1、Designation: D6244 06 (Reapproved 2018)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, health, and environmental practices and deter-mine the applicability of regulatory limitations prior to use.1.4 This international standard was developed in accor-dance with internationally recognized principles on standar
5、d-ization established in the Decision on Principles for theDevelopment of International Standards, Guides and Recom-mendations issued by the World Trade Organization TechnicalBarriers to Trade (TBT) Committee.2. Referenced Documents2.1 ASTM Standards:2D1566 Terminology Relating to RubberD4354 Practi
6、ce for Sampling of Geosynthetics and RolledErosion Control Products (RECPs) for TestingD4439 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 d
7、eformation, nthe decrease in gagelength produced in the test specimen by a compressive 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 kno
8、wn distance between twobenchmarks (see Terminology D1566).3.1.3.1 DiscussionIn compression testing ofgeosynthetics, gage length is the measured thickness of the testspecimen under specified compressional force, expressed inunits of length.3.1.4 geosynthetic, na planar product manufactured frompolyme
9、ric material used with foundation, soil, rock, earth, orany other geotechnical 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
10、specimenswith respect to the property of interest (see TerminologyD4439).4. Summary 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 aga
11、inst the wall of thechamber. The remainder of the chamber is then backfilled witha 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 (1000 l
12、b) or 156.5 kPa (22.7 psi). Thechange in vertical strain, core height, and core 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 l
13、oad.The results of the analyses, including vertical strain of thepanels and core 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 giv
14、en load.1This test method is under the jurisdiction of ASTM Committee D35 onGeosynthetics and is the direct responsibility of Subcommittee D35.01 on Mechani-cal Properties.Current edition approved Feb. 1, 2018. Published February 2018. Originallyapproved in 1998. Last previous edition approved in 20
15、11 as D6244 06 (2011).DOI: 10.1520/D6244-06R18.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.Copyright ASTM
16、 International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United StatesThis international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for theDevelopment of International Stand
17、ards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.15.3 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 is
18、capable of producing at least 4450 N (1000 lb) of load. Themachine must be capable of loading at a rate of 445 N(100 lb) 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
19、supporting a minimum vertical load of 4450 N (1000 lb).FIG. 1 Edge Drain Compression ChamberD6244 06 (2018)2The design of the box and the loading plate shall conform toFig. 1. The box shall be rigid enough to resist deformation.6.3 Clear Plastic Spacers (Shown and Described in Fig.2)These spacers ar
20、e used to protect the tempered glass endsof the compression box from scratches.6.4 SandSufficient sand to fill the compression box. Natu-ral 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 pape
21、r must be suitable for tracingand have a minimum size of 220 by 508 mm (8.5 by 20 in.).6.6 Light SourceAny high-intensity point light source isacceptable (for example, a large mag light).6.7 PlanimeterThe planimeter is used to determine area tocalculate loss of core area at the various load incremen
22、ts (aminimum of a digital planimeter should be used to calculateFIG. 2 Top View of Compression ChamberTABLE 1 Backfill GradationSieve SizeAPercent Passing9.5mm(38 in.) 100No. 4 90 100No. 16 45 80No. 50 5 25No. 100 0 8ACrushed sand may be accepted with a minimum sand equivalent of 70, providedthe pas
23、sing No. 40 sieve fraction of the sand is nonplastic.D6244 06 (2018)3core area). If computer digitizing equipment or scanningequipment is 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. Sa
24、mpling7.1 Lot SampleDivide the product into lots and take thelot sample as directed in Practice D4354.7.2 Laboratory SampleConsider the units 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 geocompos
25、ite edge drain, of sufficient length sothat the requirements in 7.3 are met.NOTE 1This 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 b
26、e equal to the height of the drain in the field unlessotherwise agreed to by the purchaser and manufacturer. Thelength of the geocomposite sample shall be 298.5 mm(11.75 in.). The sample length shall be cut as close to orthrough a support post, or both, if possible, or trim the edge ofthe drain to e
27、nsure that no fabric is unsupported at the ends ofthe sample to reduce end effects. Thin plates of plexiglass(spacers) also may be used to ensure a proper fit into thechamber.NOTE 2Spacers should not exceed a total thickness of 6.4 mm (14 in.).NOTE 3False readings in core changes can occur due to ch
28、angesoccurring only at the end of the sample.7.4 When sampling, the geotextile shall 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 read
29、ings in core change can occur due to fabric intrusionon the ends of the core. End effects could govern response.7.5 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 gl
30、ued for this test method.8. Conditioning8.1 Test the specimens in a laboratory having an air tem-perature of 21 + 2 C (70 + 4 F) and a relative humidity of 60to 70 %. The specimens shall be allowed to condition tolaboratory temperature and moisture for a minimum of 12 hprior to testing.9. Procedure9
31、.1 The plastic spacers are placed next to the tempered glassends of the box. This helps 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 sa
32、mple is placed in an upright position in thecompression box against one sidewall of the 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
33、 trench, and second, the shoulder side ofthe trench. The sample shall be placed into the 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 m
34、m (0.25 in.) are recommended, to ensureproper tightness on the walls of the chamber.NOTE 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
35、 to preventsand from flowing between the end of the core and the glassendwall and reduces 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 b
36、ottom edge of the bucket resting on the top ofthe chamber. Make no attempt to densify 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 bein
37、g placed. Typical sand densities for thisgradation will range from 1457.6 to 1585.8 kg/m3(91 to99 lb 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
38、 were not significantenough to impact results in this test method.9.5 Smooth the surface 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
39、record the height of the panelcore within 1 mm (116 in.).9.8 With the light source shining 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
40、. Ifend effects are observed or backfill has flowed into the core thatwould reduce light 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 of445 N (100 lb)/min (610 lb). When the load has reached1112.5 N (250 6
41、 15 lb), hold the load constant, measure theheight of the core, and repeat 9.8.9.10 After 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
42、 4450 N (1000 635 lb).9.11 Remove the compression box from the testing ma-chine. Remove the sand, the sample, and the plastic spacers.D6244 06 (2018)49.12 Flush all of the remaining sand from the compressionbox. Use liberal amounts of water.NOTE 7Do not wipe the glass ends with a cloth or paper towe
43、l untilcertain all sand has been removed since this may scratch the glass.9.13 Completely dry 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 t
44、he height of the core.10.2 Determine vertical stress on the horizontal sandsurface, which is located immediately under the loading plate,at each 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)
45、= 5.68 psi)10.3 From the tracing made at each load level, use planim-eter or digitizing equipment 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 A02 AL!/A0!# 3100 (1)where:AD= change in area (percent),A0= initia
46、l 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 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 HI2 HL!/HI!# 31
47、00 (2)where:HD= change in height (%),HI= initial height of core, andHL= 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 t
48、ested,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 percent change in height at a stress level of156.5 kPa (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
49、 unusual occurrences or departuresfrom the suggested procedures, and11.1.7 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 defining method, measurements ofthe compressive yield point have no bias.13. Keywords13.1 compression; deformation; geocomposites; index tests;panel
