ASTM E488 E488M-2018 8125 Standard Test Methods for Strength of Anchors in Concrete Elements.pdf

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1、Designation: E488/E488M 18Standard Test Methods forStrength of Anchors in Concrete Elements1This standard is issued under the fixed designation E488/E488M; the number immediately following the designation indicates the yearof original adoption or, in the case of revision, the year of last revision.

2、A number in parentheses indicates the year of last reapproval.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.1. Scope1.1 These test methods address the tensile and shea

3、rstrengths of post-installed and cast-in-place anchors in testmembers made of cracked or uncracked concrete. Loadingsinclude quasi-static, seismic, fatigue and shock. Environmentalexposures include freezing and thawing, moisture, decreasedand elevated temperatures and corrosion. These test methodspr

4、ovide basic testing procedures for use with product-specificevaluation and acceptance standards and are intended to beperformed in a testing laboratory. Product-specific evaluationand acceptance standards may add specific details and appro-priate parameters as needed to accomplish the testing. Onlyt

5、hose tests required by the specifying authority need to beperformed.1.2 These test methods are intended for use with post-installed and cast-in-place anchors designed for installationperpendicular to a plane surface of a test member.1.3 This standard prescribes separate procedures for static,seismic

6、, fatigue and shock testing. Nothing in this standard,however, shall preclude combined tests incorporating two ormore of these types of loading (such as seismic, fatigue andshock tests in series).1.4 Both inch-pound and SI units are provided in thisstandard. The testing may be performed in either sy

7、stem andreported in that system and the results converted to the other.However, anchor diameters, threads, and related testing equip-ment shall be in accordance with either inch-pound or SIprovisions.1.5 This standard does not purport to address all of thesafety concerns, if any, associated with its

8、 use. It is theresponsibility 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.1.6 This international standard was developed in accor-dance with internationally recognized princi

9、ples on standard-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:2C31/C31M Practice for Making and

10、Curing Concrete TestSpecimens in the FieldC33/C33M Specification for Concrete AggregatesC39/C39M Test Method for Compressive Strength of Cylin-drical Concrete SpecimensC42/C42M Test Method for Obtaining and Testing DrilledCores and Sawed Beams of ConcreteC150/C150M Specification for Portland CementC

11、330/C330M Specification for Lightweight Aggregates forStructural ConcreteE4 Practices for Force Verification of Testing MachinesE8/E8M Test Methods for Tension Testing of Metallic Ma-terialsE468 Practice for Presentation of Constant Amplitude Fa-tigue Test Results for Metallic MaterialsE575 Practice

12、 for Reporting Data from Structural Tests ofBuilding Constructions, Elements, Connections, and As-sembliesE631 Terminology of Building ConstructionsE2265 Terminology for Anchors and Fasteners in Concreteand MasonryF606/F606M Test Methods for Determining the MechanicalProperties of Externally and Int

13、ernally ThreadedFasteners, Washers, Direct Tension Indicators, and RivetsF1624 Test Method for Measurement of Hydrogen Em-brittlement Threshold in Steel by the Incremental StepLoading TechniqueG5 Reference Test Method for Making PotentiodynamicAnodic Polarization Measurements1These test methods are

14、under the jurisdiction of ASTM Committee E06 onPerformance of Buildings and are the direct responsibility of Subcommittee E06.13on Structural Performance of Connections in Building Construction.Current edition approved Sept. 1, 2018. Published September 2018. Originallyapproved in 1976. Last previou

15、s edition approved in 2015 as E488/E488M15.DOI: 10.1520/E0488_E048818.2For 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

16、 website.Copyright ASTM 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

17、 of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.12.2 ANSI Standard:3B212.15 American National Standard for Cutting ToolsCarbide-Tipped Masonry Drills and Blanks for Carbide-Tipped Masonry Drills3. Terminology3

18、.1 Definitions:3.1.1 For definitions of general terms related to buildingconstruction used in this standard, refer to Terminology E631,and for definitions of terms related to anchoring, refer toTerminology E2265.3.2 Definitions of Terms Specific to This Standard:3.2.1 load-controlled undercut anchor

19、, na post-installedanchor that derives its tensile holding strength by the mechani-cal interlock provided by installing the anchor by tensioning,which causes the sleeve to expand into the predrilled undercut.3.2.2 post-installed anchor, nan anchor that is installedafter the placement and hardening o

