ASTM D7351-2013 red 6334 Standard Test Method for Determination of Sediment Retention Device Effectiveness in Sheet Flow Applications《测定薄层地表水流中沉淀物滞留装置有效性的标准试验方法》.pdf

《ASTM D7351-2013 red 6334 Standard Test Method for Determination of Sediment Retention Device Effectiveness in Sheet Flow Applications《测定薄层地表水流中沉淀物滞留装置有效性的标准试验方法》.pdf》由会员分享，可在线阅读，更多相关《ASTM D7351-2013 red 6334 Standard Test Method for Determination of Sediment Retention Device Effectiveness in Sheet Flow Applications《测定薄层地表水流中沉淀物滞留装置有效性的标准试验方法》.pdf（8页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: D7351 07D7351 13Standard Test Method forDetermination of Sediment Retention Device Effectivenessin Sheet Flow Applications1This standard is issued under the fixed designation D7351; the number immediately following the designation indicates the year oforiginal adoption or, in the case o

2、f revision, the 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 establishes the guidelines, requirements and procedures for evaluating the ab

3、ility of Sediment RetentionDevices (SRDs) to retain sediment when exposed to sediment-laden water “sheet” flows.1.2 This test method is applicable to the use of an SRD as a vertical permeable interceptor designed to remove suspended soilfrom overland, nonconcentrated water flow. The function of an S

4、RD is to trap and allow settlement of soil particles from sedimentladen water. The purpose is to reduce the transport of eroded soil from a disturbed site by water runoff.1.3 The test method presented herein is intended to indicate representative performance and is not necessarily adequate for allpu

5、rposes in view of the wide variety of possible sediments and performance objectives.1.4 The values stated in SI units are to be regarded as standard. The inch-pound values given in parentheses are provided forinformation purposes only.1.5 All observed and calculated values shall conform to the guide

6、lines for significant digits and rounding established in PracticeD6026.1.5.1 The procedures used to specify how data are collected/recorded and calculated in this standard are regarded as the industrystandard. In addition, they are representative of the significant digits that should generally be re

7、tained. The procedures used do notconsider material variation, purpose for obtaining the data, special purpose studies, or any consideration for the users objectives;and it is common practice to increase or reduce significant digits of reported data to commensurate with these considerations. Itis be

8、yond the scope of this standard to consider significant digits used in analysis methods for engineering design.1.6 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibilityof the user of this standard to establish appropriate safe

9、ty and health practices and determine the applicability of regulatorylimitations prior to use.2. Referenced Documents2.1 ASTM Standards:2D653 Terminology Relating to Soil, Rock, and Contained FluidsD698 Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12 400 ft-l

10、bf/ft3 (600 kN-m/m3)D3740 Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used inEngineering Design and ConstructionD5141 Test Method for Determining Filtering Efficiency and Flow Rate of the Filtration Component of a Sediment RetentionDeviceD6

11、026 Practice for Using Significant Digits in Geotechnical Data3. Terminology3.1 For definitions of terms used in this test method, see Terminology D653.1 This test method is under the jurisdiction of ASTM Committee D18 on Soil and Rock and is the direct responsibility of Subcommittee D18.25 on Erosi

12、on and SedimentControl Technology.Current edition approved May 1, 2007Aug. 1, 2013. Published June 2007August 2013. Originally approved in 2007. Last previous edition approved in 2007 as D7351 07. DOI: 10.1520/D7351-07.10.1520/D7351-13.2 For referencedASTM standards, visit theASTM website, www.astm.

13、org, or contactASTM Customer Service at serviceastm.org. For Annual Book of ASTM Standardsvolume information, refer to the standards Document Summary page on the ASTM website.This document is not an ASTM standard and is intended only to provide the user of an ASTM standard an indication of what chan

14、ges have been made to the previous version. Becauseit 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 versionof the standard as published by ASTM is to be considered the offic

15、ial document.Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States14. Summary of Test Method4.1 Sediment-laden water is allowed to “sheet flow” up to and seep through, over, and/or under or under, or a combinationthereof, an installed sedim

16、ent retention device (SRD). At a minimum, the amount (via water and soil weight) of sediment-ladenflow is measured both upstream and downstream of the SRD.4.2 The measurement of sediment that passes through, over, and/or under or under, or a combination thereof, the SRD comparedto the amount in the

17、upstream flow is used to quantify the effectiveness of the SRD in retaining sedimentssediments.3, 4.5. Significance and Use5.1 This test method quantifies the ability of a sediment retention device (SRD) to retain eroded sediments caused by sheetflowing water under full-scale conditions. This test m

18、ethod may also assist in identifying physical attributes of SRDs thatcontribute to their erosion control performance.5.2 The effectiveness of SRDs is installation dependent. Thus, replicating field installation techniques is an important aspect ofthis test method. This test method is full-scale and

