ASTM D6364-2006(2011) 5000 Standard Test Method for Determining Short-Term Compression Behavior of Geosynthetics《土工人工合成材料短期压缩性状测定的标准试验方法》.pdf

《ASTM D6364-2006(2011) 5000 Standard Test Method for Determining Short-Term Compression Behavior of Geosynthetics《土工人工合成材料短期压缩性状测定的标准试验方法》.pdf》由会员分享，可在线阅读，更多相关《ASTM D6364-2006(2011) 5000 Standard Test Method for Determining Short-Term Compression Behavior of Geosynthetics《土工人工合成材料短期压缩性状测定的标准试验方法》.pdf（6页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: D6364 06 (Reapproved 2011)Standard Test Method forDetermining Short-Term Compression Behavior ofGeosynthetics1This standard is issued under the fixed designation D6364; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, t

2、he 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 the procedures for evaluation ofthe deformations of a geosynthetic or combination o

3、f geosyn-thetics (that is, geocomposite (excluding geotextiles, geomem-branes, and geosynthetic clay liners) under short-term com-pressive loading. This test method is strictly an index testmethod to be used to verify the compressive strength consis-tency of a given manufactured geosynthetic(s). Res

4、ults fromthis test method should not be considered as an indication ofactual or long-term performance of the geosynthetic(s) in fieldapplications.1.2 Since these geosynthetics may experience muti-directional compressive loadings in the field, this test methodwill not show actual field performance an

5、d should not be usedfor this specific objective. The evaluator of the results shouldalso recognize that the determination of the short-term singleplane compressive behavior of geosynthetics does not reflectthe installed performance of synthetic drainage systems and,therefore, should not be used as t

6、he only method of productspecification or performance with respect to synthetic drainagesystems.1.3 This standard does not purport to address all the safetyconcerns, if any, associated with its use. It is the responsibilityof the user of this standard to establish appropriate health andsafety practi

7、ces and to determine the applicability of regula-tory limitations prior to use.1.4 The values in SI units are to be regarded as the standard.Values in inch-pound units are provided in parentheses forinformation.2. Referenced Documents2.1 ASTM Standards:2D4354 Practice for Sampling of Geosynthetics f

8、or TestingD4439 Terminology for GeosyntheticsD5199 Test Method for Measuring the Nominal Thicknessof GeosyntheticsD7001 Specification for Geocomposites for Pavement EdgeDrains and Other High-Flow Applications3. Terminology3.1 Definitions:3.1.1 compressive deformation, L, nthe decrease ingage length

9、produced in the test specimen by a compressiveload.3.1.2 compressive strain, nd, nthe ratio of compressivedeformation to the gage length of the test specimen.3.1.3 gage length, L, nin compression testing, the mea-sured thickness of the test specimen under specified compres-sional force, expressed in

10、 units of length prior to compressiveloading. (D5199)3.1.4 geocomposite, na product fabricated from any com-bination of geosynthetics with geotechnical materials or othersynthetics that is used in a geotechnical application.3.1.5 geosynthetic, na planar product manufactured frompolymeric material us

11、ed with foundation, soil, rock, earth, orany other geotechnical engineering-related material as anintegral part of a man-made project, structure, or system.(D4439)3.1.6 index test, na test procedure that may contain aknown bias but that may be used to establish an order for a setof specimens with re

12、spect to the property of interest.(D4439)3.1.7 yield point, nthe first point on the load-deformationcurve at which an increase in deformation occurs without acorresponding increase in load.3.1.7.1 DiscussionSome geosynthetics do not exhibit anexact yield point. The tested geosynthetic may exhibit a

13、lesssteep slope at yield. In addition, it should be stated that theyield point may also be the ultimate strength of the geosyn-thetic.3.1.8 For definitions of terms relating to geotextiles, refer toTerminology D44391This test method is under the jurisdiction of ASTM Committee D35 onGeosynthetics and

14、 is the direct responsibility of Subcommittee D35.01 on Mechani-cal Properties.Current edition approved Oct. 1, 2011. Published October 2011. Originallyapproved in 1999. Last previous edition approved in 2006 as D6364 - 06. DOI:10.1520/D6364-06R11.2For referenced ASTM standards, visit the ASTM websi

15、te, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, 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 State

16、s.4. Summary of Test Method4.1 Specimens are mounted between parallel plates in a loadframe. Compressive loads are applied at a constant rate ofcrosshead movement. The deformations are recorded as afunction of load. The compressive stress and strain are evalu-ated and plotted. The compressive yield

