ASTM D7277-2016 9183 Standard Test Method for Performance Testing of Articulating Concrete Block (ACB) Revetment Systems for Hydraulic Stability in Open Channel Flow《开放道流中水力稳定性的铰接式.pdf

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1、Designation: D7277 16Standard Test Method forPerformance Testing of Articulating Concrete Block (ACB)Revetment Systems for Hydraulic Stability in Open ChannelFlow1This standard is issued under the fixed designation D7277; the number immediately following the designation indicates the year oforiginal

2、 adoption or, in the case of 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 The purpose of this test method is to provide specifica-tions for t

3、he hydraulic testing of full-scale articulating concreteblock (ACB) revetment systems under controlled laboratoryconditions for purposes of identifying stability performance insteep slope, high-velocity flows. The testing protocols, includ-ing system installation, test procedures, measurementtechniq

4、ues, analysis techniques, and reporting requirements aredescribed in this test method.1.2 The values stated in inch-pound units are to be regardedas standard. The values given in brackets are mathematicalconversions to SI units that are provided for information onlyand are not considered standard. R

5、eporting or use of units otherthan inch-pound shall not be considered non-conformance aslong as the selected parameters described regarding flumeconstruction by the inch-pound system used in this method aremet as a minimum.1.2.1 The gravitational system of inch-pound units is usedwhen dealing with i

6、nch-pound units. In this system, the pound(lbf) represents a unit of force (weight), while the unit for massis slugs. The rationalized slug unit is not given, unless dynamic(F = ma) calculations are involved.1.3 All observed and calculated values shall conform to theguidelines for significant digits

7、 and rounding established inPractice D6026.1.3.1 The procedures used to specify how data are collected,recorded and calculated in this Guide are regarded as theindustry standard. In addition they are representative of thesignificant digits that generally be retained. The proceduresused do not consid

8、er material variation, purpose of obtainingthe data, special purpose studies or any considerations for theusers objectives; and it is common practice to increase orreduce significant digits of reported data to be commensuratewith these considerations. It is beyond the scope of thisstandard to consid

9、er significant digits used in analysis methodsfor engineering design.1.4 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It is theresponsibility of the user of this standard to establish appro-priate safety and health practices and determine the

10、applica-bility of regulatory limitations prior to use.NOTE 1The quality of the result produced by this standard isdependent on the competence of the personnel performing it and thesuitability of the equipment and facilities used. Agencies that meet criteriaof Practice D3740 are generally considered

11、capable of competent andobjective testing. Users of this standard are cautioned that compliancewith Practice D3740 does not in itself assure reliable results. Reliableresults depend on many factors and Practice D3740 provides a means ofevaluating some of these factors.2. Referenced Documents2.1 ASTM

12、 Standards:2D422 Test Method for Particle-Size Analysis of Soils (With-drawn 2016)3D653 Terminology Relating to Soil, Rock, and ContainedFluidsD698 Test Methods for Laboratory Compaction Character-istics of Soil Using Standard Effort (12,400 ft-lbf/ft3(600kN-m/m3)D1556 Test Method for Density and Un

13、it Weight of Soil inPlace by Sand-Cone MethodD2216 Test Methods for Laboratory Determination of Water(Moisture) Content of Soil and Rock by MassD2487 Practice for Classification of Soils for EngineeringPurposes (Unified Soil Classification System)D3740 Practice for Minimum Requirements for AgenciesE

14、ngaged in Testing and/or Inspection of Soil and Rock asUsed in Engineering Design and ConstructionD4318 Test Methods for Liquid Limit, Plastic Limit, and1This guide is under the jurisdiction ofASTM Committee D18 on Soil and Rockand is the direct responsibility of Subcommittee D18.25 on Erosion and S

15、edimentControl Technology.Current edition approved April 1, 2016. Published April 2016. Originallyapproved in 2008. Last previous edition approved in 2008 as D7277 - 08. DOI:10.1520/D7277-16.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serv

16、iceastm.org. For Annual Book of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.3The last approved version of this historical standard is referenced onwww.astm.org.Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, P

17、A 19428-2959. United States1Plasticity Index of SoilsD5195 Test Method for Density of Soil and Rock In-Place atDepths Below Surface by Nuclear MethodsD6026 Practice for Using Significant Digits in GeotechnicalData3. Terminology3.1 Definitions:3.1.1 For common definitions of technical terms in this t

18、estmethod, refer to Terminology D653.3.1.2 articulating concrete block (ACB) revetment system,nin erosion control, a matrix of interconnected concreteblock units for erosion protection. Units are typically con-nected by geometric interlock, cables, ropes, geotextile,geogrids or a combination thereof

