1、Designation: D5567 94 (Reapproved 2018)Standard Test Method forHydraulic Conductivity Ratio (HCR) Testing of Soil/Geotextile Systems1This standard is issued under the fixed designation D5567; the number immediately following the designation indicates the year oforiginal adoption or, in the case of r
2、evision, the year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope1.1 This test method covers laboratory measurement of thehydraulic conductivity of water-saturated po
3、rous materialswith a flexible-wall permeameter.1.2 This test method may be used with undisturbed orcompacted soil specimens that have a hydraulic conductivityless than or equal to 5 102cm/s.1.3 The filtration behavior of soils with hydraulic conduc-tivities greater than 5 102cm/s may be determined b
4、y thegradient ratio test (Test Method D5101).1.4 The values stated in SI units are to be regarded as thestandard, although other units are provided for information andclarification purposes.1.5 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It i
5、s theresponsibility of the user of this standard to establish appro-priate safety, health, and environmental practices and deter-mine the applicability of regulatory limitations prior to use.1.6 This international standard was developed in accor-dance with internationally recognized principles on st
6、andard-ization established in the Decision on Principles for theDevelopment of International Standards, Guides and Recom-mendations issued by the World Trade Organization TechnicalBarriers to Trade (TBT) Committee.2. Referenced Documents2.1 ASTM Standards:2D422 Test Method for Particle-SizeAnalysis
7、of Soils (With-drawn 2016)3D653 Terminology Relating to Soil, Rock, and ContainedFluidsD698 Test Methods for Laboratory Compaction Character-istics of Soil Using Standard Effort (12,400 ft-lbf/ft3(600kN-m/m3)D854 Test Methods for Specific Gravity of Soil Solids byWater PycnometerD1587/D1587M Practic
8、e for Thin-Walled Tube Sampling ofFine-Grained Soils for Geotechnical PurposesD2216 Test Methods for Laboratory Determination of Water(Moisture) Content of Soil and Rock by MassD2487 Practice for Classification of Soils for EngineeringPurposes (Unified Soil Classification System)D2488 Practice for D
9、escription and Identification of Soils(Visual-Manual Procedures)D4220/D4220M Practices for Preserving and TransportingSoil SamplesD4318 Test Methods for Liquid Limit, Plastic Limit, andPlasticity Index of SoilsD4354 Practice for Sampling of Geosynthetics and RolledErosion Control Products (RECPs) fo
10、r TestingD4439 Terminology for GeosyntheticsD4491/D4491M Test Methods for Water Permeability ofGeotextiles by PermittivityD4647/D4647M Test Methods for Identification and Classi-fication of Dispersive Clay Soils by the Pinhole TestD4751 Test Methods for Determining Apparent OpeningSize of a Geotexti
11、leD5084 Test Methods for Measurement of Hydraulic Con-ductivity of Saturated Porous Materials Using a FlexibleWall PermeameterD5101 Test Method for Measuring the Filtration Compat-ibility of Soil-Geotextile Systems3. Terminology3.1 Definitions:3.1.1 filter, na layer or combination of layers of previ
12、ousmaterials designed and installed in such a manner as to providedrainage, yet prevent the movement of soil particles due toflowing water. (Terminology D653.)3.1.1.1 DiscussionA geotextile filter is the term used for alayer or combination of layers of pervious geosynthetic mate-rial(s) that are use
13、d in the capacity of a filter as defined above.1This test method is under the jurisdiction of ASTM Committee D35 onGeosynthetics and is the direct responsibility of Subcommittee D35.03 on Perme-ability and Filtration.Current edition approved June 1, 2018. Published June 2018. Originallyapproved in 1
14、994. Last previous edition approved in 2011 as D5567 94 (2011).DOI: 10.1520/D5567-94R18.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, refer to the standards Document Summa
15、ry page onthe ASTM website.3The last approved version of this historical standard is referenced onwww.astm.org.Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United StatesThis international standard was developed in accordance with internationally
16、 recognized principles on standardization established in the Decision on Principles for theDevelopment of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.13.1.2 geotextile, nany permeable textile material usedwith
17、 foundation, soil, rock, earth, or any other geotechnicalengineering-related material, as an integral part of a manmadeproduct, structure, or system. (Terminology D4439.)3.1.3 hydraulic conductivity (k), nthe rate of discharge ofwater under laminar flow conditions through a unit cross-sectional area