17、point is evaluated fromthe stress/strain relationship for those materials that exhibit adetectable compressive yield point.5. Significance and Use5.1 The compression behavior test for geosynthetics isintended to be an index test. It is anticipated that the results ofthe compression behavior test wil

18、l be used to evaluate product.The results of the analyses may also be used to compare therelative compressive yield points of materials that exhibit adetectable compressive yield point. It is anticipated that thistest will be used for quality control testing to evaluateuniformity and consistency wit

19、hin a lot or between lots wheresample geometry factors (for example, thickness) or materialsmay have changed.NOTE 1This is a one-dimensional test for compressive loading of ageosynthetic(s) in one plane.5.1.1 The compressive yield point of geosynthetics may beevaluated from the stress/strain relatio

20、nship. Many materialsexhibit compressive deformation but may not show a distinctcompressive yield point.5.2 This test method can be used to evaluate the short-termstress/strain behavior of geosynthetics under compressivestress while loaded at a constant rate of deformation.5.3 This test method may b

21、e used for acceptance testing ofcommercial shipments of geosynthetics but caution is advisedbecause interlab testing is incomplete.5.3.1 In the case of a dispute arising from differences inreported test results when using this test method for acceptancetesting of commercial shipments, the purchaser

22、and the sup-plier should conduct comparative tests to determine if there isstatistical bias between their laboratories. Competent statisticalassistance is recommended for the investigation of bias. As aminimum, two parties should take a group of test specimensfrom material shipped to the project. Th

23、e test specimens shouldthen be randomly assigned in equal numbers to each laboratoryfor testing. The average results from the two laboratoriesshould be compared using the Students t-test for unpaired dataand an acceptable probability level chosen by the two partiesbefore the testing is begun. If bia

24、s is found, either its causemust be found and corrected or the purchaser and supplier mustagree to interpret future test results in the light of the knownbias.6. Apparatus6.1 Loading MechanismThe loading mechanism shall becapable of applying compressive loads at a constant rate ofdeformation of 10 %

25、 on the nominal thickness of the testspecimen per minute or 1 mm/min, whichever is greater. Thecapacity of the load frame shall be at least two times greaterthan the compressive yield point of or the maximum loadapplied to the specimen.NOTE 2Some loading mechanisms, especially the older models, dono

26、t have the capability of adjusting the rate of deformation to the specificrate required. For these instruments, the user and producer shouldestablish mutually agreed upon testing rates. However, the rate ofdeformation selected should not be greater than 10 % on the nominalthickness of the test speci

27、men per minute or 1 mm/min, whichever isgreater.6.2 Fixed PlateThe fixed plate shall be larger than thespecimen to be tested. It shall also be flat, smooth, andcompletely and uniformly supported.NOTE 3It is recommended that the minimum fixed plate width beequal to the sample width plus twice the thi

28、ckness of the test sample. Thisshould support the sample through the range of deformation and preventdraping or flexing displacement.6.3 Movable PlateThe movable plate shall be of sufficientthickness and strength to preclude any bending during loading.It shall be parallel to the fixed plate and atta

29、ched to thecompression mechanism. A spherical loading block of thesuspended, self-aligning type is recommended. The dimensionsand shape of the movable plate shall depend on the specimendimensions and geometry. In general, both length and width ofthe movable plate should each be at least 20 % greater

30、 than thelength and width of the specimens.NOTE 4Where the sample exhibits excessive surface irregularities orvariation in thickness, the plates may be modified to accommodate surfaceirregularities and thickness variations. This can be achieved by theinsertion of a layer of hardening paste between t

31、he specimen and theplates. The surface of the specimen may require covering with a flexiblefilm to inhibit the intrusion of the paste into the specimen. The hardenedpaste, when fully cured, must be well adhered to the loading plates andhave compressive and shear strength properties at least a magnit

32、udegreater than the specimen to be tested.6.4 Variable Plates (Required for High-Flow Products perSpecification D7001) Variable inclined plates or set angledblocks should be used to test the specimen under non-axialconditions. The test apparatus shall have one fixed plate andone movable plate. Fig.

