1、Designation:D510101 (Reapproved 2006)D510112 Standard Test Method for Measuring the Soil-Geotextile System Clogging Potential by the Gradient RatioFiltration Compatibility of Soil-Geotextile Systems 1 This standard is issued under the xed designation D5101; the number immediately following the desig
2、nation indicates the year of original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A superscript epsilon () indicates an editorial change since the last revision or reapproval. 1. Scope 1.1 This test method covers a perf
3、ormance testtests applicable for determining the soil-geotextile system permeability and cloggingbehaviorforcohesionlesscompatibilityofgeotextileswithvarioustypesofwater-saturatedsoilsunderunidirectionalow conditions. 1.2 Two evaluation methods may be used to investigate soil geotextile ltration beh
4、avior, depending on the soil type: 1.2.1 For soils with a plasticity index lower than 5, the systems compatibility shall be evaluated per this standard. 1.2.2 For soils with a plasticity index of 5 or more, it is recommended to use ASTM D5567 (HCR, Hydraulic Conductivity Ratio) instead of this test
5、method. 1.2.3 If the plasticity index of the soil is close to 5, the involved parties shall agree on the selection of the appropriate method prior to conducting the test. This task may require comparison of the permeability of the soil-geotextile system to the detection limits of the HCR and Gradien
6、t Ratio Test (GRT) test apparatus being used. 1.3 The values stated in SI units are to be regarded as standard. The values in parentheses are for information only. 1.4 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of t
7、he user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use. 2. Referenced Documents 2.1 ASTM Standards: 2 D123Terminology Relating to Textiles D422Test Method for Particle-Size Analysis of Soils D653Terminology
8、 Relating to Soil, Rock, and Contained Fluids D698Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12 400 ft-lbf/ft 3 (600 kN-m/m 3 ) D737Test Method for Air Permeability of Textile Fabrics D854Test Methods for Specic Gravity of Soil Solids by Water Pycnometer D1
9、587Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes D2216Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass D2487Practice for Classication of Soils for Engineering Purposes (Unied Soil Classication System) D2488Practice for Descrip
10、tion and Identication of Soils (Visual-Manual Procedure) D4220Practices for Preserving and Transporting Soil Samples D4318Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils D4354Practice for Sampling of Geosynthetics and Rolled Erosion Control Products(RECPs) for Testing D44
11、39Terminology for Geosynthetics D4491Test Methods for Water Permeability of Geotextiles by Permittivity D4647Test Method for Identication and Classication of Dispersive Clay Soils by the Pinhole Test 1 This test method is under the jurisdiction of ASTM Committee D35 on Geosynthetics and is the direc
12、t responsibility of Subcommittee D35.03 on Permeability and Filtration. Current edition approved June 1, 2006July 1, 2012. Published June 2006 August 2012. Originally approved in 1990. Last previous edition approved in 20012006 as D510101.D510101(2006). DOI: 10.1520/D5101-01R06.10.1520/D5101-12. 2 F
13、orreferencedASTMstandards,visittheASTMwebsite,www.astm.org,orcontactASTMCustomerServiceatserviceastm.org.ForAnnualBookofASTMStandards volume information, refer to the standards Document Summary page on the ASTM website. This document is not anASTM standard and is intended only to provide the user of
14、 anASTM standard an indication of what changes have been made to the previous version. Because it 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 version of the standard as pu
15、blished 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 States 1D4751Test Method for Determining Apparent Opening Size of a Geotextile D5084Test Methods for Measurement of Hydraulic Conducti
16、vity of Saturated Porous Materials Using a Flexible Wall Permeameter D5101Test Method for Measuring the Filtration Compatibility of Soil-Geotextile Systems D5567Test Method for Hydraulic Conductivity Ratio (HCR) Testing of Soil/Geotextile Systems 3. Terminology 3.1 Denitions: 3.1.1 clogging potentia
17、l, clogging, nin geotextiles, the tendency for a given fabricgeotextile to lose permeability due to soil particles that have either lodged become embedded in the fabric openings or have built up a restrictive layer on the surface of the fabric.geotextile surface to form a layer with lower permeabili
18、ty than that of the bulk soil specimen. 3.1.2 geotextile,piping, na permeable geosynthetic comprised solely of textiles.the tendency of the geotextile to let a quantity of soil pass through its plane that may potentially lead to stability concerns in the soil or internal clogging of the geotextile.
