1、Designation: D5514 06 (Reapproved 2011)D5514/D5514M 14Standard Test Method forLarge Scale Hydrostatic Puncture Testing of Geosynthetics1This standard is issued under the fixed designation D5514;D5514/D5514M; the number immediately following the designation indicatesthe year of original adoption or,
2、in the case of revision, the year of last revision. A number in parentheses indicates the year of lastreapproval. A superscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope1.1 This test method evaluates the stress/time properties of geosynthetics by using h
3、ydrostatic pressure to compress thegeosynthetic over synthetic or natural test bases consisting of manufactured test pyramids/cones, rocks, soil or voids.1.2 This test method allows the user to determine the relative failure mode, points of failure for geosynthetics, or both.1.3 This test method off
4、ers two distinct procedures.1.3.1 ProcedureAincorporates manufactured test pyramids or cones as the base of the testing apparatus. ProcedureAis intendedto create comparable data between laboratories, and can be used as a guide for routine acceptance test for various materials.1.3.2 Procedures B and
5、C incorporate site specific soil or other material selected by the user as the test base of the testingapparatus. Procedures B and C are methods for geosynthetic design for a specific site.1.4 The values stated in either SI units or inch-pound units are to be regarded separately as the standard. The
6、 values given inparentheses are provided for information only.stated in each system may not be exact equivalents; therefore, each system shall beused independently of the other. Combining values from the two systems may result in non-conformance with the standard.1.5 This standard does not purport t
7、o address all of the safety concerns, if any, associated with its use. It is the responsibilityof the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatorylimitations prior to use. For a specific warning statement, see Section 6.2. R
8、eferenced Documents2.1 ASTM Standards:2D792 Test Methods for Density and Specific Gravity (Relative Density) of Plastics by DisplacementD1505 Test Method for Density of Plastics by the Density-Gradient TechniqueD2488 Practice for Description and Identification of Soils (Visual-Manual Procedure)D4439
9、 Terminology for GeosyntheticsD5199 Test Method for Measuring the Nominal Thickness of GeosyntheticsD5261 Test Method for Measuring Mass per Unit Area of GeotextilesD5994 Test Method for Measuring Core Thickness of Textured GeomembranesE11 Specification for Woven Wire Test Sieve Cloth and Test Sieve
10、s3. Terminology3.1 Definitions:3.1.1 atmosphere for testing geomembranes, nair maintained at a relative humidity of 50 to 70 % and a temperature of 21 62C (7070 6 4F).4F.3.1.2 critical height (ch), nthe maximum exposed height of a cone or pyramid that will not cause a puncture failure of ageosynthet
11、ic at a specified hydrostatic pressure for a given period of time.3.1.3 failure, nin testing geosynthetics, water or air pressure in the test vessel at failure of the geosynthetic.3.1.4 hydrostatic pressure, na state of stress in which all the principal stresses are equal (and there is no shear stre
12、ss), as ina liquid at rest; induced artificially by means of a gaged pressure system; the product of the unit weight of the liquid and thedifference in elevation between the given point and the free water elevation.1 This test method is under the jurisdiction of ASTM Committee D35 on Geosynthetics a
13、nd is the direct responsibility of Subcommittee D35.10 on Geomembranes.Current edition approved June 1, 2011Jan. 1, 2014. Published July 2011January 2014. Originally approved in 1994. Last previous edition approved in 20062011 asD5514 06.D5514 06(2011). DOI: 10.1520/D5514-06R11.10.1520/D5514_D5514M-
14、14.2 For referencedASTM standards, visit theASTM website, www.astm.org, or contactASTM Customer Service at serviceastm.org. For Annual Book of ASTM Standardsvolume information, refer to the standards Document Summary page on the ASTM website.This document is not an ASTM standard and is intended only
15、 to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Becauseit may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current versio
16、nof the standard as published by ASTM is to be considered the official document.Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States13.2 For definitions of other terms used in this test method, refer to Terminology D4439.4. Significance an
17、d Use4.1 Procedure AThis procedure is an index type test which can be used as a guide for acceptance of commercial shipmentsof geosynthetics. The standard cone and pyramid test fixtures can establish critical height (ch) consistency with similar materialfrom previous lots or different suppliers, as