18、 of a porous medium under a unit hydraulicgradient and standard temperature conditions (20 C). (TestMethod D5084.)3.1.3.1 DiscussionThe term coeffcient of permeability isoften used instead of hydraulic conductivity, but hydraulicconductivity is used exclusively in this test method.Acompletediscussio
19、n of the terminology associated with Darcys law isgiven in the literature.43.1.4 permeation, nthe transmission of a fluid through aporous medium (NEW).3.1.5 pore volumes of flow (Vpq), nthe cumulative volumeof flow through a test specimen divided by the volume of voidswithin the specimen. (Modified
20、from Test Method D5084.)3.2 Definitions of Terms Specific to This Standard:3.2.1 hydraulic conductivity ratio (HCR), nthe ratio of thehydraulic conductivity of the soil/geotextile system, ksg,atanytime during the test, to the initial hydraulic conductivity, ksgo,measured at the beginning of the test
21、 (NEW).4. Summary of Test Method4.1 This test method presents a procedure for performingpermeability tests of soil/geotextile systems. The techniquerequires placement of the soil and geotextile in a flexible-wallpermeameter.4.2 The soil/geotextile specimen is saturated using de-airedwater and back-p
22、ressure techniques. The specimen is consoli-dated at the effective stress anticipated in the proposed appli-cation. The sample is then permeated with water. The hydraulicconductivity of the soil/geotextile specimen is measured andplotted as a function of elapsed time and volume of waterpassing throu
23、gh the sample. The hydraulic conductivity mayeither increase or decrease during the test, depending on thebehavior of the geotextile filter. The test is terminated when astabilized hydraulic conductivity is obtained, or when thehydraulic conductivity decreases below the minimum valueallowed by the d
24、rainage design.5. Significance and Use5.1 This test method is to be used for measuring thehydraulic conductivity of water-saturated soil/geotextile sys-tems.5.2 This test method is to be used as a design performancetest, or as a comparative tool for evaluating the filtrationbehavior of soils with ge
25、otextiles. This test method is notintended for routine (index-style) testing, since the results willdepend on the specific soil and hydraulic conditions that areevaluated. It is not appropriate to use the test results for jobspecifications or manufacturers certifications.5.3 This test method applies
26、 to the permeation of porousmaterials with water. Permeation with other liquids, such aschemical wastes, can be accomplished using procedures simi-lar to those described in this test method. However, this testmethod is intended to be used only when water is the permeantliquid.5.4 The mathematical co
27、ncepts (primarily Darcys 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 flowconditions are laminar and one-dimensional, the hydraulicconductivity is unaffected by hydrau
28、lic gradient. However,when flow occurs through some soil/geotextile systems, achange in hydraulic gradient could cause movement of soilparticles, thereby changing the structure of the test specimenand hence, changing the hydraulic conductivity of the soil/geotextile system. The mathematical expressi
29、ons given byDarcys law are still appropriate for application to this situa-tion; however, it is therefore imperative that the hydraulicgradient be controlled carefully in the HCR test to simulatefield conditions.5.5 This test method provides a means of determininghydraulic conductivity at a controll
30、ed level of effective stress.Hydraulic conductivity varies with void ratio, which in turnvaries with effective stress. The hydraulic conductivity of thetest specimen will probably change if the void ratio is changed.It is therefore imperative that the effective stress (that is, theeffective confinin
31、g pressure) be controlled carefully in theHCR test to simulate field conditions.6. Apparatus6.1 Triaxial Pressure Control PanelThe triaxial controlpanel consists of three independent pressure regulating sys-tems. These three systems control the pressure of the follow-ing: (1) the triaxial chamber, (
32、2) the specimen influent, and (3)the specimen effluent. Each system shall be capable of apply-ing and controlling the pressure to within 61 % of the appliedpressure. The influent and effluent pressure systems eachconsist of a reservoir connected to the permeameter cell andpartially filled with fluid
33、 (usually water). The upper part of thereservoir is connected to a compressed gas supply. The gaspressure is controlled by a pressure regulator and measured bya pressure gage, electronic pressure transducer, or any otherdevice capable of measuring to the prescribed tolerance. Aschematic diagram of t
34、he HCR test equipment is shown in Fig.1.6.2 Permeameter CellAn apparatus shall be provided inwhich the specimen and porous end pieces, enclosed by amembrane sealed to the cap and base, are subjected tocontrolled fluid pressures. It shall consist of a top plate andbaseplate separated by a cylinder. T
