ASTM D5567-1994(2011) Standard Test Method for Hydraulic Conductivity Ratio (HCR) Testing of Soil Geotextile Systems《土壤土工合成织物系统液力传导比(CHR)标准试验方法》.pdf

《ASTM D5567-1994(2011) Standard Test Method for Hydraulic Conductivity Ratio (HCR) Testing of Soil Geotextile Systems《土壤土工合成织物系统液力传导比(CHR)标准试验方法》.pdf》由会员分享，可在线阅读，更多相关《ASTM D5567-1994(2011) Standard Test Method for Hydraulic Conductivity Ratio (HCR) Testing of Soil Geotextile Systems《土壤土工合成织物系统液力传导比(CHR)标准试验方法》.pdf（9页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: D5567 94 (Reapproved 2011)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 3 102cm/s.1.3 The filtration behavior of soils with hydraulic conduc-tivities greater than 5 3 102cm/s may be determin

4、ed by 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.

5、It is theresponsibility of the user of this standard to establish appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.2. Referenced Documents2.1 ASTM Standards:2D422 Test Method for Particle-Size Analysis of SoilsD653 Terminology Relating

6、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 Practice for Thin-Walled Tube Sampling of Soils forGeotechnical Pur

7、posesD2216 Test Methods for Laboratory Determination of Wa-ter (Moisture) Content of Soil and Rock by MassD2487 Practice for Classification of Soils for EngineeringPurposes (Unified Soil Classification System)D2488 Practice for Description and Identification of Soils(Visual-Manual Procedure)D4220 Pr

8、actices for Preserving and Transporting SoilSamplesD4318 Test Methods for Liquid Limit, Plastic Limit, andPlasticity Index of SoilsD4354 Practice for Sampling of Geosynthetics for TestingD4439 Terminology for GeosyntheticsD4491 Test Methods for Water Permeability of Geotextilesby PermittivityD4647 T

9、est Method for Identification and Classification ofDispersive Clay Soils by the Pinhole TestD4751 Test Method for Determining Apparent OpeningSize of a GeotextileD5084 Test Methods for Measurement of Hydraulic Con-ductivity of Saturated Porous Materials Using a FlexibleWall PermeameterD5101 Test Met

10、hod for Measuring the Soil-Geotextile Sys-tem Clogging Potential by the Gradient Ratio3. Terminology3.1 Definitions:3.1.1 filter, na layer or combination of layers of previousmaterials designed and installed in such a manner as to providedrainage, yet prevent the movement of soil particles due toflo

11、wing 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 used in the capacity of a filter as defined above.3.1.2 geotextile, nany permeable textile material usedwith foundation, soil, rock,

12、 earth, or any other geotechnicalengineering related material, as an integral part of a man-madeproduct, 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 of a porous medium unde

13、r a unit hydraulicgradient and standard temperature conditions (20C) (TestMethod D5084).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, 2011. Pub

14、lished July 2011. Originally approvedin 1994. Last previous edition approved in 2006 as D556794(2006). DOI:10.1520/D5567-94R11.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information

15、, refer to the standards Document Summary page onthe ASTM website.1Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.3.1.3.1 DiscussionThe term coeffcient of permeability isoften used instead of hydraulic conductivity, but hydrauliccond

16、uctivity is used exclusively in this test method.Acompletediscussion of the terminology associated with Darcys law isgiven in the literature.33.1.4 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 spe

17、cimen divided by the volume of voidswithin the specimen (modified from Test Method D5084).3.2 Definitions of Terms Specific to This Standard:3.2.1 hydraulic conductivity ratio (HCR), n the ratio ofthe hydraulic conductivity of the soil/geotextile system, ksg,atany time during the test, to the initia

18、l hydraulic conductivity,ksgo, measured at the beginning of the test (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

19、soil/geotextile specimen is saturated using de-airedwater and back pressure 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 andpl

20、otted as a function of elapsed time and volume of waterpassing through 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 thehydr

