ASTM D5567-94(2011)
(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
SIGNIFICANCE AND USE
This test method is to be used for measuring the hydraulic conductivity of water-saturated soil/geotextile systems.
This test method is to be used as a design performance test, or as a comparative tool for evaluating the filtration behavior of soils with geotextiles. This test method is not intended for routine (index-style) testing, since the results will depend on the specific soil and hydraulic conditions that are evaluated. It is not appropriate to use the test results for job specifications or manufacturers' certifications.
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 similar to those described in this test method. However, this test method is intended to be used only when water is the permeant liquid.
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 situation; however, it is therefore imperative that the hydraulic gradient be controlled carefully in the HCR test to simulate field conditions.
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 varies with effective stress. The hydraulic conductivity of the test specimen will probably change if the void ratio is changed. It i...
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 × 10−2 cm/s.
1.3 The filtration behavior of soils with hydraulic conductivities greater than 5 × 10−2 cm/s may be determined by the gradient ratio test (Test Method D5101).
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.
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)
NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
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Designation: D5567 − 94 (Reapproved 2011)
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 D1587Practice for Thin-Walled Tube Sampling of Soils for
Geotechnical Purposes
1.1 This test method covers laboratory measurement of the
D2216Test Methods for Laboratory Determination ofWater
hydraulic conductivity of water-saturated porous materials
(Moisture) Content of Soil and Rock by Mass
with a flexible-wall permeameter.
D2487Practice for Classification of Soils for Engineering
1.2 This test method may be used with undisturbed or
Purposes (Unified Soil Classification System)
compacted soil specimens that have a hydraulic conductivity
D2488Practice for Description and Identification of Soils
−2
less than or equal to 5×10 cm/s.
(Visual-Manual Procedure)
1.3 The filtration behavior of soils with hydraulic conduc- D4220 Practices for Preserving and Transporting Soil
−2
Samples
tivities greater than 5×10 cm/s may be determined by the
gradient ratio test (Test Method D5101). D4318Test Methods for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
1.4 The values stated in SI units are to be regarded as the
D4354Practice for Sampling of Geosynthetics and Rolled
standard,althoughotherunitsareprovidedforinformationand
Erosion Control Products(RECPs) for Testing
clarification purposes.
D4439Terminology for Geosynthetics
1.5 This standard does not purport to address all of the
D4491Test Methods for Water Permeability of Geotextiles
safety concerns, if any, associated with its use. It is the
by Permittivity
responsibility of the user of this standard to establish appro-
D4647Test Method for Identification and Classification of
priate safety and health practices and determine the applica-
Dispersive Clay Soils by the Pinhole Test
bility of regulatory limitations prior to use.
D4751TestMethodforDeterminingApparentOpeningSize
of a Geotextile
2. Referenced Documents
D5084Test Methods for Measurement of Hydraulic Con-
2.1 ASTM Standards:
ductivity of Saturated Porous Materials Using a Flexible
D422Test Method for Particle-Size Analysis of Soils
Wall Permeameter
D653Terminology Relating to Soil, Rock, and Contained
D5101Test Method for Measuring the Filtration Compat-
Fluids
ibility of Soil-Geotextile Systems
D698Test Methods for Laboratory Compaction Character-
3. Terminology
istics of Soil Using Standard Effort (12 400 ft-lbf/ft (600
kN-m/m ))
3.1 Definitions:
D854Test Methods for Specific Gravity of Soil Solids by
3.1.1 filter, n—a layer or combination of layers of previous
Water Pycnometer
materialsdesignedandinstalledinsuchamannerastoprovide
drainage, yet prevent the movement of soil particles due to
1 flowing water (Terminology D653).
This test method is under the jurisdiction of ASTM Committee D35 on
Geosynthetics and is the direct responsibility of Subcommittee D35.03 on Perme- 3.1.1.1 Discussion—Ageotextile filter is the term used for a
ability and Filtration.
layer or combination of layers of pervious geosynthetic mate-
CurrenteditionapprovedJune1,2011.PublishedJuly2011.Originallyapproved
rial(s) that are used in the capacity of a filter as defined above.
in 1994. Last previous edition approved in 2006 as D5567–94(2006). DOI:
10.1520/D5567-94R11.
