【astm標準】d 3966 - d 3966m - 07 (2013)e1

1、Designation:D3966D3966M?07(Reapproved2013)1StardTestMethodsfDeepFoundationsUnderLateralLoad1ThisstardisissuedunderthefixeddesignationD3966D3966Mthenumberimmediatelyfollowingthedesignationindicatestheyearofiginaladoptioni

2、nthecaseofrevisiontheyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.Asuperepsilon()indicatesaneditialchangesincethelastrevisionreapproval.ε1NOTE—Designationwaseditiallycrectedtomatchunitsinfmatio

3、ninJune2013.1.Scope1.1Thetestmethodsdescribedinthisstardmeasurethelateraldeflectionofaverticalinclineddeepfoundationwhensubjectedtolateralloading.Thesemethodsapplytoalldeepfoundationsreferredtohereinas“pile(s)”thatfuncti

4、oninamannersimilartodrivenpilescastinplacepilesregardlessoftheirmethodofinstallationmaybeusedftestingsinglepilespilegroups.Thetestresultsmaynotrepresentthelongtermperfmanceofadeepfoundation.1.2Thesetestmethodsprovidemini

5、mumrequirementsftestingdeepfoundationsunderlateralload.Plansspecificationsprovisionscombinationsthereofpreparedbyaqualifiedengineermayprovideadditionalrequirementsproceduresasneededtosatisfytheobjectivesofaparticulartest

6、program.Theengineerinresponsiblegeofthefoundationdesignreferredtohereinastheengineershallapproveanydeviationsdeletionsadditionstotherequirementsofthesetestmethods.1.3Thesetestmethodsallowthefollowingtestprocedures:Proced

7、ureTestSectionAStardLoading8.1.2BExcessLoading(Optional)8.1.3CCyclicLoading(Optional)8.1.4DSurgeLoading(Optional)8.1.5EReverseLoading(Optional)8.1.6FReciprocalLoading(Optional)8.1.7GSpecifiedLateralMovement(Optional)8.1.

8、8HCombinedLoading(Optional)8.1.91.4Apparatusprocedureshereindesignated“optional”mayproducedifferenttestresultsmaybeusedonlywhenapprovedbytheengineer.Thewd“shall”indicatesamatyprovisionthewd“should”indicatesarecommendedad

9、visyprovision.Imperativesentencesindicatematyprovisions.1.5Aqualifiedgeotechnicalengineershouldinterpretthetestresultsobtainedfromtheproceduresofthesetestmethodssoastopredicttheactualperfmanceadequacyofpilesusedinthecons

10、tructedfoundation.SeeAppendixX1fcommentsregardingsomeofthefactsinfluencingtheinterpretationoftestresults.1.6Aqualifiedengineershalldesignapproveallloadingapparatusloadedmemberssupptframestestprocedures.Thetextofthesetest

11、methodsreferencesnotesfootnoteswhichprovideexplanatymaterial.Thesenotesfootnotes(excludingthoseintablesfigures)shallnotbeconsideredasrequirementsofthetestmethods.Thesetestmethodsalsoincludeillustrationsappendicesintended

12、onlyfexplanatyadvisyuse.1.7ThevaluesstatedineitherSIunitsinchpoundunitsaretoberegardedseparatelyasstard.Thevaluesstatedineachsystemmaynotbeexactequivalentstherefeeachsystemshallbeusedindependentlyoftheother.Combiningvalu

13、esfromthetwosystemsmayresultinnonconfmancewiththestard.1.8Thegravitationalsystemofinchpoundunitsisusedwhendealingwithinchpoundunits.Inthissystemthepound[lbf]representsaunitoffce[weight]whiletheunitfmassisslugs.Therationa

14、lizedslugunitisnotgivenunlessdynamic[F=ma]calculationsareinvolved.1.9AllobservedcalculatedvaluesshallconfmtotheguidelinesfsignificantdigitsroundingestablishedinPracticeD6026.1.10Themethodusedtospecifyhowdataarecollectedc

