1、Designation: D2573/D2573M 151Standard Test Method forField Vane Shear Test in Saturated Fine-Grained Soils1This standard is issued under the fixed designation D2573/D2573M; the number immediately following the designation indicates theyear of original adoption or, in the case of revision, the year o
2、f last revision. A number in parentheses indicates the year of lastreapproval. A superscript epsilon () indicates an editorial change since the last revision or reapproval.This standard has been approved for use by agencies of the U.S. Department of Defense.1NOTEEditorially corrected Eq 1 and 2 in F
3、ebruary 2018.1. Scope*1.1 This test method covers the field vane test in saturatedclay and silt soils for determination of undrained shearstrength. Knowledge of the nature of the soil in which eachvane test is to be made is necessary for assessment of theapplicability and interpretation of the test.
4、 The test is notapplicable for sandy soils or non-plastic silts, which may allowdrainage during the test.1.2 This test method addresses testing on land and fortesting in drill holes or by self-drilling or continuous pushmethods from the ground surface. This method does notaddress specifically marine
5、 testing where special test require-ments or variations in equipment may be required. The user isreferred to ASTM STP 1014 for additional information onin-place vane shear testing used in marine exploration.21.3 This method is often used in conjunction with fluidrotary drilling (D5783), hollow-stem
6、augers (D6151), or conepenetration testing (D5778). Some apparatuses have the vaneretracted in a protective shoe for advancement and incrementaltesting. Sampling, such as with thin wall tubes (D1587) is oftencombined with vane testing. Subsurface geotechnical explora-tions are reported in accordance
7、 with Practice (D5434).1.4 Undrained shear strength and sensitivity of cohesivesoils can also be measured in Laboratory Vane Test (D4648).1.5 UnitsThe values stated in either SI units or inch-pound units presented in brackets are to be regarded sepa-rately as standard. The values in each system may
8、not be exactequivalents; therefore, each system shall be used independentlyof the other. Combining values from the two systems mayresult in non-conformance with the standard. Reporting of testresults in units other than SI shall not be regarded as noncon-formance with this test method.1.5.1 The grav
9、itational system of inch-pound units is usedwhen dealing with inch-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.1.6 All observed and calculat
10、ed values shall conform to theguidelines for significant digits and rounding established inPractice D6026.1.6.1 The procedures used to specify how data are collected/recorded or calculated in this standard are regarded as theindustry standard. In addition they are representative of thesignificant di
11、gits that generally should be retained. The proce-dures used do not consider material variation, purpose forobtaining the data, special purpose studies, or any consider-ations for the users objectives, and it is common practice toincrease or reduce significant digits or reported data to becommensura
12、te with these considerations. It is beyond the scopeof this standard to consider significant digits used in analyticalmethods for engineering design.1.7 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 s
13、tandard to establish appro-priate safety, health, and environmental practices and deter-mine the applicability of regulatory limitations prior to use.1.8 This international standard was developed in accor-dance with internationally recognized principles on standard-ization established in the Decisio
14、n 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:3D653 Terminology Relating to Soil, Rock, and ContainedFluids1This test method is und
15、er the jurisdiction ofASTM Committee D18 on Soil andRock and is the direct responsibility of Subcommittee D18.02 on Sampling andRelated Field Testing for Soil Evaluations.Current edition approved July 1, 2015. Published July 2015. Originally approvedin 1967. Last previous edition approved in 2008 as
16、 D2573 08. DOI: 10.1520/D2573_D2573M-15E01.2ASTM STP 1014 on Vane Shear Strength Testing in Soils (1988).3For 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 standar
17、ds Document Summary page onthe ASTM website.*A Summary of Changes section appears at the end of this standardCopyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United StatesThis international standard was developed in accordance with internationally r
18、ecognized principles on standardization established in the Decision on Principles for theDevelopment of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.1D1587 Practice for Thin-Walled Tube Sampling of Fine-Grained