3.1.2 geotextile, n—any permeable textile material used
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
with foundation, soil, rock, earth, or any other geotechnical
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
engineering related material, as an integral part of a man-made
Standards volume information, refer to the standard’s Document Summary page on
the ASTM website. product, structure, or system (Terminology D4439).
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D5567 − 94 (2011)
3.1.3 hydraulic conductivity (k), n—the rate of discharge of lar to those described in this test method. However, this test
water under laminar flow conditions through a unit cross- methodisintendedtobeusedonlywhenwateristhepermeant
sectional area of a porous medium under a unit hydraulic liquid.
gradient and standard temperature conditions (20°C) (Test
5.4 The mathematical concepts (primarily Darcy’s law)
Method D5084).
used in this test method were originally developed for one-
3.1.3.1 Discussion—The term coeffıcient of permeability is
dimensional, laminar flow of water within porous materials,
often used instead of hydraulic conductivity, but hydraulic
which is often the case with soil and geotextiles. When flow
conductivityisusedexclusivelyinthistestmethod.Acomplete
conditions are laminar and one-dimensional, the hydraulic
discussion of the terminology associated with Darcy’s law is
conductivity is unaffected by hydraulic gradient. However,
given in the literature.
when flow occurs through some soil/geotextile systems, a
3.1.4 permeation, n—the transmission of a fluid through a
change in hydraulic gradient could cause movement of soil
porous medium (NEW).
particles, thereby changing the structure of the test specimen
and hence changing the hydraulic conductivity of the soil/
3.1.5 pore volumes of flow (V ), n—the cumulative volume
pq
offlowthroughatestspecimendividedbythevolumeofvoids geotextile system. The mathematical expressions given by
Darcy’s law are still appropriate for application to this situa-
within the specimen (modified from Test Method D5084).
tion; however, it is therefore imperative that the hydraulic
3.2 Definitions of Terms Specific to This Standard:
gradient be controlled carefully in the HCR test to simulate
3.2.1 hydraulic conductivity ratio (HCR), n— the ratio of
field conditions.
the hydraulic conductivity of the soil/geotextile system, k ,at
sg
any time during the test, to the initial hydraulic conductivity, 5.5 This test method provides a means of determining
k , measured at the beginning of the test (NEW).
hydraulic conductivity at a controlled level of effective stress.
sgo
Hydraulic conductivity varies with void ratio, which in turn
4. Summary of Test Method
varies with effective stress. The hydraulic conductivity of the
testspecimenwillprobablychangeifthevoidratioischanged.
4.1 This test method presents a procedure for performing
It is therefore imperative that the effective stress (that is, the
permeability tests of soil/geotextile systems. The technique
effective confining pressure) be controlled carefully in the
requires placement of the soil and geotextile in a flexible-wall
HCR test to simulate field conditions.
permeameter.
4.2 The soil/geotextile specimen is saturated using de-aired
6. Apparatus
water and back pressure techniques. The specimen is consoli-
dated at the effective stress anticipated in the proposed appli- 6.1 Triaxial Pressure Control Panel—The triaxial control
cation.Thesampleisthenpermeatedwithwater.Thehydraulic panel consists of three independent pressure-regulating sys-
conductivity of the soil/geotextile specimen is measured and tems. These three systems control the pressure of the follow-
plotted as a function of elapsed time and volume of water ing: (1) the triaxial chamber, (2) the specimen influent, and (3)
passing through the sample. The hydraulic conductivity may the specimen effluent. Each system shall be capable of apply-
either increase or decrease during the test, depending on the ing and controlling the pressure to within6 1% of the applied
pressure. The influent and effluent pressure systems each
behavior of the geotextile filter. The test is terminated when a
stabilized hydraulic conductivity is obtained, or when the consist of a reservoir connected to the permeameter cell and
hydraulic conductivity decreases below the minimum value partially filled with fluid (usually water).The upper part of the
allowed by the drainage design. reservoir is connected to a compressed gas supply. The gas
pressure is controlled by a pressure regulator and measured by
5. Significance and Use
a pressure gage, electronic pressure transducer, or any other
device capable of measuring to the prescribed tolerance. A
5.1 This test method is to be used for measuring the
schematicdiagramoftheHCRtestequipmentisshowninFig.
hydraulic conductivity of water-saturated soil/geotextile sys-
1.
tems.