18、well as testing from other laboratories. However, due to the time required to performtests, it is generally not recommended for routine acceptance testing.4.2 Procedures B and CThese procedures are performance tests intended as a design aid used to simulate the in-situ behaviorof geosynthetics under
19、 hydrostatic compression. These test methods may assist a design engineer in comparing the ability ofseveral candidate geosynthetic materials to conform to a site specific subgrade under specified use and conditions. In procedureB, the pressure is increased until a failure is observed. In procedure
20、C, a given set of conditions (pressure, temperature and testduration) are maintained constant and the performance of the system is observed at the end of the test.5. Apparatus5.1 For safe operation, the test vessel should have an appropriate ASME pressure rating. The maximum pressure rating of theve
21、ssel is dependent on the material being tested and expected pressures to be encountered. Pressure can be achieved from aregulated air system or a hydraulic pump.5.2 Subgrade Pan, several removable pans for configuring various subgrades. Subgrade pans are to be built, with a depth of 102mm (4 in.),4
22、in., and with drain holes in the bottom of the pan to allow the pressurizing medium to flow through. The subgradepan shall be constructed of a suitable material to support a load of 1800 kPa (250 psi).250 psi.5.3 Leak Detection System, can be designed by using displacement floats, moisture sensor, p
23、ressure sensors, a sight glass, orother means that will accurately detect failure.5.4 Layout Grid, for procedure B, the layout grid is to assist in determining deformation of the tested geosynthetic. The gridis placed flat against the test specimen that has been placed ready for testing. Depth readi
24、ngs will be taken in a prearranged patternover the entire area of the test specimen. The prearranged area that the geosynthetic displacement depth is checked must remainconsistent throughout the complete testing. The depth is taken from the top of the grid to the surface of the test specimen. Thelay
25、out grid is to be made of 3 mm (0.12 in.)0.12 in. aluminum rod with a grid layout of 50 by 50 mm (22 by 2 in.).in.5.5 Test Pyramids, the pyramid should be manufactured from aluminum or a hard plastic, that is, epoxy or Lexan.5.6 Test Cones, cones are more consistent when manufactured out of a hard p
26、lastic, that is, epoxy.5.7 Temperature Probe, used to measure the test chamber temperature as well as the liquid temperature (if applicable). Theaccuracy of the temperature probe shall be 61C.5.8 Support Bridge, used to support the center of the subgrade pan to keep the pan from deflecting under loa
27、d.5.9 Pressure Measurement Gages, should be in a series such that each lower pressure can be closed off as its maximum safeoperation pressure is reached. The series of gages should be 0 to 210 kPa (00 to 30 psi),psi, 0 to 690 kPa (00 to 100 psi),psi,and 0 to 1400 kPa (00 to 200 psi).psi. The accurac
28、y shall be 67.0 kPa (1 psi). 1 psi.6. Hazards6.1 WarningIn addition to other precautions, the test apparatus is under pressure and proper precaution should be taken.When drain valves are opened, safety glasses should be worn by the operator. Pressure relief valves are highly recommended toprevent un
29、safe pressures.PrecautionIn addition to other precautions, the test apparatus is under pressure and proper precautionshould be taken. When drain valves are opened, safety glasses should be worn by the operator. Pressure relief valves are highlyrecommended to prevent unsafe pressures.7. Test Specimen
30、7.1 Cut the geosynthetic test specimen to fit a minimum of 10 mm beyond the clamping area (test vessel flange area) of thedesigned pressure vessel.NOTE 1The conceptual drawing of a pressure vessel as diagrammed in Fig.Fig. 1 1 is acceptable, however, other types of vessels can be used as longas the
31、size does not bias results for a particular material.NOTE 2If it is difficult to determine a materials machine direction, after testing, first mark on the specimen before testing a line parallel to the machinedirection.7.2 Measure the geosynthetic specimen thickness accurately by one of the industry
32、 standard test methods referenced in Section2.NOTE 3If testing a permeable geosynthetic without the support of a geomembrane, a non-permeable sheet on the liquid medium side may be used,provided adjustments are made for the strength of the non-permeable sheet (that is, 0.4 mm latex).D5514/D5514M 142
33、7.3 The test specimen should be free of any scratches, folds, or other abnormalities, unless the abnormality is the item ofinterest.7.4 Examine a total of three replicate test specimens.8. Conditioning8.1 Expose the specimens to the standard atmosphere for testing geomembranes for a period long enou
34、gh to allow thegeomembranes to reach equilibrium with the standard atmosphere. Consider the specimen to be at moisture equilibrium when thechange in mass of the specimen in successive weightings made at intervals of not less than 2 h does not exceed 0.1 % of the massof the specimen. Consider the spe
