ASTM D5567-94(2018)

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.
Designation: D5567 − 94 (Reapproved 2018)
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 D653Terminology Relating to Soil, Rock, and Contained
Fluids
1.1 This test method covers laboratory measurement of the
D698Test Methods for Laboratory Compaction Character-
hydraulic conductivity of water-saturated porous materials
istics of Soil Using Standard Effort (12,400 ft-lbf/ft (600
with a flexible-wall permeameter.
kN-m/m ))
1.2 This test method may be used with undisturbed or
D854Test Methods for Specific Gravity of Soil Solids by
compacted soil specimens that have a hydraulic conductivity
Water Pycnometer
−2
less than or equal to 5×10 cm/s.
D1587/D1587MPractice forThin-WalledTube Sampling of
1.3 The filtration behavior of soils with hydraulic conduc- Fine-Grained Soils for Geotechnical Purposes
−2
D2216Test Methods for Laboratory Determination ofWater
tivities greater than 5×10 cm/s may be determined by the
gradient ratio test (Test Method D5101). (Moisture) Content of Soil and Rock by Mass
D2487Practice for Classification of Soils for Engineering
1.4 The values stated in SI units are to be regarded as the
Purposes (Unified Soil Classification System)
standard,althoughotherunitsareprovidedforinformationand
D2488Practice for Description and Identification of Soils
clarification purposes.
(Visual-Manual Procedures)
1.5 This standard does not purport to address all of the
D4220/D4220MPractices for Preserving and Transporting
safety concerns, if any, associated with its use. It is the
Soil Samples
responsibility of the user of this standard to establish appro-
D4318Test Methods for Liquid Limit, Plastic Limit, and
priate safety, health, and environmental practices and deter-
Plasticity Index of Soils
mine the applicability of regulatory limitations prior to use.
D4354Practice for Sampling of Geosynthetics and Rolled
1.6 This international standard was developed in accor-
Erosion Control Products (RECPs) for Testing
dance with internationally recognized principles on standard-
D4439Terminology for Geosynthetics
ization established in the Decision on Principles for the
D4491/D4491MTest Methods for Water Permeability of
Development of International Standards, Guides and Recom-
Geotextiles by Permittivity
mendations issued by the World Trade Organization Technical
D4647/D4647MTest Methods for Identification and Classi-
Barriers to Trade (TBT) Committee.
fication of Dispersive Clay Soils by the Pinhole Test
D4751Test Methods for Determining Apparent Opening
2. Referenced Documents
Size of a Geotextile
2.1 ASTM Standards: D5084Test Methods for Measurement of Hydraulic Con-
D422Test Method for Particle-SizeAnalysis of Soils (With- ductivity of Saturated Porous Materials Using a Flexible
drawn 2016) Wall Permeameter
D5101Test Method for Measuring the Filtration Compat-
ibility of Soil-Geotextile Systems
This test method is under the jurisdiction of ASTM Committee D35 on
3. Terminology
Geosynthetics and is the direct responsibility of Subcommittee D35.03 on Perme-
ability and Filtration.
3.1 Definitions:
Current edition approved June 1, 2018. Published June 2018. Originally
3.1.1 filter, n—a layer or combination of layers of previous
approved in 1994. Last previous edition approved in 2011 as D5567–94 (2011).
materialsdesignedandinstalledinsuchamannerastoprovide
DOI: 10.1520/D5567-94R18.
drainage, yet prevent the movement of soil particles due to
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
flowing water. (Terminology D653.)
Standards volume information, refer to the standard’s Document Summary page on
3.1.1.1 Discussion—Ageotextile filter is the term used for a
the ASTM website.
layer or combination of layers of pervious geosynthetic mate-
The last approved version of this historical standard is referenced on
www.astm.org. rial(s) that are used in the capacity of a filter as defined above.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D5567 − 94 (2018)
3.1.2 geotextile, n—any permeable textile material used evaluated. It is not appropriate to use the test results for job
with foundation, soil, rock, earth, or any other geotechnical specifications or manufacturers’ certifications.
engineering-related material, as an integral part of a manmade
5.3 This test method applies to the permeation of porous
product, structure, or system. (Terminology D4439.)
materials with water. Permeation with other liquids, such as
3.1.3 hydraulic conductivity (k), n—the rate of discharge of
chemical wastes, can be accomplished using procedures simi-
water under laminar flow conditions through a unit cross-
lar to those described in this test method. However, this test
sectional area of a porous medium under a unit hydraulic
methodisintendedtobeusedonlywhenwateristhepermeant
gradient and standard temperature conditions (20°C). (Test
liquid.