19、therefore, appropriate as an indication of product performance, for generalcomparison of product capabilities, and for assessment of product installation techniques.NOTE 1Test Method D5141 is an alternate test method for evaluating sediment retention device effectiveness, if it is not necessary to s

20、imulate fieldinstallation conditions.NOTE 2The quality of the result produced by this standard is dependent on the competence of the personnel performing it, and the suitability of theequipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of

21、 competent and objectivetesting/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliableresults depend on many factors: Practice D3740 provides a means of evaluating some of those factors.3 Sprague, C.J. (2

22、004), “Testing the Effectiveness of Sediment Retention Devices”, StormCon 04, Palm Desert, CA, (digital proceedings). Sprague, C.J., “Testing theEffectiveness of Sediment Retention Devices,” StormCon 04, Palm Desert, CA, (digital proceedings), 2004.4 Sprague, C.J. and Carpenter, T. (2004), “A New Pr

23、ocedure for Testing the Effectiveness of Sediment Retention Devices”, Conf. XXXV, International Erosion ControlAssoc., Philadelphia, pp. 265-275.Sprague, C.J., and Carpenter, T., “A New Procedure for Testing the Effectiveness of Sediment Retention Devices,” Conference XXXV,International Erosion Cont

24、rol Assoc., Philadelphia, 2004, pp. 265275.D7351 1326. Apparatus6.1 Equipment required (see Fig. 1 and Fig. 2): Equipment required. (See Fig. 1 and Fig. 2)6.1.1 Combination mixing tankMixing Tank and scaleScaleA tank with an internal paddle mixer device mounted on scalescapable of holding/weighing 4

25、500 kg of sediment-laden water.6.1.2 A clean water source and pumping equipmentClean Water Source and Pumping EquipmentA source of water andassociated pumping equipment sufficient to repeatedly fill the mixing tank in a timely manner.6.1.3 A consistent soil stockpile Consistent Soil StockpileA stock

26、pile of soil in sufficient quantity to both createsediment-laden water and to create/replace subgrade in the installation zone. The general soil type to be used for testing shall beloam with target grain sizes and plasticity index as shown in Table 1, unless otherwise specified.6.1.4 A loaderLoader

27、for movingMoving the soilSoil to the mixerMixerA front-end loader of sufficient reach and capacityto dump a prescribed amount of soil into the mixing tank.6.1.5 A variable discharge apparatusVariable Discharge Apparatus from the mixerMixerA variable discharge apparatusfrom the mixer A valve-controll

28、ed discharge hose that allows for controlled, uniform discharge from the mixing tank.6.1.6 Soil and water sampling equipment Water Sampling EquipmentSampling jars (at least 12 per test) for taking “grab”samples periodically during the test.6.1.7 Excavating/compacting machineryExcavating/Compacting M

29、achinery for cleaningCleaning and preparing the test areaPreparing the Test AreaEarthmoving and compacting equipment is needed to prepare/replace the soil in the installation zone.6.1.8 A scaled collection system adequate to handle the released runoffScaled Collection System Adequate to Handle theRe

30、leased RunoffA tank mounted on scales of sufficient volume to collect all runoff passing the SRD.6.2 Retention Area:Retention Area:6.2.1 A non-permeable, smooth, 3:1 slope surface (at least 5 m long) immediately below the mixer discharge shall be providedto spread the discharge to the width of the r

31、etention zone (length of the SRD installation) and to provide a retention zone abovethe installation zone.6.2.2 An installation zone approximately 2 m wide by the intended length of the SRD installation (typically 20 ft) comprisedof prepared soil subgrade to allow full-scale installation of the SRD

32、to be tested.6.2.3 The center of the installed SRD should be placed in the center of the installation zone each time to replicate height of wateras it relates to volume retained.6.2.4 The prepared soil subgrade will be compromised each test, so it will have to be reconstructed after each test.6.2.5

33、The area below the installation zone should be non-permeable to facilitate efficient transmission of runoff passing the SRDto the collection tank.6.3 The Collection Area:6.3.1 The collection tank shall be at a lower grade than the installation area so that runoff passing the SRD will efficiently flo

34、wvia gravity into the tank.Aretaining wall between the installation zone and the collection tank is recommended. The area betweenthe retaining wall and the installed SRD should be impermeable, and so facilitate collection of sediments deposited after passingthe SRD but before entering the collection

35、 tank.FIG. 1 Profile SchematicD7351 1337. SRD Installation7.1 A representative sample of the SRD to be tested shall be used.7.2 The SRD sample shall be installed in accordance with the manufactures recommendations or, lacking recommendations,in accordance with generally accepted construction procedu

36、res, including orientation perpendicular to flow with appropriatetrenching and/or staking.8. Procedure8.1 SRD Installation:8.1.1 Prepare the installation zone using the same soil to be used as sediment, unless otherwise agreed with the client. The soilshall be placed to a depth in excess of the dept