35、he cylinder may beconstructed of any material capable of withstanding the appliedpressures. It is desirable to use a transparent material or have acylinder provided with viewing ports so the specimen may beobserved.The top plate shall have a vent valve such that air can4Olsen and Daniel, “Measuremen
36、t of Hydraulic Conductivity of Fine-GrainedSoils,” ASTM STP 746, ASTM International, West Conshohocken, PA, 1981, pp.1864.D5567 94 (2018)2be forced out of the chamber as it is filled. The baseplate shallhave an inlet through which the permeameter cell is filled withthe cell fluid. The baseplate shal
37、l have ports available for theinfluent and effluent flow lines to the test specimen. A diagramof the permeameter cell is shown in Fig. 2.NOTE 1The permeameter cell may allow for observation of thechanges in height of the specimen, either by observation through the cellwall or by monitoring of either
38、 a loading piston or an extensometerextending through the top plate of the cell bearing on the top cap andattached to a dial indicator or other measuring device. The piston orextensometer should pass through a bushing and seal incorporated into thetop plate and shall be loaded with sufficient force
39、to compensate for cellpressure acting on the piston tip. If deformations are measured, thedeformation indicator shall be a dial indicator or cathetometer graduatedto 0.3 mm (0.01 in.) or finer and having an adequate travel range. Othermeasuring devices meeting these requirements are acceptable.NOTE
40、2Four drainage lines leading to the specimen, two each to thebase and top cap, are recommended in order to facilitate gas removal andthus, saturation of the hydraulic system. These lines may be used to flushair bubbles from the lines without causing permeation through thespecimen. The drainage lines
41、 shall have controlled no-volume-changevalves, such as ball valves, and shall be designed to minimize dead spacein the lines.6.3 Influent and Effluent ReservoirsReservoirs shall beprovided to dispense and collect the permeant through thespecimen. These reservoirs may vary in size (diameter andheight
42、), depending on the anticipated hydraulic conductivity ofthe specimen and the gradient at which the test is conducted. Ingeneral, large reservoirs are necessary for fast flow rates andsmall reservoirs are necessary for slow flow rates. The mostversatile HCR panels have two or three sets of interchan
43、geablereservoirs, with diameters ranging from 2 to 15 cm (1 to 6 in.).For materials with anticipated hydraulic conductivity valuesgreater than 103cm/s, 6-mm (0.25-in.) or larger diameter linesshould be used for all flow lines to and from the reservoirs, andthrough the permeameter cell to the top and
44、 bottom of thespecimen. The reservoirs are shown on the diagram in Fig. 1,and recommended sizes for the reservoirs are provided in 8.4.2.6.4 Specimen Cap and BaseAn impermeable, rigid capand base shall be used to prevent drainage of the specimen.Thespecimen cap and base shall be constructed of a non
45、corrosive,impermeable material, and each shall have a circular planesurface of contact with the specimen and a circular crosssection. The weight of the specimen cap shall produce an axialstress on the specimen below 1 kN/m2(0.15 psi). The diameterof the cap and base shall be equal to the initial dia
46、meter of thespecimen. The specimen base shall be coupled to the base ofthe permeameter cell so as to prevent lateral motion or tilting.The cylindrical surface of the specimen base and cap thatcontacts the membrane to form a seal shall be smooth and freeof scratches so as to minimize the potential fo
47、r leaks. Thespecimen cap and base are shown in Fig. 2.6.5 Rubber MembranesThe rubber membrane used toencase the specimen shall provide reliable protection fromleakage. Membranes shall be inspected carefully prior to use,and the membrane shall be discarded if any flaws or pinholesare evident. In orde
48、r to offer minimum restraint to thespecimen, the unstretched membrane diameter shall be ap-proximately 95 % of that of the specimen. The membrane shallbe sealed to the specimen base and cap by any method that willproduce a positive seal, preferably with O-rings or a combina-tion of O-rings and rubbe
49、r bands.6.6 Sample ExtruderThe sample extruder shall be capableof extruding the soil core from the sampling tube in the samedirection of travel in which the sample entered the tube andwith minimum disturbance of the sample. Care should be takento avoid bending stresses on the soil core due to gravity if thecore is not extruded vertically. Conditions at the time of sampleFIG. 1 Schematic Diagram of HCR Test EquipmentFIG. 2 HCR Permeameter CellD5567 94 (2018)3removal may dictate the removal procedure, but the principalconcern is to keep the degree of di
