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1、實(shí)用標(biāo)準(zhǔn)文案2.1.15?SeismicanalysisofaconcretegravitydamProducts:?Abaqus/Standard??Abaqus/ExplicitInthisexampleweconsiderananalysisoftheKoynadam,whichwassubjectedtoanearthquakeofmagnitude6.5ontheRichterscaleonDecember11,1967.Theexampleillustratesatypicalapplicationoftheconcretedamage
2、dplasticitymaterialmodelfortheassessmentofthestructuralstabilityanddamageofconcretestructuressubjectedtoarbitraryloading.Thisproblemischosenbecauseithasbeenextensivelyanalyzedbyanumberofinvestigators,includingChopraandChakrabarti?(1973),BhattacharjeeandLéger?(1993),GhribandTin
3、awi?(1995),Cerveraetal.?(1996),andLeeandFenves?(1998).ProblemdescriptionThegeometryofatypicalnon-overflowmonolithoftheKoynadamisillustratedin?Figure2.1.15–1.Themonolithis103?mhighand71?mwideatitsbase.Theupstreamwallofthemonolithisassumedtobestraightandvertical,whichisslightlyd
4、ifferentfromtherealconfiguration.Thedepthofthereservoiratthetimeoftheearthquakeis??=91.75?m.Followingtheworkofotherinvestigators,weconsideratwo-dimensionalanalysisofthenon-overflowmonolithassumingplanestressconditions.Thefiniteelementmeshusedfortheanalysisisshownin?Figure2.1.1
5、5–2.Itconsistsof760first-order,reduced-integration,planestresselements(CPS4R).Nodaldefinitionsarereferredtoaglobalrectangularcoordinatesystemcenteredatthelowerleftcornerofthedam,withthevertical?y-axispointingintheupwarddirectionandthehorizontal?x-axispointinginthedownstreamdir
6、ection.ThetransverseandverticalcomponentsofthegroundaccelerationsrecordedduringtheKoynaearthquakeareshownin?Figure2.1.15–3?(unitsof?g?=9.81?m?sec–2).Priortotheearthquakeexcitation,thedamissubjectedtogravityloadingduetoitsself-weightandtothehydrostaticpressureofthereservoironth
7、eupstreamwall.Forthepurposeofthisexampleweneglectthedam–foundationinteractionsbyassumingthatthefoundationisrigid.Thedam–reservoirdynamicinteractionsresultingfromthetransversecomponentofgroundmotioncanbemodeledinasimpleformusingtheWestergaardaddedmasstechnique.AccordingtoWester
8、gaard(1933),thehydrodynamicpressuresthatthewaterexertsontheda