Method D5084.)
5.4 The mathematical concepts (primarily Darcy’s law)
3.1.3.1 Discussion—The term coeffıcient of permeability is
used in this test method were originally developed for one-
often used instead of hydraulic conductivity, but hydraulic
dimensional, laminar flow of water within porous materials,
conductivityisusedexclusivelyinthistestmethod.Acomplete
which is often the case with soil and geotextiles. When flow
discussion of the terminology associated with Darcy’s law is
conditions are laminar and one-dimensional, the hydraulic
given in the literature.
conductivity is unaffected by hydraulic gradient. However,
3.1.4 permeation, n—the transmission of a fluid through a
when flow occurs through some soil/geotextile systems, a
porous medium (NEW).
change in hydraulic gradient could cause movement of soil
particles, thereby changing the structure of the test specimen
3.1.5 pore volumes of flow (V ), n—the cumulative volume
pq
offlowthroughatestspecimendividedbythevolumeofvoids and hence, changing the hydraulic conductivity of the soil/
geotextile system. The mathematical expressions given by
within the specimen. (Modified from Test Method D5084.)
Darcy’s law are still appropriate for application to this situa-
3.2 Definitions of Terms Specific to This Standard:
tion; however, it is therefore imperative that the hydraulic
3.2.1 hydraulic conductivity ratio (HCR), n—theratioofthe
gradient be controlled carefully in the HCR test to simulate
hydraulic conductivity of the soil/geotextile system, k ,atany
sg
field conditions.
time during the test, to the initial hydraulic conductivity, k ,
sgo
measured at the beginning of the test (NEW). 5.5 This test method provides a means of determining
hydraulic conductivity at a controlled level of effective stress.
4. Summary of Test Method Hydraulic conductivity varies with void ratio, which in turn
varies with effective stress. The hydraulic conductivity of the
4.1 This test method presents a procedure for performing
testspecimenwillprobablychangeifthevoidratioischanged.
permeability tests of soil/geotextile systems. The technique
It is therefore imperative that the effective stress (that is, the
requires placement of the soil and geotextile in a flexible-wall
effective confining pressure) be controlled carefully in the
permeameter.
HCR test to simulate field conditions.
4.2 The soil/geotextile specimen is saturated using de-aired
water and back-pressure techniques. The specimen is consoli-
6. Apparatus
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 within 61% of the applied
behavior of the geotextile filter. The test is terminated when a
pressure. The influent and effluent pressure systems each
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
5.1 This test method is to be used for measuring the
device capable of measuring to the prescribed tolerance. A
hydraulic conductivity of water-saturated soil/geotextile sys-
schematicdiagramoftheHCRtestequipmentisshowninFig.
tems.
1.
5.2 This test method is to be used as a design performance
6.2 Permeameter Cell—An apparatus shall be provided in
test, or as a comparative tool for evaluating the filtration
which the specimen and porous end pieces, enclosed by a
behavior of soils with geotextiles. This test method is not
membrane sealed to the cap and base, are subjected to
intended for routine (index-style) testing, since the results will
controlled fluid pressures. It shall consist of a top plate and
depend on the specific soil and hydraulic conditions that are
baseplate separated by a cylinder. The cylinder may be
constructedofanymaterialcapableofwithstandingtheapplied
pressures. It is desirable to use a transparent material or have a
Olsen and Daniel, “Measurement of Hydraulic Conductivity of Fine-Grained
cylinder provided with viewing ports so the specimen may be
Soils,” ASTM STP 746, ASTM International, West Conshohocken, PA, 1981, pp.
18–64. observed.Thetopplateshallhaveaventvalvesuchthataircan
D5567 − 94 (2018)
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
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
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
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
versatileHCRpanelshavetwoorthreesetsofinterchangeable
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
FIG. 1 Schematic Diagram of HCR Test Equipment
shouldbeusedforallflowlinestoandfromthereservoirs,and
through the permeameter cell to the top and bottom of the
specimen. The reservoirs are shown on the diagram in Fig. 1,
be forced out of the chamber as it is filled. The baseplate shall
andrecommendedsizesforthereservoirsareprovidedin8.4.2.
have an inlet through which the permeameter cell is filled with
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.Adiagram andbaseshallbeusedtopreventdrainageofthespecimen.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
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
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
FIG. 2 HCR Permeameter Cell coreisnotextrudedvertically.Conditionsatthetimeofsample
D5567 − 94 (2018)
removal may dictate the removal procedure, but the principal 7.3 Compacted Soil Specimens—Prepare specimens using
concern is to keep the degree of disturbance minimal. the compaction method, predetermined water content, and unit
weight prescribed by the individual assigning the test.