19、 Soils for Geotechnical PurposesD2166 Test Method for Unconfined Compressive Strengthof Cohesive SoilD2488 Practice for Description and Identification of Soils(Visual-Manual Procedures)D2850 Test Method for Unconsolidated-Undrained TriaxialCompression Test on Cohesive SoilsD3740 Practice for Minimum
20、 Requirements for AgenciesEngaged in Testing and/or Inspection of Soil and Rock asUsed in Engineering Design and ConstructionD4648 Test Method for Laboratory Miniature Vane ShearTest for SaturatedFine-Grained Clayey SoilD5434 Guide for Field Logging of Subsurface Explorationsof Soil and RockD5778 Te
21、st Method for Electronic Friction Cone and Piezo-cone Penetration Testing of SoilsD5783 Guide for Use of Direct Rotary Drilling with Water-Based Drilling Fluid for Geoenvironmental Explorationand the Installation of Subsurface Water-Quality Monitor-ing DevicesD6026 Practice for Using Significant Dig
22、its in GeotechnicalDataD6151 Practice for Using Hollow-StemAugers for Geotech-nical Exploration and Soil Sampling2.2 Other Standards:Recommended Standard for Field Vane Shear Test, SwedishGeotechnical Society, SGF Report 2:93E, Swedish Geo-technical Institute, Linkping: www.swedgeo.seEuroCode 7: Geo
23、technical DesignPart 3 Design Assistedby Field Testing, ENV 1997-3:1999E, CEN3. Terminology3.1 Definitions:3.1.1 For common definitions of terms in this standard, referto Terminology D653.3.2 Definitions of Terms Specific to This Standard:3.2.1 remolded undrained shear strengthshear strength offine-
24、grained soil in rapid loading with essentially no drainageof pore water pressure after significant failure and remolding ofthe initial soil structure. (Also see D2850 and D4648).3.2.2 undrained shear strengthshear strength of fine-grained soil (primarily clays and plastic silts) in rapid loadingwith
25、 essentially no drainage of porewater pressure. (Also seeD2850 and D4648).3.2.3 vanea device with four, thin, flat metal blades orplates, fixed at an angle of 90 degrees to each other, which isinserted into the soil and then rotated about a vertical axis forshear testing (see Fig. 1).3.2.4 vane shoe
26、a section of casing and cutting bit at theend in which the vane can be retracted while drilling or pushing3.3 Symbols Specific to This Standard:3.3.1 (su)fvthe peak undrained shearing resistance mea-sured during the initial rotation of the vane in a vane shear test.3.3.2 (sur)fvthe remolded undraine
27、d shear strength is mea-sured after five to ten vane rotations in a vane shear test.3.3.3 STfvthe ratio of peak undrained shear strength toremolded undrained shear strength measured in the field vaneshear test: STfv=(su)fv/(sur)fv. The remolded shear strength ismeasured after large shearing strains
28、(see 8.7 and 9.2).NOTE 1Previous and existing standards have specified differentamounts of rotation, from 5 to 25 revolutions, for measurement ofremolded strength.2If sensitivity is reported, the number of revolutionsmust also be reported. Sensitivity can also be measured in unconfinedcompression te
29、sting (D2166) and laboratory vane testing (D4648).3.3.4 T, (FL)the measured torque required to rotate thevane.3.3.5 TR, (FL)the measured residual torque required torotate the vane after rotating the vane for 5 to 10 revolutions.3.3.6 VA%the ratio of the cross section area of the vaneto the circular
30、area of the rotated vane expressed as a percent(see Fig. 2).3.4 Abbreviations Specific to This Standard:3.4.1 VSTvane shear test.3.4.2 FVfield vane.4. Summary of Test Method4.1 The vane shear test consists of placing a four-bladedvane in the intact soil and rotating it from the surface todetermine t
31、he torque required to shear a cylindrical surfacewith the vane. This torque, or moment, is then converted to aunit shearing resistance of the failure surface by limit equilib-rium analysis. Friction of the vane rod and instrument areeither minimized during readings by special casings orhousing, or e
32、lse accounted for and subtracted from the totaltorque to determine the torque applied to the vane.5. Significance and Use5.1 This test method provides an indication of in-situundrained shear strength of saturated fine-grained soils (claysand silts) or other saturated fine-grained geomaterials, such
33、asmine tailings and organic muck. The test is applicable to soilswith undrained strengths of less than 200 kPa 2 tsf. Verysensitive soils can be remolded during vane insertion.5.2 This test method is used extensively in a variety ofgeotechnical explorations to evaluate rapid loading strength fortota
34、l stress analysis of saturated fine-grained clays and silts.Since vane shear strength values are most always higher thanFIG. 1 Geometry of Field VanesD2573/D2573M 1512field strengths for analyses (5.3) they often are checked orcompared with other methods of measuring undrained shearstrength. Cone Pe