6.2 Permeameter Cell—An apparatus shall be provided in
5.2 This test method is to be used as a design performance
which the specimen and porous end pieces, enclosed by a
test, or as a comparative tool for evaluating the filtration
membrane sealed to the cap and base, are subjected to
behavior of soils with geotextiles. This test method is not
controlled fluid pressures. It shall consist of a top plate and
intended for routine (index-style) testing, since the results will
baseplate separated by a cylinder. The cylinder may be
depend on the specific soil and hydraulic conditions that are
constructedofanymaterialcapableofwithstandingtheapplied
evaluated. It is not appropriate to use the test results for job
pressures. It is desirable to use a transparent material or have a
specifications or manufacturers’ certifications.
cylinder provided with viewing ports so the specimen may be
5.3 This test method applies to the permeation of porous
observed.Thetopplateshallhaveaventvalvesuchthataircan
materials with water. Permeation with other liquids, such as
be forced out of the chamber as it is filled. The baseplate shall
chemical wastes, can be accomplished using procedures simi-
have an inlet through which the permeameter cell is filled with
the cell fluid. The baseplate shall have ports available for the
influent and effluent flow lines to the test specimen.Adiagram
Olsen and Daniel, “Measurement of Hydraulic Conductivity of Fine-Grained
Soils,” ASTM STP 746, ASTM, Philadelphia, PA, 1981, pp. 18–64. of the permeameter cell is shown in Fig. 2.
D5567 − 94 (2011)
measuring devices meeting these requirements are acceptable.
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
thus saturation of the hydraulic system. These lines may be used to flush
air bubbles from the lines without causing permeation through the
specimen. The drainage lines shall have controlled no-volume-change
valves, such as ball valves, and shall be designed to minimize dead space
in the lines.
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
FIG. 1 Schematic Diagram of HCR Test Equipment
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
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
specimen, the unstretched membrane diameter shall be ap-
proximately95%ofthatofthespecimen.Themembraneshall
besealedtothespecimenbaseandcapbyanymethodthatwill
produce a positive seal, preferably with O-rings or a combina-
tion of O-rings and rubber bands.
6.6 Sample Extruder—Thesampleextrudershallbecapable
FIG. 2 HCR Permeameter Cell
of extruding the soil core from the sampling tube in the same
direction of travel in which the sample entered the tube and
NOTE 1—The permeameter cell may allow for observation of the withminimumdisturbanceofthesample.Careshouldbetaken
changes in height of the specimen, either by observation through the cell
to avoid bending stresses on the soil core due to gravity if the
wall or by monitoring of either a loading piston or an extensometer
coreisnotextrudedvertically.Conditionsatthetimeofsample
extending through the top plate of the cell bearing on the top cap and
removal may dictate the removal procedure, but the principal
attached to a dial indicator or other measuring device. The piston or
concern is to keep the degree of disturbance minimal.
extensometershouldpassthroughabushingandsealincorporatedintothe
top plate and shall be loaded with sufficient force to compensate for cell
6.7 Equipment for Compacting a Specimen—Equipment
pressure acting on the piston tip. If deformations are measured, the
(including compactor and mold) suitable for the method of
deformation indicator shall be a dial indicator or cathetometer graduated
to 0.3 mm (0.01 in.) or finer and having an adequate travel range. Other compaction specified by the requester shall be used.
D5567 − 94 (2011)
6.8 Specimen Size Measurement Devices—Devices used to dance with the procedures set forth in Practice D4354. The
measure the height and diameter of the specimen shall be geotextile specimen should be trimmed to a diameter that is
capable of measuring the desired dimension to within 1% of approximately 0.6 cm (0.25 in
...
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