37、h of installation and compacted to 90 6 3% 3 % of Standard Proctor density, ata soil moisture within 63 % of optimum moisture content per in accordance with Test Method D698. , unless otherwise requestedby the client. The installation zone should be wide enough to accommodate the desired length of S

38、RD. Unless otherwise agreedwith the client, the SRD length exposed to flow between end abutments shall be sufficient to completely contain the test flow, butno more than the 7 m.8.2 Mixing, Releasing, and Collecting Sediment-Laden Runoff:8.2.1 Procure soil as described in 6.1.36.1.3 in adequate quan

39、tities for the testing process, determine its characteristics for futurereplication needs, and cover to prevent contamination and rainfall degradation.8.2.2 Create sediment-laden runoff by combining water and soil in the mixing tank and maintain agitation during the test. Unlessotherwise directed by

40、 the client, 2270 kg of water and 136 kg of soil shall be combined to create the sediment-laden runoff. Thisamount of water and sediment simulates sheet flow from a slope measuring 6.1 m wide by 30 m long exposed to the peak 30 minof a 100 mm per hour rainfall hydrograph.NOTE 3An important variable

41、in any testing procedure is the establishment of test “conditions”.“conditions.” For a sediment control performance testthis means selecting an appropriate design storm event and associated runoff along with an expected amount of sediment to be transported by the runoff.FIG. 2 Schematic (Plan) Diagr

42、amTABLE 1 Target Grain Sizes and Plasticity Indicescolname=“col4“ colwidth=“1.67in“Loam ClayD100 (mm) D100 D100 3.0 10 D100 0.3 3.0 D100 0.02D85 (mm) 4.0 D85 0.8 0.8 D85 0.08 0.008 D85 0.003D50 (mm) 0.9 D50 0.2 0.15 D50 0.015 0.015 D50 0.0008D15 (mm) 0.3 D15 0.01 0.03 D15 0.001 D15 0.002Plasticity I

43、ndex N/A (nonplastic) 2 PI 8 10 PID7351 134For this testing, a standard 10-y, 6-h storm event (mid-Atlantic region of US) was selected. This return frequency is commonly used for sizing sedimentcontrol ponds and, thus, was deemed appropriate for the testing of other SRDs. Using this criterion, a 100

44、 mm (4 in)in.) rainfall was selected. It was alsoassumed that approximately 25% 25 % of the storm would occur during the peak 30 minutes, and that 50% 50 % of the rainfall would infiltrate into theground.ground (Goldman, et al, 1986)al., 1986).5 A theoretical contributory area of 30 m (100 ft) slope

45、 length by 6 m (20 ft) wide was selected to limitrunoff to sheet flow conditions.conditions (Richardson, 1990).6 Runoff and associated sediment were calculated using the Modified Universal Soil LossEquation (MUSLE) which allows for calculating a storm-specific quantity of sediment. Following is the

46、MUSLE (SI formula):T 589.6 V x Qp!0.56 K LS C Pwhere:T 5 sediment yield tonnes!;V 5 runoff m3!=Rainfall Infiltration!xArea;O 5 peak flow m3/s!K,LS,C,P 5 Pare from RUSLE chartsT 589.6 V 3 Qp!0.56 K LS C Pwhere:T = sediment yield (tonnes),V = runoff (m3) = (Rainfall Infiltration) Area,O = peak flow (m

47、3/s), andK, LS, C, P = P are from RUSLE charts.The following calculations provided the runoff and sediment load used in the testing:V 50.5!*x 0.1 m! x 180 m2!59m3V 50.5!*3 0.1 m! 3 180 m2!59m3where:where:Qp = (0.1m) x (0.25)* x (0.5)* x (180m2) = 2.25 m3/ 30min = 0.00125 m3/s (* = 25% of storm durin

48、g 30-min peak; * = 50% infiltration)K, sandy-silt = 0.041; LS, 2-10%/30m = 0.46 (approx); C, P = 1.0T = 89.6 (9 x 0.00125)0.56 (0.041) (0.46) (1.0) (1.0) = 0.136 Tonnes = 136 kg of soil (assume most sediment is generated during the peakflow period)Qp = (0.1 m) (0.25)* (0.5)* (180 m2) = 2.25 m3/ 30 m

49、in = 0.00125 m3/s (* = 25 % of storm during 30-min peak; * = 50 % infiltration)K, sandy-silt = 0.041; LS, 210 %/30 m = 0.46 (approximately); C, P = 1.0T = 89.6 (9 0.00125)0.56 (0.041) (0.46) (1.0) (1.0) = 0.136 Tonnes = 136 kg of soil (assume most sediment is generated during the peakflow period)Test Quantities: 30-Minute Runoff: 2.25 m3 x 1000 kg/m 3 = 2250 kg (approx.(approximately 5000 lb) Sediment Load: 136 kg (approx.(approximately300 lb)5,68.2.3 Discharge volume evenly for 30 min. Measure the quantity of released