33、1 shows set angled blocks with amovable base block with a roller system to allow lateralmovement of the block during deformation (see 6.4.1). Thebase and top inclined plates can be adjustable angle plates. Theinclined plates or set angled blocks must meet the requirementsas stated in 6.3 of this tes

34、t method. The base and top inclinedplates or blocks must have a matched set of angles that differby no more than 0.5 degrees. The incline plates or blocks shallbe roughened or ribbed to keep specimen from sliding downthe fixed plate or block during the test. The samples should bemarked in regards to

35、 plates or blocks to check for slippageduring the test. If mutual agreement is obtained between themanufacturer and user, other facings to the plates or blocks canbe used. Allowable percent reduction in strength based on theload angle should also be agreed upon.NOTE 5The use of inclined plates or bl

36、ocks may assist the manufac-turer or user to evaluate the deformation of the geosynthetic(s) underloading at various angles. The use of inclined plates may not reflect thein-service performance of synthetic drainage systems.6.4.1 WarningThe deformation of the geosyntheticswithin a testing apparatus

37、may occur rapidly in a lateraldirection (or not in the direction of loading) which coulddamage the testing apparatus. This is particularly true when thegeosynthetic is tested using inclined plates. The user of this testD6364 06 (2011)2method must be aware the testing apparatus ability to handlea lat

38、eral movement of the geosynthetic or loading plate duringthe performance of this test.6.5 Load IndicatorUse a load-indicating mechanism thathas an accuracy of 61 % of the maximum indicated value ofthe test (force).6.6 Deformation IndicatorUse a deformation-indicatingmechanism that has an accuracy of

39、 61.0 % of the maximumindicated value of the test (deformation).6.7 Micrometer Dial Gage, caliper or steel rule, suitable formeasuring dimensions of the specimens to 61%.7. Sampling7.1 Lot SampleDivide the product into lots and take thelot sample as directed in Practice D4354, only if it pertains to

40、geosynthetics listed in Practice D4354.7.2 Laboratory SampleUnits in the laboratory sampleshould be the same as the units in the lot sample for the lot tobe tested. Take a sample extending across the full width (thatis, cross-machine direction) of the geosynthetic production unitof sufficient length

41、 (that is, machine direction) so that therequirements of 7.3 can be met. Take a sample that will excludematerial from the outer wrap of a roll (if applicable) unless thesample is taken at the production site, then the inner and outerwrap material may be used. Geocomposites, which haveunbonded distin

42、ct materials (for example, sock wrapped geo-synthetic drain), should be sampled as a complete unit andmaintained as a complete unit through the testing process.7.3 Test SpecimensCut five specimens from each unit inthe laboratory sample with each specimen being at least 120mm 3 120 mm (4.7 in. 3 4.7

43、in.) square. For geosyntheticsthat have a repeating pattern of discrete support points (col-umns, cusps, nodes, etc.) that are symmetrical about orthogonalaxes, rectangular or square specimens are recommended. Theminimum specimen length and width shall include at least fivecomplete support points al

44、ong each major axis of the geosyn-thetic or be 120 mm (4.7 in.), whichever is greater. Whentesting geosynthetics that have repeating patterns that are notorthogonal to the length and width of the geosynthetic, use aspecimen size agreed upon by the purchaser and the supplier.When the design of the ge

45、osynthetic is such that cutting in thewidth direction would change its structural integrity, the fullwidth of the geosynthetic should be tested.8. Conditioning8.1 Test the specimens in a laboratory with air maintained ata temperature of 21 6 2C (70 6 4F) and a relative humiditybetween 50 % 70 %.FIG.

46、 1 Example of Inclined BlocksD6364 06 (2011)38.2 If the user determines that the geosynthetic is to betested in the wet condition, saturate the specimen in water atthe temperature described in 8.1 for a minimum of 24 h priorto testing.NOTE 6Geosynthetics, which do not absorb measurable quantities of

47、water, should be saturated for a minimum of 3 h prior to testing.9. Procedure9.1 Measure the length, width, and thickness of the speci-men to an accuracy of 61 %. For geosynthetics with arepeating pattern of discrete support points, measure thespacing of the repeating features in order to determine

48、thenumber of support points per square metre. Also, record thenumber of complete support points in the specimens.9.1.1 The nominal thickness shall be determined using TestMethod D5199 at 20 kPa (2.9 lbf/in.2), since this is theminimum pressure at which geocomposites remain flat.9.2 The test specimen

49、 shall be placed on the bottom plateand centered with respect to the axis of the loading mechanism.The loading mechanism shall be moving at the requiredconstant speed at or before the point of contact with thesample.9.3 The rate of crosshead movement shall be 10 % on thenominal thickness of the test specimen per minute or 1 6 0.1mm (0.04 6 0.004 in.)/min, whichever is greater or as agreedby the user and manufacturer.9.4 Use crosshead movement as a measure of deformation.If an automatic recorder is not used, measure the deformationin increments no