19、3.1.3 gradient ratio, nin geotextiles, the ratio of the hydraulic gradient throughacross a soil-geotextile systeminterface to the hydraulic gradient through the soil alone. 3.1.4 hydraulic gradient, i, s (D)the loss of hydraulic head per unit distance of ow, dH/dL. 3.1.5 Fordenitionsofothertextilete
20、rms,refertoTerminologyD123.Fordenitionsofothertermsrelatedtogeotextiles,refer to Terminology D4439 and Terminology D653. 3.2 Symbols and Acronyms: 3.2.1 CO 2 the chemical formula for carbon dioxide gas. 3.2.1 CHDthe acronym for constant head device. 3.2.2 GRTthe acronym for Gradient Ratio Test 3.2.3
21、 HCRthe acronym for Hydraulic Conductivity Ratio 4. Summary of Test Method 4.1 This test method requires setting up a cylindrical, clear plastic permeameter (seemethod is intended for use in the observationofchangeFig.1andintheFig.2)withageotextileandsoil,andpassingwaterthroughthissystembyapplyingva
22、rious differential heads. Measurements of differential heads and ow rates are taken at different time intervals to determine hydraulic gradients. The following test procedure describes equipment needed, the testing procedures, and calculations.permeability of a FIG. 1 Geotextile PermeameterGradient
23、Ratio Test Setup D510112 2soil-geotextile interface over time under a range of applied hydraulic gradients.At the end of the test, the weight of soil passing through the geotextile is measured. The distribution of hydraulic gradients in the vicinity of the soil-geotextile interface is also observed.
24、 5. Signicance and Use 5.1 This test method is recommended for evaluating the the evaluation of the performance of variouswater-saturated soil-geotextile systems under controlled test conditions. Gradient ratio values unidirectional ow conditions. The results obtained may be plotted and used as an i
25、ndication of the soil-geotextile system clogging potential and permeability.This test method is not appropriate for initial comparison or acceptance testing of various geotextiles. The test method is intended to evaluate geotextile performance with specic on-site soils. It is improper to utilize the
26、 test results for job specications or manufacturers patibility of the soil-geotextile system with respect to both particle retention and ow capacity. 5.2 This test method is intended to evaluate the performance of specic on-site soils and geotextiles at the design stage of a project, or to provide q
27、ualitative data that may help identify causes of failure (that is, clogging, particle loss). It is not appropriate for acceptance testing of geotextiles. It is also improper to utilize the results from this test for job specications or manufacturers certications. 5.3 Itisimportanttonotethechangesing
28、radientratiovalueswithtimeversusthedifferentsystemhydraulicgradients,andthe changes in the rate of ow through the system (see Section This test method is intended for site-specic investigation therefore is not an index property of the geotextile, 11and AnnexA1.).thus is not intended to be requested
29、of the manufacturer or supplier of the geotextile. 6. Apparatus and Supplies 6.1 Soil-Geotextile Permeameter(three-piece unit)Atypical permeameter will consist of three units, shown in Fig. 1, set-up on a frame incorporating the other components such as the structure shown in Fig. 2equipped with sup
30、port stand, soil-geotextile support screen, piping barriers (caulk), . The lower unit will contain a soil-geotextile support screen and an outow reservoir that permits collection of the particles passing through the geotextile during different stages of the test. The middle unit will hold the soil s
31、pecimen and should be equipped with a piping barrier (i.e., caulk) along the interface between the geotextile and the permeameterwalls.ThegeotextilesupportscreenopeningsizeshallbegreaterthantentimesthemeasuredAOSofthegeotextile. The upper unit will permit application of a constant head boundary cond
32、ition to the top of the specimen.The permeameter should also be equipped with a support stand, clamping brackets, and plastic tubing (seeto Fig. 2). Both 100-mm (4-in.) and 150-mm (6-in.) diameter permeameters are described. connect with an external pressure head monitoring system. NOTE 1the diamete
33、r of the permeameter shall be at least 10 x d100, where d100 is the largest particle of soil placed in the permeameter. In the case soils with particles larger than 16 mm (mesh #5/8) were to be evaluated, only the fraction smaller than 16 mm shall be used for testing. NOTE 2Some permeameters allow a
34、pplication of a normal load on the soil-geotextile interface. If so, the loading system shall be designed in such a way that it will not inuence the systems hydraulic behavior. 6.2 Two Constant Water Head Devices , Devices, one mounted on a jack stand (adjustable) and one stationary (Fig. 3). 6.3 So
35、il Leveling Device (Fig. 4). FIG. 2 SectionGeotextile PermeameterPermeameter Section D510112 36.4 Manometer Board, of parallel glass tubes and measuring rulers. 6.5 Two Soil Support Screens, of approximately 5 mm (No.4) mesh. 6.6 Soil Support Cloth, of 150 m (No. 100) mesh, or equivalent geotextile.
