1、Designation: D 6244 06Standard Test Method forVertical Compression of Geocomposite Pavement PanelDrains1This standard is issued under the fixed designation D 6244; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year of last re
2、vision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon (e) indicates an editorial change since the last revision or reapproval.1. Scope1.1 This test method covers vertical strain and core areachange of geocomposite pavement drains, such as thoseincluded in Specif
3、ication D 7001, under vertical compression.1.2 The values as stated in SI units are to be regarded as thestandard. The values given in parentheses are for informationonly.1.3 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It is theresponsibility
4、 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:2D 1566 Terminology Relating to RubberD 4354 Practice for Sampling of Geosynthetics for TestingD 4439
5、Terminology for GeosyntheticsD 7001 Specification for Geocomposites for PavementEdge Drains and Other High-Flow Applications3. Terminology3.1 Definitions of Terms Specific to This Standard:3.1.1 compressive deformation, nthe decrease in gagelength produced in the test specimen by a compressive load,
6、expressed in units of length (new).3.1.2 compressive strain, nthe ratio of compressive defor-mation to the gage length of the test specimen, expressed as adimensionless ratio (new).3.1.3 gage length, nthe known distance between twobench marks (see Terminology D 1566).3.1.3.1 DiscussionIn compression
7、 testing of geosynthet-ics, gage length is the measured thickness of the test specimenunder specified compressional force, expressed in units oflength.3.1.4 geosynthetic, na planar product manufactured frompolymeric material used with foundation, soil, rock, earth, orany other geotechnical engineeri
8、ng-related materials as anintegral part of a manmade project, structure, or system (seeTerminology D 4439).3.1.5 index test, na test procedure, which may contain aknown bias but which may be used to order a set of specimenswith respect to the property of interest (see TerminologyD 4439).4. Summary o
9、f Test Method4.1 Geocomposite pavement edge drains are placed into a304.8-mm (12-in.) long, 106.7-mm (4.20-in.) wide, and610-mm (24-in.) tall glass and aluminum compression cham-ber. The geocomposites are placed against the wall of thechamber. The remainder of the chamber is then backfilled witha sp
10、ecified sand. A vertical load is applied at a constant rate.The vertical strains of the panels and change in core area andheight is recorded at 1112.5-N (250-lb) increments. The test isdiscontinued at 4450 N (1 000 lb) or 156.5 kPa (22.7 psi). Thechange in vertical strain, core height, and core area
11、 is deter-mined.5. Significance and Use5.1 The vertical compression test for geocomposite pave-ment panel drains is intended to simulate vertical, horizontal,and eccentric loading resulting from an applied vertical load.The results of the analyses, including vertical strain of thepanels and core are
12、a change, may be used as an index test. Thevertical compression test may be used to evaluate core areachange for a given load.5.2 The vertical compression test may be used to evaluatepercent vertical strain for a given load.1This test method is under the jurisdiction of ASTM Committee D35 onGeosynth
13、etics and is the direct responsibility of Subcommittee D35.01 on Mechani-cal Properties.Current edition approved June 1, 2006. Published July 2006. Originally approvedin 1998. Last previous edition approved in 2004 as D 6244 - 98(2004).2For referenced ASTM standards, visit the ASTM website, www.astm
14、.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 States.5.3 This t
15、est method may be modified to evaluate core areachange and vertical strain under various backfill conditions.6. Apparatus6.1 Compression MachineA compression machine that iscapable of producing at least 4450 N (1 000 lb) of load. Themachine must be capable of loading at a rate of 445 N (100lbs)/min,
16、 and maintaining a constant load for an indefiniteperiod.6.2 Compression BoxThe box must be capable of holdingthe specimen and the backfill material, and it must be capableof supporting a minimum vertical load of 4450 N (1 000 lb).The design of the box and the loading plate shall conform tothe attac
17、hed Fig. 1. The box shall be rigid enough to resistdeformation.6.3 Clear Plastic Spacers (shown and described in Fig.2)These spacers are used to protect the tempered glass endsof the compression box from scratches.6.4 SandSufficient sand to fill the compression box.Natural sand is recommended. The s
