraulic conductivity
−2
Size of a Geotextile
less than or equal to 5 3 10 cm/s.
D 5084 Test Method for Hydraulic Conductivity of Satu-
1.3 The filtration behavior of soils with hydraulic conduc-
−2
rated Porous Materials Using a Flexible Wall Permeame-
tivities greater than 5 3 10 cm/s may be determined by the
ter
gradient ratio test (Test Method D 5101).
D 5101 Test Method for Measuring the Soil Geotextile
1.4 The values stated in SI units are to be regarded as the
System Clogging Potential by the Gradient Ratio
standard, although other units are provided for information and
clarification purposes.
3. Terminology
1.5 This standard does not purport to address all of the
3.1 Definitions:
safety concerns, if any, associated with its use. It is the
3.1.1 filter, n—a layer or combination of layers of previous
responsibility of the user of this standard to establish appro-
materials designed and installed in such a manner as to provide
priate safety and health practices and determine the applica-
drainage, yet prevent the movement of soil particles due to
bility of regulatory limitations prior to use.
flowing water (Terminology D 653).
2. Referenced Documents 3.1.1.1 Discussion—A geotextile filter is the term used for a
layer or combination of layers of pervious geosynthetic mate-
2.1 ASTM Standards:
rial(s) that are used in the capacity of a filter as defined above.
D 422 Method for Particle-Size Analysis of Soils
3.1.2 geotextile, n—any permeable textile material used
D 653 Terminology Relating to Soil, Rock, and Contained
with foundation, soil, rock, earth, or any other geotechnical
Fluids
engineering related material, as an integral part of a man-made
D 698 Test Method for Laboratory Compaction Character-
product, structure, or system (Terminology D 4439).
istics of Soil Using Standard Effort (12 400 ft-lbf/ft (600
3 2
3.1.3 hydraulic conductivity (k), n—the rate of discharge of
kN-m/m )
water under laminar flow conditions through a unit cross-
D 854 Test Method for Specific Gravity of Soils
sectional area of a porous medium under a unit hydraulic
D 1587 Method for Thin-Walled Tube Sampling of Soils
gradient and standard temperature conditions (20°C) (Test
D 2216 Test Method for Laboratory Determination of Water
Method D 5084).
(Moisture) Content of Soil and Rock
2 3.1.3.1 Discussion—The term coeffıcient of permeability is
D 2487 Classification of Soils for Engineering Purposes
often used instead of hydraulic conductivity, but hydraulic
D 2488 Practice for Description and Identification of Soils
2 conductivity is used exclusively in this test method. A complete
(Visual-Manual Procedure)
discussion of the terminology associated with Darcy’s law is
D 4220 Practice for Preserving and Transporting Soil
2 given in the literature.
Samples
3.1.4 permeation, n—the transmission of a fluid through a
D 4318 Test Method for Liquid Limit, Plastic Limit, and
2 porous medium (NEW).
Plasticity Index of Soils
3.1.5 pore volumes of flow (V ), n—the cumulative volume
pq
D 4354 Practice for Sampling of Geosynthetics for Testing
of flow through a test specimen divided by the volume of voids
within the specimen (modified from Test Method D 5084).
This test method is under the jurisdiction of ASTM Committee D-35 on
Geosynthetics and is the direct responsibility of Subcommittee D35.03 on Perme-
ability and Filtration.
Current edition approved May 15, 1994. Published July 1994. Olsen and Daniel, “Measurement of Hydraulic Conductivity of Fine-Grained
Annual Book of ASTM Standards, Vol 04.08. Soils,” ASTM STP 746, ASTM, Philadelphia, PA, 1981, pp. 18–64.
Copyright © ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States.
