1、Designation: D6244 06 (Reapproved 2011)Standard Test Method forVertical Compression of Geocomposite Pavement PanelDrains1This standard is issued under the fixed designation D6244; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the
2、 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 vertical strain and core areachange of geocomposite pavement drains, such as thoseinc
3、luded in Specification D7001, 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 the
4、responsibility 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:2D1566 Terminology Relating to RubberD4354 Practice for Sampling of Geosynthetics for Te
5、stingD4439 Terminology for GeosyntheticsD7001 Specification for Geocomposites for Pavement EdgeDrains 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 compres
6、sive load,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 D1566).3.1.3.1 DiscussionIn co
7、mpression 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
8、engineering-related materials as anintegral part of a manmade project, structure, or system (seeTerminology D4439).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 TerminologyD4439).4. Su
9、mmary of 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 w
10、itha specified 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 co
11、re area 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 c
12、ore area 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 onG
13、eosynthetics and is the direct responsibility of Subcommittee D35.01 on Mechani-cal Properties.Current edition approved Oct. 1, 2011. Published November 2011. Originallyapproved in 1998. Last previous edition approved in 2006 as D6244 - 06. DOI:10.1520/D6244-06R11.2For referenced ASTM standards, vis
14、it 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 Summary page onthe ASTM website.1Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2
15、959, United States.5.3 This test 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
16、a rate of 445 N (100lbs)/min, 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 pl
17、ate shall conform tothe attached 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.Natur
18、al sand is recommended. The sand 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 ligh
19、t source isacceptable (for example, 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
20、 available, this may be used 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 D4354.7.2 Laboratory SampleConsider the u
21、nits in the lotsample as the 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 ChamberD6244 06 (2011)2NOTE 1Th
22、is test method only addresses products 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 pur
23、chaser and manufacturer. Thelength of 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.
24、Thin plates of plexiglass (spacers) 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 shal
25、l be cut approxi-mately 19 mm (34 in.) 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 e
26、ffects could govern response.FIG. 2 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 i
27、s nonplastic.D6244 06 (2011)37.5 The geotextile 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 havi
28、ng an air tem-perature of 21 + 2C (70 + 4F) 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 help
29、s prevent the sand from scratchingthe glass 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 th
30、e box. The sampleshall be oriented in the chamber 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 t
31、he chamber in sucha way that the maximum core 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.NO
32、TE 5The panes shall not be forced into place. 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 redu
33、ces end effects.9.4 Pour the oven-dried sand 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
34、the sand. A rectan-gular bucket approximately 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
35、/m3(91 to 99lbs/ft3).NOTE 6This test method 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 surf
36、ace of the sand to make it as level aspossible.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 sh
37、ining through the open core fromone glass end 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 li
38、ght transmission and give false readings of 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 A
39、fter 9.9 is completed, continue loading the 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. Rem
40、ove the sand, the sample, and the plastic spacers.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 dr
41、y the interior of the compression box.9.14 Repeat 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
42、is located immediately under the loading plate, 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 planim-eter or digitizing eq
43、uipment to determine open area of core ateach 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 a
44、rea (AD) as a function ofstress for each load 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, andD6244 06 (2011)4HL
45、= height of core at a particular load.10.8 Plot percent 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 a
46、t a stress level of156.5 kPa (22.7 psi),11.1.4 The percent 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
47、.1.7 Machine type and date of last calibration.12. Precision 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 definin
48、g method, measurements ofthe compressive yield point 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
49、this standard are expressly advised that determination 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 carefu