15、alculatedrecdedinthesetestmethodsisnotdirectlyrelatedtotheaccuracytowhichthedatacanbeappliedindesignotherusesboth.Howoneappliestheresultsobtainedusingthisstardisbeyonditsscope.1.11ASTMInternationaltakesnopositionrespecti

16、ngthevalidityofanypatentrightsassertedinconnectionwithanyitemmentionedinthisstard.Usersofthisstardareexpresslyadvisedthatdeterminationofthevalidityofanysuch1ThesetestmethodsareunderthejurisdictionofASTMCommitteeD18onSoil

17、RockarethedirectresponsibilityofSubcommitteeD18.11onDeepFoundations.CurrenteditionapprovedJuly12013.PublishedJuly2013.iginallyapprovedin1981.Lastpreviouseditionapprovedin2007asD3966–07.DOI:10.1520D3966_D3966M07R13E01.Cop

18、yright?ASTMInternational100BarrHarbDrivePOBoxC700WestConshohockenPA194282959.UnitedStates1observationoftheinstrumentation.Removeanydamagedunsoundmaterialfromthepiletopasnecessarytoproperlyinstalltheapparatusfmeasuringmov

19、ementfapplyingloadfmeasuringload.5.2Ftestsofsinglepilesinstallsolidsteeltestplate(s)atleast50mm[2in.]thickagainstthesideofthepileatthepoint(s)ofloadapplicationperpendiculartothelineoftheloadaction.Thetestplateshallhavesi

20、dedimensionsnotmethannotlessthanonehalfofthediametersidedimensionofthetestpile(s).Thetestplate(s)shallspanacrossbetweenanyunbracedflangesonthetestpile.5.3Ftestsonpilegroupscapthepilegroupwithsteelreinfcedconcreteasteello

21、adframedesignedconstructedtosafelysustainequallydistributetheanticipatedloads.Theconnectionbetweenthepilesthecapshallsimulateinserviceconditions.Pilecapsshallbecastabovegradeunlessotherwisespecifiedmaybefmedonthegroundsu

22、rface.5.4Feachloadingpointonapilecapprovideasolidsteeltestplateientedperpendiculartotheaxisofthepilegroupwithaminimumthicknessof50mm[2in.]asneededtosafelyapplyloadtothepilecap.Centerasingletestplateonthecentroidofthepile

23、group.Locatemultipletestplatessymmetricallyaboutthecentroidofthepilegroup.5.5Tominimizestressconcentrationsduetominirregularitiesofthepilesurfacesettestplatesbearingonprecastcastinplaceconcretepilesinathinlayerofquickset

24、tingnonshrinkgroutlessthan6mm[0.25in.]thickhavingacompressivestrengthgreaterthanthetestpileatthetimeofthetest.Settestplatesdesignedtobearonaconcretepilecapinathinlayerofquicksettingnonshrinkgroutlessthan6mm[0.25in.]thick

25、havingacompressivestrengthgreaterthanthepilecapatthetimeofthetest.Ftestsonsteelpilesasteelloadframeweldthetestplatestothepileloadframe.Ftestpileswithoutaflatsideofadequatewidthtomountthetestplatecaptheheadofthepiletoprov

26、ideabearingsurfacefthetestplatesetthetestplateinhighstrengthgrout.Inallcasesprovidefullbearingfthetestplateagainsttheprojectedareaofthepile.5.6EliminationofPileCapFriction(Optional)—Provideaclearspacebeneaththepilecapass

27、pecifiedbytheengineer.Thisoptionisolatesthelateralresponseofthepilesfromthatofthepilecap.5.7PassiveSoilPressureAgainstPileCap(Optional)—Developpassivesoilpressureagainstthepilecapbyconstructingthepilecapbelowthegroundsur