21、aulic conductivity decreases below the minimum valueallowed by the drainage 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 com

22、parative tool for evaluating the filtrationbehavior of soils with geotextiles. 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 jobspecifi

23、cations or manufacturers certifications.5.3 This test method applies 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 b

24、e used only when water is the permeantliquid.5.4 The mathematical concepts (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 an

25、d one-dimensional, the hydraulicconductivity is unaffected by hydraulic 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 co

26、nductivity of the soil/geotextile system. The mathematical expressions 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

27、provides a means of determininghydraulic conductivity at a controlled 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 i

28、mperative that the effective stress (that is, theeffective confining pressure) be controlled carefully in theHCR test to simulate field conditions.6. Apparatus6.1 Triaxial Pressure Control Panel The triaxial controlpanel consists of three independent pressure-regulating sys-tems. These three systems

29、 control the pressure of the follow-ing: (1) the triaxial chamber, (2) the specimen influent, and (3)the specimen effluent. Each system shall be capable of apply-ing and controlling the pressure to within6 1 % of the appliedpressure. The influent and effluent pressure systems eachconsist of a reserv

30、oir connected to the permeameter cell andpartially filled with fluid (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 capab

31、le of measuring to the prescribed tolerance. Aschematic diagram of the 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

32、shall consist of a top plate andbaseplate separated by a cylinder. The 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 sh

33、all have a vent valve such that air canbe 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 shall have ports available for theinfluent and effluent flow lines to the test specimen. A diagramof th

34、e 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 a loading piston or an extensometerextending through the top plate of the cell bearing on the top

35、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 to compensate for cellpressure acting on the piston tip. If deformations are measured, thedeformati

36、on indicator shall be a dial indicator or cathetometer graduated3Olsen and Daniel, “Measurement of Hydraulic Conductivity of Fine-GrainedSoils,” ASTM STP 746, ASTM, Philadelphia, PA, 1981, pp. 1864.D5567 94 (2011)2to 0.3 mm (0.01 in.) or finer and having an adequate travel range. Othermeasuring devi

37、ces meeting these requirements are acceptable.NOTE 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

38、permeation through thespecimen. The drainage lines 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 Reservoirs Reservoirs shall beprovided to dispense and collect the permeant through thespecimen. Th

39、ese reservoirs may vary in size (diameter andheight), 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 mostversa

40、tile HCR panels have two or three sets of interchangeablereservoirs, 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 reservo

41、irs, andthrough the permeameter cell to the top and 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. The

42、specimen cap and base shall be constructed of a noncorrosiveimpermeable 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

43、the cap and base shall be equal to the initial diameter 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 f

44、reeof scratches so as to minimize the potential for 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 disc

45、arded if any flaws or pinholesare 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 besealed to the specimen base and cap by any method that willproduce a positive seal, preferably

46、 with O-rings or a combina-tion of O-rings and rubber 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 a

47、void bending stresses on the soil core due to gravity if thecore is not extruded vertically. Conditions at the time of sampleremoval may dictate the removal procedure, but the principalconcern is to keep the degree of disturbance minimal.6.7 Equipment for Compacting a SpecimenEquipment(including com

48、pactor and mold) suitable for the method ofcompaction specified by the requester shall be used.6.8 Specimen Size Measurement Devices Devices used tomeasure the height and diameter of the specimen shall becapable of measuring the desired dimension to within 1 % ofits actual length and shall be constr

49、ucted such that their use willnot disturb the specimen.6.9 TimerA timing device indicating the elapsed testingtime to the nearest 1 s shall be used for establishing thehydraulic conductivity.FIG. 1 Schematic Diagram of HCR Test EquipmentFIG. 2 HCR Permeameter CellD5567 94 (2011)36.10 BalancesThe balance used to weigh specimens shalldetermine the mass of the specimens to within 0.1 % of thetotal mass.6.11 Apparatus for Water Content Determination, as speci-fied in Test Method D2216.6.12 Miscellaneous ApparatusSpecimen trimming andcarving tools, membran