18、and shall have a gradationconforming to Table 1. The sand shall be oven dried and cooledto room temperature.6.5 Tracing PaperThe paper must be suitable for tracingand have a minimum size of 220 mm by 508 mm (8.5 in. by 20in.).6.6 Light SourceAny high intensity point light source isacceptable (for ex
19、ample, a large mag light).6.7 PlanimeterThe planimeter is used to determine areato calculate loss of core area at the various load increments (aminimum of a digital planimeter should be used to calculatecore area). If computer digitizing equipment or scanningequipment is available, this may be used
20、in lieu of theplanimeter.6.8 Scale (Length Measuring Device)A minimum rangeof 450 mm (18 in.), and an accuracy of 1 mm (116 in.).7. Sampling7.1 Lot SampleDivide the product into lots and take thelot sample as directed in Practice D 4354.7.2 Laboratory SampleConsider the units in the lotsample as the
21、 units in the laboratory sample for the lot to betested. Take for a laboratory sample a sample extending the fullwidth of the geocomposite edge drain, of sufficient length sothat the requirements in 7.3 are met.FIG. 1 Edge Drain Compression ChamberD6244062NOTE 1This test method only addresses produc
22、ts with uniform(parallel and perpendicular) geometry. This procedure does not addressproducts with other geometry.7.3 The height of the geocomposite edge drain sampletested shall be equal to the height of the drain in the field unlessotherwise agreed to by the purchaser and manufacturer. Thelength o
23、f the geocomposite sample shall be 298.5 mm (11.75in.). The sample length shall be cut as close to or through asupport post, or both, if possible, or trim the edge of the drainto ensure that no fabric is unsupported at the ends of the sampleto reduce end effects. Thin plates of plexiglass (spacers)
24、alsomay be used to ensure a proper fit into the chamber.NOTE 2Spacers should not exceed a total thickness of 6.4 mm (14 in.).NOTE 3False readings in core changes can occur due to changesoccurring only at the end of the sample.7.4 When sampling, the geotextile shall be cut approxi-mately 19 mm (34 in
25、.) longer than the core, at both ends of thecore. This length may have to be reduced for stiffer fabrics.This extra fabric length is specified to reduce end effects.NOTE 4False readings in core change can occur due to fabricintrusion on the ends of the core. End effects could govern response.FIG. 2
26、Top View of Compression ChamberTABLE 1 Backfill GradationSieve SizeAPercent Passing9.5mm(38 in.) 100No. 4 90100No. 16 4580No. 50 525No. 100 08ACrushed sand may be accepted with a minimum sand equivalent of 70provided the passing No. 40 sieve fraction of the sand is nonplastic.D62440637.5 The geotext
27、ile covering the core shall be intact. Thereshall not be any tears or punctures, and when the textile isnormally glued to the core for a particular design, it shallremain glued for this test method.8. Conditioning8.1 Test the specimens in a laboratory having an air tem-perature of 21 + 2C (70 + 4F)
28、and a relative humidity of 60% 70 %. The specimens shall be allowed to condition tolaboratory temperature and moisture for a minimum of 12 hprior to testing.9. Procedure9.1 The plastic spacers are placed next to the tempered glassends of the box. This helps prevent the sand from scratchingthe glass
29、ends of the box. The plastic spacers may beconsidered expendable since it may become necessary toreplace them after several tests due to scratching by the sand.9.2 The sample is placed in an upright position in thecompression box against one sidewall of the box. The sampleshall be oriented in the ch
30、amber in the same manner asrecommended by the manufacturer to be placed in the field,with the inside walls of the chamber being considered, first, thepavement side of the trench, and second, the shoulder side ofthe trench. The sample shall be placed into the chamber in sucha way that the maximum cor
31、e area of the panel is visiblethrough the ends of the box. If necessary, the samples shall besnugged into place with thin panes of plexiglass, 3.2 mm(0.125 in.) and 6.4 mm (0.25 in.) are recommended, to ensureproper tightness on the walls of the chamber.NOTE 5The panes shall not be forced into place
32、. This could causecompression or misalignment in the sample.9.3 The 19 mm (34 in.) excess geotextile at the ends of thecore shall be lapped as shown in Fig. 2. This helps to preventsand from flowing between the end of the core and the glassendwall and reduces end effects.9.4 Pour the oven-dried sand
33、 into the compression box to aheight of at least 101.6 mm (4 in.) above the top of the core ofthe panel. The sand shall be poured into the chamber from abucket with the bottom edge of the bucket resting on the top ofthe chamber. Make no attempt to densify the sand. A rectan-gular bucket approximatel