28、facebackfillingwithcompactedfillonthesideoppositethepointofloadapplicationbyconstructingthepilecapabovethegroundsurfaceagainstanembankment.Ifspecifiedplacecompactedagainstthesidesofthepilecaptotheextentpracticable.NOTE2—

29、Deepfoundationssometimesincludehiddendefectsthatmaygounnoticedpritostatictesting.LowstrainintegritytestsasdescribedinTestMethodD5882ultrasoniccrossholeintegritytestsasdescribedinTestMethodD6760mayprovideausefulpretesteva

30、luationofthetestfoundation.6.ApparatusfApplyingMeasuringLoads6.1General:6.1.1Theapparatusfapplyingtensileloadstoatestpilepilegroupshallconfmtooneofthemethodsdescribedin6.36.6.Unlessotherwisespecifiedconstructthetestappar

31、atussothattheresultantloadsareappliedhizontallyatapproximatelypilecutoffelevationinlinewiththecentralverticalaxisofthepilepilegroupsoastominimizeeccentricloadingavoidaverticalloadcomponent.NOTE3—Flateraltestsoninclinedpi

32、leframespilegroupsinvolvinginclinedpilesconsiderapplyingthelateraltestloadsattheactualtheeticalpointofintersectionofthelongitudinalaxisofthepilesintheframegroup.6.1.2StrutsBlocking—Strutsshallbeofsteelofsufficientsizesti

33、ffnesstotransmittheappliedtestloadswithoutbendingbuckling.Blockingusedbetweenreactionpilesbetweenthehydraulicjackthereactionsystemshallbeofsufficientsizestrengthtopreventcrushingotherdisttionundertheappliedtestloads.6.1.

34、3Reactionpilesifusedshallbeofsufficientnumberinstalledsoastosafelyprovideadequatereactioncapacitywithoutexcessivemovement.Whenusingtwomereactionpilesateachendofthetestbeam(s)capblockthemasneededtodevelopthereactionload.L

35、ocatereactionpilessothatresultanttestbeamloadsupptedbythemactsatthecenterofthereactionpilegroup.Cribbingdeadmenifusedasareactionshallbeofsufficientplandimensionsweighttotransferthereactionloadstothesoilwithoutexcessivela

36、teralmovementthatwouldpreventmaintainingtheappliedloads.6.1.4Provideacleardistancebetweenthetestpile(s)thereactionpilescribbingofatleastfivetimesthemaximumdiameterofthelargesttestreactionpile(s)butnotlessthan2.5m[8ft].Th

37、eengineermayincreasedecreasethisminimumcleardistancebasedonfactssuchasthetypedepthofreactionsoilconditionsmagnitudeofloadssothatreactionfcesdonotsignificantlyeffectthetestresults.NOTE4—Excessivevibrationsduringreactionpi

38、leinstallationinnoncohesivesoilsmayaffecttestresults.Reactionpilesthatperatedeeperthanthetestpilemayaffecttestresults.Installtheanchpilesnearestthetestpilefirsttohelpreduceinstallationeffects.6.1.5Eachjackshallincludealu

39、bricatedhemisphericalbearingsimilardevicetominimizelateralloadingofthepilepilegroup.Thehemisphericalbearing(s)shouldincludealockingmechanismfsafehlingsetup.6.1.6Providebearingstiffenersasneededbetweentheflangesoftestreac

40、tionbeams.6.1.7Providesteelbearingplatestospreadtheloadtobetweenthejack(s)loadcell(s)hemisphericalbearing(s)testbeam(s)reactionbeam(s)reactionpile(s).Unlessotherwisespecifiedbytheengineerthesizeofthebearingplatesshallben

41、otlessthantheouterperimeterofthejack(s)loadcell(s)hemisphericalbearing(s)nlessthanthetotalwidthofthetestbeam(s)reactionbeam(s)reactionpilessoastoprovidefullbearingdistributionoftheload.Bearingplatessupptingthejack(s)test