35、netrometer Tests (Test Method D5778) andUnconsolidated Undrained Triaxial Compression (D2850) testsare most often performed for direct comparison to the vaneshear strength data. Unconfined Compression (D2166) testingcould also be performed, but suffers from many possible errorsfrom disturbance espec
36、ially in fissured clays, and should onlybe performed with experience. For more information on howthese tests are used for soft ground site exploration refer toLadd and DeGroot.(1)45.3 The peak undrained shear resistance of the vane test iscommonly corrected to determine the undrained shear strengthf
37、or geotechnical analysis. The agency requesting the testingmust interpret these data to determine applicability for strengthanalysis. It is beyond the scope of this standard to recommendapplicability of vane testing for geotechnical analysis. Forinformation on the general use of these correction fac
38、tors,consult Appendix X1.5.4 This method is not applicable in unsaturated soils or innon-plastic silts, sands, gravels, or other high permeabilitysoils. With the shearing rates described in this standard, sandlenses, if present, will allow total or partial drainage. Unsatu-rated soils and soils with
39、 higher permeability, in rapid shear,can dilate or collapse and generate negative or positive porepressures which may, or may not, dissipate in the shearingprocess. It is important to check the soil type being tested. It isvery beneficial to sample the soil either before or after testing,to understa
40、nd the drainage conditions (permeability) of the soiltested.5.5 This method also applies to hand held vane shear testsperformed at shallow depths, however, hand held equipmentmay be less accurate, because it may be more difficult tomaintain vane/rod stability and verticality.NOTE 2The quality of the
41、 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 thecriteria of Practice D3740 are generally considered capable of competentand objective testing. Users of this standard are cau
42、tioned that compliancewith Practice D3740 does not in itself assure reliable results. Reliableresults depend on many factors; Standard Practice D3740 provides ameans of evaluating some of those factors.6. Apparatus6.1 VaneA four-bladed vane as illustrated in Fig. 1. Vanesare normally constructed of
43、steel. Different alloys of steel suchas nickel-chromium, or steel treatment processes such ashardening, can be used to reduce blade thickness. The ends ofthe vane may be flat or tapered. Vane dimensions are as followswith notation from Fig. 1.Vane Diameter, D: 35 to 100 mm 1.4 to 4 in.Vane Shaft Dia
44、meter, d: 12.5 to 16.5 mm 0.5 to 0.6 in.Vane Height, H: 1D # H # 2.5DTaper Angle, i: usually 0 (rectangular) or 45 degrees (tapered)6.1.1 The size of the vane selected should be the largestsuitable for the anticipated conditions to be encountered. Thediameter selected is directly related to the cons
45、istency of thesoil being tested. For softer soils, larger vane diameters, 75 to100 mm 3 to 4 in. are recommended and in stiffer soils,smaller vane diameters, 35 to 50 mm 1.5 to 2 in. are requiredto avoid damage to the torque measurement device (6.2). Whenused in drill holes, the maximum vane size is
46、 dependent on theinside diameter of the boring or casing.6.1.2 Blade ThicknessThe vane blade shall have a thick-ness of 0.8 to 3 mm 0.031 to 0.118 in. The average thicknessshall be 2 mm 0.08 in. Vane blade edge or dimension (e) on4The boldface numbers in parentheses refer to a list of references at
47、the end ofthis standard.FIG. 2 Definition of Vane Area Ratio (ASTM D4648)(Note,risra-dius of central shaft).D2573/D2573M 1513Fig. 2 can be tapered to be thinner at the edges to reducedisturbance from insertion.26.1.3 The vane shaft diameter, d (shown also as 2r in Fig. 1)above the top of the vane bl
48、ades shall be less than 20 mm 0.75in. The vane shaft diameter (d) shall not exceed 14 mm 0.55in. at the center of the vane.6.1.4 Vane Area Ratio (VA)As shown on the detail in Fig.2, the vane blade edges and fillet rod and welds shall besufficiently small to minimize soil disturbance during insertion
49、.The Vane Area Ratio must be less than 10 %.6.1.5 The distance from the top edge of the vane to anincrease in torque rod diameter (6.3) is 5d where d is the vaneshaft diameter at the top of the vane. If a large diameter frictioncoupler or torque rod sleeve is used, distance is 150 mm 6-in.6.1.6 Avane with the upper tapered edges has the advantagethat the vane will not get caught on an exterior casing uponwithdrawal.6.1.7 The bottom edge of the vane blades can be sharpenedto facilitate penetration into the soil. The edges of the