D 5567
3.2 Definitions of Terms Specific to This Standard: varies with effective stress. The hydraulic conductivity of the
3.2.1 hydraulic conductivity ratio (HCR), n— the ratio of test specimen will probably change if the void ratio is changed.
the hydraulic conductivity of the soil/geotextile system, k ,at It is therefore imperative that the effective stress (that is, the
sg
any time during the test, to the initial hydraulic conductivity, effective confining pressure) be controlled carefully in the
k , measured at the beginning of the test (NEW). HCR test to simulate field conditions.
sgo
4. Summary of Test Method
6. Apparatus
4.1 This test method presents a procedure for performing
6.1 Triaxial Pressure Control Panel— The triaxial control
permeability tests of soil/geotextile systems. The technique
panel consists of three independent pressure-regulating sys-
requires placement of the soil and geotextile in a flexible-wall
tems. These three systems control the pressure of the follow-
permeameter.
ing: (1) the triaxial chamber, (2) the specimen influent, and (3)
4.2 The soil/geotextile specimen is saturated using de-aired
the specimen effluent. Each system shall be capable of apply-
water and back pressure techniques. The specimen is consoli-
ing and controlling the pressure to within6 1 % of the applied
dated at the effective stress anticipated in the proposed appli-
pressure. The influent and effluent pressure systems each
cation. The sample is then permeated with water. The hydraulic
consist of a reservoir connected to the permeameter cell and
conductivity of the soil/geotextile specimen is measured and
partially filled with fluid (usually water). The upper part of the
plotted as a function of elapsed time and volume of water
reservoir is connected to a compressed gas supply. The gas
passing through the sample. The hydraulic conductivity may
pressure is controlled by a pressure regulator and measured by
either increase or decrease during the test, depending on the
a pressure gage, electronic pressure transducer, or any other
behavior of the geotextile filter. The test is terminated when a
device capable of measuring to the prescribed tolerance. A
stabilized hydraulic conductivity is obtained, or when the
schematic diagram of the HCR test equipment is shown in Fig.
hydraulic conductivity decreases below the minimum value
1.
allowed by the drainage design.
6.2 Permeameter Cell—An apparatus shall be provided in
which the specimen and porous end pieces, enclosed by a
5. Significance and Use
membrane sealed to the cap and base, are subjected to
5.1 This test method is to be used for measuring the
controlled fluid pressures. It shall consist of a top plate and
hydraulic conductivity of water-saturated soil/geotextile sys-
baseplate separated by a cylinder. The cylinder may be
tems.
constructed of any material capable of withstanding the applied
5.2 This test method is to be used as a design performance
pressures. It is desirable to use a transparent material or have a
test, or as a comparative tool for evaluating the filtration
cylinder provided with viewing ports so the specimen may be
behavior of soils with geotextiles. This test method is not
observed. The top plate shall have a vent valve such that air can
intended for routine (index-style) testing, since the results will
be forced out of the chamber as it is filled. The baseplate shall
depend on the specific soil and hydraulic conditions that are
have an inlet through which the permeameter cell is filled with
evaluated. It is not appropriate to use the test results for job
specifications or manufacturers’ certifications.
5.3 This test method applies to the permeation of porous
materials with water. Permeation with other liquids, such as
chemical wastes, can be accomplished using procedures simi-
lar to those described in this test method. However, this test
method is intended to be used only when water is the permeant
liquid.
5.4 The mathematical concepts (primarily Darcy’s law)
used in this test method were originally developed for one-
dimensional, laminar flow of water within porous materials,
which is often the case with soil and geotextiles. When flow
conditions are laminar and one-dimensional, the hydraulic
conductivity is unaffected by hydraulic gradient. However,
when flow occurs through some soil/geotextile systems, a
change in hydraulic gradient could cause movement of soil
particles, thereby changing the structure of the test specimen
and hence changing the hydraulic conductivity of the soil/
geotextile system. The mathematical expressions given by
Darcy’s law are still appropriate for application to this situa-
tion; however, it is therefore imperative that the hydraulic
gradient be controlled carefully in the HCR test to simulate
field conditions.
5.5 This test method provides a means of determining
hydraulic conductivity at a controlled level of effective stress.