20、f concrete.3.2.3 run-out, na condition in which failure does notoccur within the specified number of load cycles in a fatiguetest.3.2.4 standard temperature, n73 F 23 C 6 8F6 C.3.2.5 test member, nthe base material in which the anchoris installed and which resists forces from the anchor.3.3 Symbols:

21、ca= distance from the center of an anchor shaft tothe edge of test member, in. mm.cmin= minimum distance from the center of an anchorshaft to the edge of test member, determinedfrom tests, in. mm.d = nominal diameter of anchor to be tested, in.mm.dfix= diameter of hole in shear sleeve, d, in. mm.dho

22、le= diameter of drilled borehole in test specimen,in. mm.dm= diameter of carbide-tipped drill bit with diam-eter on low end of tolerance range for new bit,representing moderately used bit, in. mm.dmax= diameter of carbide-tipped drill bit with diam-eter on high end of tolerance range for new bit,rep

23、resenting bit as large as would be expectedin use, in. mm.dmin= diameter of carbide-tipped drill bit with diam-eter below low end of tolerance range for newbit representing a well-used bit, in. mm.do= outside diameter of post-installed anchor, in.mm.dopening= diameter of hole in confining plate for

24、confinedtension tests, in. mm.Fcr= crack-inducing force, applied to reinforcingbars, lb N.fc= specified concrete compressive strength, psiMPa.fc,ref= specified compressive strength of referenceconcrete test member, psi MPa.fc,test= specified compressive strength of concrete testmember, psi MPa.hef=

25、effective embedment depth, measured from theconcrete surface to the deepest point at whichthe anchor tension load is transferred to theconcrete, in. mm.hmin= minimum member thickness, in. mm.hnom= distance between embedded end of concretescrew and concrete surface, in. mm.nct= number of test cycles.

26、npt= number of permitted pretest crack cycles.Np,cr= characteristic pullout resistance in cracked con-crete for the minimum specified concretestrength of 2500 psi 17 MPa, as determinedfrom tests in cracked concrete, lb N.Nst,mean= mean ultimate steel capacity determined fromtensile tests on full-siz

27、ed anchor specimens, lbN.Nsust,l= sustained load, lb N.Nsust,con= sustained load used for confined reference tests,lb N.Nsust,ft= specified constant tension load, lb N.Nu,con,mean= mean ultimate load determined from confinedreference tests, lb N.Nu,mean= mean ultimate load determined from tests, lbN

28、.Nw= tensile load in tests of anchors located in crackswhose opening width is cycled, lb N.smin= minimum anchor spacing, determined fromtest, in. mm.tfix= effective thickness of shear sleeves (see d), in.mm.tpl= thickness of confining plate for tension tests,d, in. mm.Tinst= specified or maximum set

29、ting torque for expan-sion or prestressing of an anchor, ftlb Nm.Tscrew= specified maximum setting torque to preventanchor failure during installation, ft-lb N-m.W1= largest crack width during test, in. mm.W2= smallest crack width during test, in. mm.W3= largest crack width at beginning of test, in.

30、mm.side= side length of test cube, in. mm.4. Significance and Use4.1 These test methods are intended to provide reproducibledata from which acceptance criteria, design data, and specifi-cations can be developed for anchors intended to be installed inconcrete.5. Apparatus5.1 Testing Equipment:5.1.1 G

31、eneralUse calibrated electronic load and displace-ment measuring devices meeting the specified sampling rate.Use load-measuring equipment with an accuracy of 61%ofthe anticipated ultimate load and calibrated in accordance withPractices E4. Use displacement measuring devices with an3Available from Am

32、erican National Standards Institute (ANSI), 25 W. 43rd St.,4th Floor, New York, NY 10036, http:/www.ansi.org.E488/E488M 182accuracy of 60.001 in. 60.025 mm and crack-width mea-suring devices with an accuracy of 60.0005 in. 60.013 mm.For recording load and displacement measurements, use adata-acquisi

33、tion system capable of recording at least 120 datapoints per instrument for each individual test, prior to reachingpeak load. The testing equipment shall have sufficient capacityto prevent yielding of its components under the anticipatedultimate load, and shall have sufficient stiffness to ensure th

34、atthe applied tension loads remain parallel to the axes of theanchors and that the applied shear loads remain parallel to thesurface of the test member during testing.5.1.2 Tension Test EquipmentThe support for the tensiontest equipment shall be of sufficient size to prevent failure ofthe surroundin

