1Example58TitleBoundarynonlineartimehistoryanalysisDescriptionPerformaboundarynonlineartimehistoryanalysisofastructuresubjecttolateraldynamicloads.Determinethesheardeformation,shearforceandforce-deformationcurveforthenonlinearlinkNo.1.StructuralanalysismodelRoof3rdFL.2ndFL.Base(1stFL.)VerificationExample2ModelAnalysisType3-DboundarynonlineartimehistoryanalysisUnitSystemm,kNDimensionLength12.0mWidth12.0mHeight10.5mDampingratioξ=0.05AnalysisTimet=39.98secTimestep∆t=0.02secElementBeamelementMaterialModulusofelasticityE=2.9863×107kN/m2Poisson’sratioν=0.25SectionPropertyColumns97~111,118~123,130~144B×H=0.3m×0.3mColumns112~117,124~129B×H=0.3m×0.4mBeams1~96B×H=0.3m×0.4mBoundaryConditionNodes1~16;ConstrainallDOFs.Nodes1~16,17~32;NonlinearLinkNonlinearLinkPropertiesType;LeadRubberBearingIsolatorSpringPropertiesDOFEffectiveStiffness(kN/m)Dx80000Dy523Dz523Nodes81~84;ConstrainDx,Dy&Rzofallnodesateachfloortothesenodes(Masternodes)Example583LoadCaseLomaPrietaEarthquakein270Degand0Deg(OaklandOuterWharf,1989)areappliedintheX&Ydirectionsrespectively.ResultsTimeHistoryAnalysisResultsShearDeformationinlocalydirectionofnonlinearlinkNo.1from0sec.to39.98sec.VerificationExample4ShearForceinlocalydirectionofnonlinearlinkNo.1from0sec.to39.98sec.Force-DeformationcurveinlocalydirectionofnonlinearlinkNo.1from0sec.to39.98sec.Example585ComparisonofResultsMaximumInter-storyDriftsUnit:mDXDYResult3-DBasis-TabsMIDAS/Gen3-DBasis-TabsMIDAS/GenRoof0.00070.00080.00080.00073rdFL.0.00120.00120.00130.00112ndFL.0.00120.00120.00130.0013Base(1stFL.)0.11920.11900.10070.1000MaximumTopFloorAccelerationUnit:m/sec2AXAYResult3-DBasis-TabsMIDAS/Gen3-DBasis-TabsMIDAS/GenRoof0.51160.58470.49280.4815ReferenceReinhorn,A.M.,Nagarajaiah,S.,etal.,“3-DBasis-Tabs:Version2.0,ComputerProgramforNonlinaerDynamicAnalysisofThreeDimensionalBaseIsolatedStructures”,TechnicalReportNCEER-94-0018,Nat.Ctr.forEarthquakeEngrg.Res.,StateUniversityofNewYork,Buffalo,N.Y.,1994.