6.7 Equipment for Compacting a Specimen—Equipment
NOTE 3—It is common for the unit weight of the specimen after
(including compactor and mold) suitable for the method of
removal from the mold to be less than the value based on the volume of
compaction specified by the requester shall be used.
the mold. This occurs as a result of the specimen swelling after removal
of the lateral confinement due to the mold.
6.8 Specimen Size Measurement Devices—Devices used to
measure the height and diameter of the specimen shall be
7.4 Geotextile Filter Specimens—The geotextile specimen
capable of measuring the desired dimension to within 1% of
should be selected from a larger geotextile sample in accor-
its actual length, and shall be constructed such that their use
dance with the procedures set forth in Practice D4354. The
will not disturb the specimen.
geotextile specimen should be trimmed to a diameter that is
approximately 0.6 cm (0.25 in.) greater than that of the soil
6.9 Timer—A timing device indicating the elapsed testing
specimen.
time to the nearest 1 s shall be used for establishing the
hydraulic conductivity.
8. Procedure
6.10 Balances—The balance used to weigh specimens shall
8.1 Specimen Setup:
determine the mass of the specimens to within 0.1% of the
8.1.1 Prepare the soil specimen in such a way as to model
total mass.
the anticipated field conditions or to achieve the desired test
6.11 Apparatus for Water Content Determination, as speci- objective.Ifthefilterwillbeplacedininsituconditions,obtain
fied in Test Methods D2216. undisturbed samples of the soil as described in 7.2. If the filter
will be placed in compacted fill, compact the soil specimen to
6.12 Miscellaneous Apparatus—Specimen trimming and
meet the specified compaction criteria described in 7.3.
carving tools, membrane and O-ring expanders, and data
8.1.2 Obtain a specimen from an undisturbed sample by
sheets, as required.
trimming the ends of the specimen such that they are perpen-
6.13 Head Losses—Head losses in the tubes, valves, and
dicular to the long axis of the sample, provided the soil
other portions of the equipment may lead to error in determin- characteristics are such that no significant disturbance results
ing the hydraulic conductivity. The permeameter shall be
from sampling and the specimen is uniformly circular. Handle
assembled with no specimen inside, and then the hydraulic the specimens carefully in order to minimize disturbance,
system filled to guard against such errors. The hydraulic
changes in cross section, or loss of water content. If compres-
pressures or heads that will be used in testing a specimen shall sion or any type of noticeable disturbance would be caused by
be applied, and the rate of flow measured with an accuracy of
the extrusion device, split the sample tube lengthwise or cut it
5% or better. This flow rate shall be at least two times greater off in small sections to facilitate removal of the specimen with
than that which is measured when a specimen is placed inside
minimum disturbance. Prepare trimmed specimens in an envi-
the permeameter with the same hydraulic pressures or heads ronment in which the change in the water content of the soil is
applied.
minimized. Specimens shall be of uniform, circular cross
section perpendicular to the axis of the specimen. Where
pebbles or crumbling cause excessive irregularity along the
7. Sampling Test Specimens and Test Units
outsideedgesofthespecimenorattheends,packsoilfromthe
7.1 Soil Specimen Size—Cylindrical specimens shall have a
trimmings in the irregularities to produce the desired surface.
minimum diameter of 30 mm, and the largest particle con-
Determine the mass and dimensions (length and diameter) of
tained within the test specimen shall be smaller than one-sixth
the test specimen. Determine the water content using soil
of the specimen diameter. For the purposes of establishing a
trimmings taken from the ends of the test specimen, in
reference standard, the recommended height of the standard
accordance with Test Methods D2216.
HCRsampleistobe5.0cm.Thelengthmaybeincreasedifthe
8.1.3 Preparecompactedspecimensbycompactingmaterial
maximum particle size is larger than 0.47 cm (U.S. Standard
in at least six layers, using a pressing or kneading action, into
No. 4 sieve) or if the specimen hydraulic conductivity may be
a split mold of circular cross section having dimensions
governed by the macro-structure (that is, cracks) of the
meeting the requirements of 7.1. Batch the material required
specimen. If it is found that oversize particles are present after
for the specimen by mixing soil thoroughly with sufficient
completion of a test, indicate this information in the report of
water to produce the desired water content. After batching,
test data under “remarks.” The average height and diameter of
storethematerialinacoveredcontainerinaccordancewiththe
the test specimen shall be determined using the apparatus
guidelinessetforthinTable2ofTestMethodsD698.Moldthe
specified in 6.8.
specimens to the desired density by either: (1) kneading or
7.2 Undis
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