35、cimen to be at temperature equilibrium after 1 h of exposure to the standard atmosphere fortesting.8.2 If the test is to simulate actual application, the test specimen should be conditioned for at least 40 h in that environment.If there is not a specific environment, then the conditioning should be
36、in accordance with ASTM standard conditioning for thematerial being tested. If no such standard exists, state the conditioning procedure used.9. Procedure A9.1 Placement of the SubgradeFirst place a geotextile or other fabric in the bottom of the subgrade pan. The geotextile is tobe used to restrict
37、 movement of small particles of sand or rocks into the lower portion of the tester. Any geotextile or other fabricwhich has the capability of retaining the subgrade pan fill material and does not restrict the flow of the liquid medium is adequate.NOTE 4The use of any geotextile should not allow move
38、ment of the pyramids or cones in relation to the established subgrade. This movement couldresult in changes in the protrusion height during the test.9.2 Place the pyramids/cones in the subgrade pan on top of the geotextile. The pyramids/cones are arranged so that a line drawnthrough the geometric ce
39、nter of the pyramid, cone is on a circumference of a 200 mm (8 in.)8 in. diameter circle for a 500 mm(20 in.)20 in. minimum diameter vessel.9.3 If pyramids are selected, four test pyramids shall be used for each test. The pyramids are positioned 90 apart.9.4 If cones are selected, three test cones s
40、hall be used for each test. The cones are arranged 120 apart with their 45 faces eachfacing the center of the pan.9.5 The subgrade shall be a clean, washed, Ottawa sand used to support the geomembrane materials at final placement level,fill the area between the test pyramids or test cones, and creat
41、e a water drainage layer below the geomembrane.FIG. 1 Experimental Test ApparatusD5514/D5514M 1439.6 Place the specimen over the prearranged subgrade and secure the top of the test apparatus to the bottom.9.7 Fill the vessel to obtain a water or liquid medium level that is 127 mm (5 in.)5 in. over t
42、he test height of the pyramid/cones.9.8 Be sure all valves are tightly closed, including the air intake valve of the vessel which is between the test apparatus andregulator. This will insure that the testing does not begin prematurely, and a zero point in pressure is monitored. Connect air serviceto
43、 the air regulator.9.9 Open the regulator valve. The pressure should be increased at 7.0 kPa (1 psi)1 psi every 30 min until rupture or themaximum air pressure is achieved. This maximum pressure should be noted and included on the final report. Other incrementalpressures can be used if desired and a
44、greed upon by all parties involved in the test program evaluation.NOTE 5The 7 kPa (1 psi)1 psi pressure increase should be accomplished within the first one minute of the total incremental dwell time.9.10 Release pressure of the hydrostatic tester by closing the incoming air line valve. Open the dra
45、in valve on the hydrostatictester and let the water or liquid medium drain from the vessel.9.11 After water or liquid medium has been released, remove the top portion of the test apparatus.9.12 If the geosynthetic specimen does not fall, increase the height of the pyramids/cones by removing and resh
46、aping the Ottawasand subgrade. Continue to increase the height of the pyramids in 13.0 mm (0.5 in.)0.5 in. increments until failure of thegeosynthetic occurs.9.13 Immediately remove the test specimen from the test apparatus and, using Test Method D5199, measure the thickness oftest specimen at the p
47、oints adjacent to failure and at the point of the pyramid/cone. Measure again after 90 min.9.14 Repeat testing for the three specimens, obtaining an average time and pressure to the point of failure or non-failure.10. Procedure B10.1 The testing and data collection will be the same as Procedure A; h
48、owever, site specific material will be used and placedaccording to the instruction from the requesting parties.10.2 The site specific fill material will be classified by the testing laboratory by the use of sieves (conforming to SpecificationE11), and the aggregate measured by calipers.10.3 After th
49、e specimen is placed in position for testing, place the layout grid over the specimen. Mark on the specimen at least20 prearranged areas across the grid. (Measure these areas in depth as defined from the top of the grid to contact with thespecimen.)NOTE 6To be consistent in a series of analyses, be sure that the same area on all specimens is examined.10.4 After the test has been discontinued due to failure or maximum pressure is reached, the layout grid is placed directly overthe surface of the test specimen.10.5 Measure the