Hydraulic conductivity varies with void ratio, which in turn FIG. 1 Schematic Diagram of HCR Test Equipment
D 5567
the cell fluid. The baseplate shall have ports available for the 6.4 Specimen Cap and Base—An impermeable rigid cap
influent and effluent flow lines to the test specimen. A diagram and base shall be used to prevent drainage of the specimen. The
of the permeameter cell is shown in Fig. 2. specimen cap and base shall be constructed of a noncorrosive
impermeable material, and each shall have a circular plane
NOTE 1—The permeameter cell may allow for observation of the
surface of contact with the specimen and a circular cross
changes in height of the specimen, either by observation through the cell
section. The weight of the specimen cap shall produce an axial
wall or by monitoring of either a loading piston or an extensometer
stress on the specimen below 1 kN/m (0.15 psi). The diameter
extending through the top plate of the cell bearing on the top cap and
attached to a dial indicator or other measuring device. The piston or
of the cap and base shall be equal to the initial diameter of the
extensometer should pass through a bushing and seal incorporated into the
specimen. The specimen base shall be coupled to the base of
top plate and shall be loaded with sufficient force to compensate for cell
the permeameter cell so as to prevent lateral motion or tilting.
pressure acting on the piston tip. If deformations are measured, the
The cylindrical surface of the specimen base and cap that
deformation indicator shall be a dial indicator or cathetometer graduated
contacts the membrane to form a seal shall be smooth and free
to 0.3 mm (0.01 in.) or finer and having an adequate travel range. Other
of scratches so as to minimize the potential for leaks. The
measuring devices meeting these requirements are acceptable.
NOTE 2—Four drainage lines leading to the specimen, two each to the specimen cap and base are shown in Fig. 2.
base and top cap, are recommended in order to facilitate gas removal and
6.5 Rubber Membranes—The rubber membrane used to
thus saturation of the hydraulic system. These lines may be used to flush
encase the specimen shall provide reliable protection from
air bubbles from the lines without causing permeation through the
leakage. Membranes shall be inspected carefully prior to use,
specimen. The drainage lines shall have controlled no-volume-change
and the membrane shall be discarded if any flaws or pinholes
valves, such as ball valves, and shall be designed to minimize dead space
are evident. In order to offer minimum restraint to the speci-
in the lines.
men, the unstretched membrane diameter shall be approxi-
6.3 Influent and Effluent Reservoirs— Reservoirs shall be
mately 95 % of that of the specimen. The membrane shall be
provided to dispense and collect the permeant through the
sealed to the specimen base and cap by any method that will
specimen. These reservoirs may vary in size (diameter and
produce a positive seal, preferably with O-rings or a combina-
height), depending on the anticipated hydraulic conductivity of
tion of O-rings and rubber bands.
the specimen and the gradient at which the test is conducted. In
6.6 Sample Extruder—The sample extruder shall be capable
general, large reservoirs are necessary for fast flow rates and
of extruding the soil core from the sampling tube in the same
small reservoirs are necessary for slow flow rates. The most
direction of travel in which the sample entered the tube and
versatile HCR panels have two or three sets of interchangeable
with minimum disturbance of the sample. Care should be taken
reservoirs, with diameters ranging from 2 to 15 cm (1 to 6 in.).
to avoid bending stresses on the soil core due to gravity if the
For materials with anticipated hydraulic conductivity values
3 core is not extruded vertically. Conditions at the time of sample
greater than 10 cm/s, 6-mm (0.25-in.) or larger diameter lines
removal may dictate the removal procedure, but the principal
should be used for all flow lines to and from the reservoirs, and
concern is to keep the degree of disturbance minimal.
through the permeameter cell to the top and bottom of the
6.7 Equipment for Compacting a Specimen—Equipment
specimen. The reservoirs are shown on the diagram in Fig. 1,
(including compactor and mold) suitable for the method of
and recommended sizes for the reservoirs are provided in 8.4.2.
compaction specified by the requester shall be used.
6.8 Specimen Size Measurement Devices— Devices used to
measure the height and diameter of the specimen shall be
capable of measuring the desired dimension to within 1 % of
its actual length and shall be constructed such that their use will
not disturb the specimen.
6.9 Timer—A timing device indicating the elapsed testing
time to the nearest 1 s shall be used for establishing the
hydraulic conductivity.
6.10 Balances—The balance used to weigh specimens shall
determine the mass of the specimens to within 0.1 % of the
total mass.
6.11 Apparatus for Water Content Determination, as speci-
fied in Test Method D 2216.
6.12 Miscel
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