36、 6.7 Thermometer (0 to 50 6 1C). 6.8 Graduated Cylinder, 100 6 1 cm 3 capacity. 6.9 Stopwatch. FIG. 3 Geotextile Permeameter Set Up DiagramIndividual Setup of Calibration System for Each Pressure Transducer FIG. 4 PlanSoil Leveling ToolGeneral Setup of Calibration Board D510112 46.10 Balance, or sca
37、le of at least 2-kg capacity and accurate to 61 g. 6.11 Carbon Dioxide, (CO 2 ), gas supply and regulator. 6.12 Geotextile. 6.13 Water Recirculation System . System. 6.14 Water Deairing System, with a capacity of approximately sufficient capacity to avoid recirculation of water in the test, which ma
38、y replace ne particles that have washed out of the specimen. Typical capacity: 1700 L/day (500 gal/day). 6.15 Algae Inhibitor, or micro screen. 6.16 Computer, with data acquisition card. 6.17 150-m Mesh Screen, (No. 100), Pressure Transducers. or equivalent geotextile for manometer ports.with a prec
39、ision of at least 1 mm of water head, used for measurements of the head distribution in the specimen during water ow. Fig. 3 describes the plumbing connections for each individual pressure transducer. 6.18 Soil Sample Splitter (optional) . Pressure Transducer Calibration System, allowing the pressur
40、e transducers to be connected either to the permeameter ports or to one or two independent containers adjustable to different water levels. It should be installed as close as possible to the permeameter. This system can consist of a set of 18 ball valves, two (2) reference water reservoirs (that is,
41、 large open tubes), and adequate tubing for connections, as shown in Fig. 4. 6.18 Pan, for drying soil. 6.19 Mortar and Pestle, for pulverizing soil. 6.19 Woodenrod,Funnel,20-mm(witha 3 4in.)diameterby150mm(6in.)long.internaldiameterofabout6mmorasneeded to facilitate soil placement in the apparatus.
42、 7. Sampling and Test Specimens 7.1 Lot Sample and Laboratory Sample Take Obtain a lot sample and laboratory samples as directed in Practice D4354. For laboratory samples, take a full width swatch of geotextile from each roll of material in the lot sample at least 1 m (3 ft) long cut from the end of
43、 the roll after discarding the rst metre of material from the outside of the roll. 7.2 Test SpecimenSoil to be tested for gradient ratioCut one circular specimen from each swatch in the laboratory sample with the specimen having a diameter of 110 mm (4.33 in.) or 165 mm (6.50 in.). Take the specimen
44、 from the center of the swatch.Select approximately 6 to 8 liters of representative soil, with a maximum particle size of 10 mm. If the natural soil to be tested contains large gravel- or boulder-size particles, these particles should be removed from the specimen using a 10 mm (3/8 in.) or 16 mm (5/
45、8 in.) sieve, depending on the diameter of the cell used (100 or 150 mm). 8. Conditioning 8.1 Test Water Preparation: 8.1.1 Test water should be maintained at room temperature about 16 tobetween 16 and 27C (60 to 80F),80F) and deaired to a dissolved oxygen content of 62 ppm or less before introducin
46、g it to permeameter system. This will reduce or eliminate the problems associated with air bubbles forming within the test apparatus.before being introduced into the apparatus. In addition, the deaired water shall be stored at a temperature within 6 2C of the tested soil/geotextile system. NOTE 3Use
47、 of deaired water is essential to reduce or eliminate problems associated with air bubbles forming within the test apparatus or in the soil. The dissolved air content will be lower, and chances to observe air clogging will be decreased 8.1.2 An algae inhibitor or micro screen should be used to elimi
48、nate any algae buildup in the system. 8.2 Specimen Conditions: 8.2.1 Condition the specimen by soaking it in a container of deaired water for a period of 2 h. Dry the surface of the specimen by blotting prior to inserting in the permeameter. 9. Procedure 9.1 Preparation of Apparatus: the test: 9.1.1
49、 Thoroughly clean and dry permeameter sections. Determination of the soils properties: 9.1.1.1 Measure the following properties of the soil under investigation: Particle size distribution per Method D422 Plasticity index per Test Method D4318D4318, when applicable 9.1.1.2 For silty soils with plasticity indices in the vicinity of 5, estimate the permeability of the soil that is, using the particle size distribution determined in 9.1.1.1) and compare this value to the detection limit of the apparatus