35、g test member. The loading rod shall be ofsufficient diameter to develop the anticipated ultimate strengthof the anchorage hardware with an elastic elongation notexceeding 10 % of the anticipated elastic elongation of theanchor, and shall be attached to the anchorage system by aconnector that will m

36、inimize the direct transfer of bendingstress to the anchor. The displacement measuring device(s)shall be positioned to measure the movement of the anchorswith respect to points on the test member so that the device isnot influenced during the test by deflection or failure of theanchor or test member

37、. See Fig. 1 and Fig. 2 for examples oftypical test setups.NOTE 1Other support geometries are acceptable.Table 1 gives the minimum required clear distance from thetest support to the anchor for tension and shear loading.5.1.3 Shear Test EquipmentPosition the displacement-measuring device(s) to measu

38、re displacement in the directionof the applied load only. Place the device on the test memberso that the sensing element bears perpendicularly on the anchoror on a contact plate located on the loading plate, or useanother method that restricts deflections other than those in thedirection of the appl

39、ied load. See Fig. 4 for a typical exampleof a shear test setup. For tests on anchor groups, the axis of thedisplacement-measuring device shall coincide with the cen-troid of the group. Table 1 gives the minimum required cleardistance from the test support to the anchor shear loadingtoward a free ed

40、ge.5.2 Group Test EquipmentMeasure the simultaneous dis-placement of all anchors or groups of anchors tested. Only oneset of displacement-measuring devices is required for a groupof anchors. Displacement measurements as described in 5.1.1include components of deformation not directly associatedwith

41、displacement of the anchor relative to the test member,such as elastic elongation of the loading rod, deformation ofthe loading plate, sleeves, shims, attachment hardware, andlocal test member material. Using supplementary measuringdevices or calibration test data for the installed test set-up witha

42、 rigid anchor replacing the anchor to be tested, identify suchdeformation components and subtract them from the totalmeasured displacement. To evaluate the findings, use theaverage displacement indicated by the instruments in eachgroup.5.3 Loading Plates:5.3.1 For tension loading the plate thickness

43、 tfixin theimmediate vicinity of the test anchor shall be equal to orgreater than the nominal anchor diameter to be tested.5.3.2 For shear testing the plate thickness tfixin the imme-diate vicinity of the test anchor shall be equal to the nominalanchor diameter to be tested, 116 +18 in. 1.5 + 3.0 mm

44、. Thehole in the loading plate shall have a diameter of0.06 6 0.03 in. 3.0 6 1.5 mm greater than the specified di-ameter of the test anchor unless another diameter is specified.The shape of the hole in the loading plate shall correspond tothat of the anchor cross section. When sleeve inserts of ther

45、equired diameter are used they shall be periodically inspectedand replaced to meet these requirements and prevent eccentricloading of sleeve. See Fig. 5 for a representative shear plateFIG. 1 Example of Unconfined Tension Test Setup Displacement Measurement with Dual LVDTsE488/E488M 183with sleeves.

46、 The contact area between the loading platethrough which the anchor is installed and the test member shallbe as given in Table 2, unless otherwise specified. Chamfer orsmooth the edges of the loading plate so that it does not dig intothe concrete. Place a sheet of polytetrafluoroethylene (PTFE)or ot

47、her friction-limiting materials with a minimum thicknessof 0.020 in. 0.5 mm between the loading plate and basematerial surface. The friction-limiting material shall preventcontact of the loading plate with the base material.5.4 Unconfined and Confined Test Equipment:5.4.1 Unconfined TestsFig. 1 and

48、Fig. 2 show a typicalunconfined tension test setup with supports spaced as requiredto permit the unrestricted development of a conical concretefracture surface. The values given in Table 1 for requiredclearances between the anchor and the test support shall beconsidered to satisfy this requirement.5

49、.4.2 Confined TestsFig. 3 shows a typical confined ten-sion test setup for anchors, in which the reaction force istransferred into the concrete close to the anchor. The confiningplate shall have a hole with diameter between 1.5 dholeand2.0 dhole, and a thickness tfix d. Place a sheet of polytetrafluo-roethylene (PTFE) or other friction-limiting materials with aminimum thickness of 0.020 in. 0.5 mm between the loadingplate and base material surface. The friction-li