19、 and typically include ageotextile underlayment.3.1.3 depth of flow, yo, (L), nin hydraulics, the distancefrom the channel thalweg to the water surface, measurednormal to the direction of flow, for a given discharge.3.1.4 design discharge, Qd, (L3T1), nin erosion control,the volumetric quantity of w

20、ater flow within a channel whichis typically used in determining required channel dimensionsand suitable lining materials for ensuring adequate channelcapacity and stability.3.1.4.1 DiscussionThe discharge associated with a speci-fied frequency of recurrence, for example, an n-year flood. Then-year

21、flood event has a probability of 1/n of being equaled orexceeded in any given year.3.1.5 discharge, Q, (L3T1), nin channel flow, the volumeof water flowing through a cross-section in a unit of time,including sediment or other solids that may be dissolved in ormixed with the water; usually cubic feet

22、 per second (ft3/s) orcubic meters per second (m3/s).3.1.6 hydraulic radius, (L), nin channel flow, the cross-sectional area of flow divided by the wetted perimeter.3.1.7 local velocity, (L3T1), nin channel flow, the veloc-ity at a specific point in the flow region. May be defined as adirection-depe

23、ndent quantity with components Vx, Vy,orVz.3.1.8 mean velocity, (LT1), nin hydraulics, the averagevelocity throughout a channel cross section. Defined as thedischarge divided by the cross-sectional area of flow usuallyexpressed in meters per second (m/s) or feet per second (ft/s).3.1.9 subcritical f

24、low, (LT1), nin channel flow, a charac-teristic of flowing water whereby gravitational forces dominateover inertial forces, quantified by a Froude Number less than 1.3.1.10 supercritical flow, (LT1), nin channel flow,acharacteristic of flowing water whereby inertial forces domi-nate over gravitation

25、al forces, quantified by a Froude Numbergreater than 1.3.1.11 uniform flow, (LT1), nin hydraulics, the conditionof flow where the rate of energy loss due to frictional and formresistance is equal to the bed slope of the channel.3.1.11.1 DiscussionWhere uniform flow exists, the slopesof the energy gr

26、ade line, the water surface, and the channel bedare identical. Cross-sectional area and velocity of flow do notchange from cross section to cross section in uniform flow.3.1.12 velocity, V, (LT1), nin channel flow, time rate oflinear motion in a given direction.4. Summary of Test Method4.1 The test

27、method is designed to determine the stabilitythreshold values of shear stress and velocity of articulatingconcrete block (ACB) revetment systems under controlledlaboratory conditions of steep-slope, high-velocity flow (flumetest). Systems are tested as full-scale production units.4.2 The procedures

28、associated with test set-up, testing, datacollection, and reporting are provided in this test method.5. Significance and Use5.1 An articulating concrete block revetment system iscomprised of a matrix of individual concrete blocks placedtogether to form an erosion-resistant revetment with specifichyd

29、raulic performance characteristics. The system includes afilter layer compatible with the subsoil which allows infiltrationand exfiltration to occur while providing particle retention. Thefilter layer may be comprised of a geotextile, properly gradedgranular media, or both. The concrete blocks withi

30、n the matrixshall be dense and durable, and the matrix shall be flexible andporous.5.2 ACB revetment system are used to provide erosionprotection to underlying soil materials from the forces offlowing water. The term “articulating,” as used in this standard,implies the ability of individual concrete

31、 blocks of the systemto conform to changes in subgrade while remaining intercon-nected by virtue of geometric interlock, cables, ropes,geotextiles, geogrids, or combination thereof.5.3 The definition of ACB revetment system does notdistinguish between interlocking and non-interlocking blockgeometrie

32、s, between cable-tied and non-cable-tied systems,between vegetated and non-vegetated systems or betweenmethods of manufacturing or placement. Furthermore, thedefinition does not restrict or limit the block size, shape,strength, or longevity; however, guidelines and recommenda-tions regarding these f

33、actors are incorporated into this stan-dard. Blocks are available in either open-cell or closed-cellconfigurations.6. Preparation of Test Section6.1 Soil Subgrade Construction:6.1.1 The testing program includes the construction of anearthen test subgrade compacted between vertical walls of thetestin

34、g flume (Fig. 1). The soil subgrade shall be placed andcompacted in horizontal lifts of 4 to 6 in. 100 to 150 mm inthickness to a minimum subgrade thickness of 12 in. 300 mm.The distance between the walls shall be a minimum of 4.0 ft1.2 m; installation shall be reflective of standard field usageand