34、y the same width of the chamber304.8 mm (12 in.) is recommended. The sample shall be heldin place firmly by hand against the wall of the chamber whilethe backfill is being placed. Typical sand densities for thisgradation will range from 1457.6 to 1585.8 kg/m3(91 to 99lbs/ft3).NOTE 6This test method
35、only evaluates the stability of the panel withdry sand. Panel stability will vary greatly with changes in sand moistureand density. The range of sand densities given above were not significantenough to impact results in this test method.9.5 Smooth the surface of the sand to make it as level aspossib
36、le.9.6 Place the load plate, as described in Fig. 1, onto the sandsurface, and then place the entire compression box into thetesting machine.9.7 With a scale, measure and record the height of the panelcore within 1 mm (116 in.).9.8 With the light source shining through the open core fromone glass en
37、d of the compression box, place a piece of tracingpaper on the opposite end of the box and trace the open area ofthe core. End effects should be evaluated between tracings. Ifend effects are observed or backfill has flowed into the core thatwould reduce light transmission and give false readings of
38、corearea change, the test shall be abandoned.9.9 Begin loading the sand backfill and core at a rate of 445N (100 lb)/min (610 lb). When the load has reached 1112.5 N(250 6 15 lb), hold the load constant, measure the height of thecore, and repeat 9.8.9.10 After 9.9 is completed, continue loading the
39、sample atthe same rate designated in 9.9 until the load reaches 2225 N(500 6 20 lb). Repeat 9.8. Repeat the same procedures whenthe load reaches 3337.5 N (750 6 30 lb) and 4450 N (1 000 635 lb).9.11 Remove the compression box from the testing ma-chine. Remove the sand, the sample, and the plastic sp
40、acers.9.12 Flush all of the remaining sand from the compressionbox. Use liberal amounts of water.NOTE 7Caution: Do not wipe the glass ends with a cloth or papertowel until certain all sand has been removed since this may scratch theglass.9.13 Completely dry the interior of the compression box.9.14 R
41、epeat 9.1-9.4 using a new specimen.9.15 Repeat 9.5-9.13.10. Calculation10.1 Calculate the decrease in the area of the core withincreasing load and the decrease in the height of the core.10.2 Determine vertical stress on the horizontal sand sur-face, which is located immediately under the loading pla
42、te, ateach load level as follows:Stress = (Load) / (Area of the Loading Plate)For Example:Stress = (1112.5 N) / (0.0284 m2) = 39 172 Pa(Stress = (250 lb) / (44 in.2) = 5.68 psi)10.3 From the tracing made at each load level, use planime-ter or digitizing equipment to determine open area of core ateac
43、h load level.10.4 Determine the percent change in area of the core ateach load level as follows:AD5 A0 AL! / A0!# 3 100 (1)where:AD= change in area (percent),A0= initial area at zero load, andAL= area at a particular load.10.5 Plot percent change in core area (AD) as a function ofstress for each loa
44、d level.10.6 Determine the percent change height (HD) as a func-tion of stress at each load level.10.7 Calculate percent change in height as follows:HD5 HI HL! / HI!# 3 100 (2)where:HD= change in height (%),HI= initial height of core, andD6244064HL= height of core at a particular load.10.8 Plot perc
45、ent change in height (HD) as a function ofstress at each load level.11. Report11.1 Report the following information:11.1.1 The description of the type of geocomposite edgedrain tested,11.1.2 The date of test,11.1.3 The percent change in core area at a stress level of156.5 kPa (22.7 psi),11.1.4 The p
46、ercent change in height at a stress level of 156.5kPa (22.7 psi),11.1.5 Plot percent core area change and percent change inheight as a function of stress,11.1.6 Astatement of any unusual occurrences or departuresfrom the suggested procedures, and11.1.7 Machine type and date of last calibration.12. P
47、recision and Bias12.1 PrecisionThe precision of the procedure in this testmethod is being evaluated.12.2 BiasThe value of the compressive yield point ofgeosynthetics can be defined only in terms of a test method.When this test method is the defining method, measurements ofthe compressive yield point
48、 have no bias.13. Keywords13.1 compression; deformation; geocomposite; index test;panel drainASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentionedin this standard. Users of this standard are expressly advised that determinati
49、on of the validity of any such patent rights, and the riskof infringement of such rights, are entirely their own responsibility.This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years andif not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standardsand should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of theresponsible technical