35、shall accommodate full-scale block units such that at leastone block is not adjacent to a sidewall, at least every other rowof the revetment matrix.6.1.2 The soil subgrade shall consist of a silty sand with aplasticity index (PI) in the range of 2 to 6 %, and will becompacted at optimum water conten

36、t to between 90 and 95 %of Standard Effort density (Test Methods D698). The embank-ment shall be constructed to a height such that the finishedD7277 162surface of the revetment consists of a horizontal crest section atleast 6 ft 1.8 m in length followed by a downstream slopeangle typically set at 2H

37、:1V.NOTE 2Test conditions may incorporate slopes other that the 2H:1Videntified as the benchmark. Variations from the procedures identifiedmust be included in the report. Additionally, engineering judgment mustaccompany utilizing and interpreting the results from tests varying fromthe proposed test

38、method.6.1.3 Soil information to be determined and documentedprior to and during test embankment construction includes, asapplicable:6.1.3.1 Standard Effort moisture-density curve, Test Meth-ods D698.6.1.3.2 Soil textural classification, Practice D2487.6.1.3.3 Particle size distribution curve (inclu

39、ding hydrom-eter fraction), Test Method D422, and6.1.3.4 Atterberg Limits (liquid limit, plastic limit), TestMethods D4318.6.1.4 Following the preparation of the soil subgrade, thefollowing information is determined within 24 h prior toinstallation of the revetment system. This information shallincl

40、ude as a minimum the soil water (moisture) content (TestMethods D2216) and density/unit weight determined by sandcone (Test Method D1556) or nuclear gauge (Test MethodD5195) at a minimum of two locations along the centerline ofthe test embankment.6.2 Installation of ACB Revetment System:6.2.1 A prop

41、erly designed filter (geotextile, granular filter,or both), properly engineered or selected for the soil subgradeutilized for testing, and the ACBs shall be placed on the crestand downstream slope in accordance with the manufacturersrecommendations. Potential artificially induced scour along theside

42、walls will be prevented by placing geotextile wadding,protective flashing, loose grout or a combination, along theedge of the ACB revetment system (Fig. 2). The chosen sideprotection shall allow nominal block movement and not pressthe block onto the subgrade. Side protection shall permit a gapa abov

43、e the blocks a minimum of 0.25 in. 6.4 mm and amaximum of 0.75 in. 19 mm in the vertical direction.Horizontal projection of the side protection shall extend aminimum of 0.5 in. 13 mm and a maximum of 2.5 in. 64mm into the flume. The ACB revetment system will besecured at the embankment toe by means

44、of a bolted or weldedtoe retention system designed for the specific system to betested (Fig. 3). Depending on the geometry of the system beingNOTE 1Drawing not to scale, and slope, as shown, is not 2H:1V.NOTE 21 ft = 0.305 m.FIG. 1 Schematic Profile of Typical Testing FlumeD7277 163FIG. 2 Recommende

45、d Sidewall Detail (Cross Section View)FIG. 3 Recommended Toe Detail Options (Profile View)D7277 164tested, void spaces next to the sidewalls greater than 3 in. 75mm should be filled with partial blocks specially cut with amasonry saw to fill the void, while maintaining the propergeometric relationsh

46、ip of the matrix. Under no circumstancesshould the void spaces against the sidewall be filled anycompound that bonds the block to the sidewall or prevents thesystem from its inherent ability to articulate. As shown in Fig.1, a joint between the ACBs shall occur at the crest (top) of theslope.7. Proc

47、edure7.1 Definition of TestA test consists of a continuousfour-hour flow over the ACB revetment system at a uniformdischarge. Providing that the ACB revetment system success-fully survives the four-hour flow without deformation, soilloss, or loss of solid contact with the soil subgrade, theprocedure

48、 is repeated at the next higher target discharge oruntil the flow capacity of the testing facility is reached.Typically, target discharges correspond to predetermined over-topping depths above the revetment systems crest elevation(for example, 1 ft 0.3 m, 2 ft 0.6 m, etc.), although anydischarge may

49、 be utilized provided proper measurement andreporting procedures are followed as described in this docu-ment. Even if minor system deformation occurs during the test,hourly data collection shall be maintained for the entirefour-hour test duration, unless catastrophic ACB revetmentsystem failure occurs.7.2 Water Surface and Bed Elevation ProfilesHourly mea-surements of water surface elevation will be made at 2-ft0.6-m intervals (stations) along the centerline of the embank-ment during each test. Bed elevations (top of ACB revet