动力弹塑性分析的直接积分法.ppt

动力弹塑性分析的直接积分法,MIDASIT开发二组,动力弹塑性分析功能中的恢复力特性,恢复力特性,Kinematichardening(标准型)Isotropichardening(标准型)Mixedhardening(标准型)Trilinearpeak-oriented(最大点指向型)Trilinearorigin-oriented(原点指向型)DegradingbilinearDegradingtrilinearTrilinearelasticRamberg-Osgood(Ramberg-Osgood型)Takeda(武田型)TakedawithslipTrilinearslipDegradingstiffnessmodel-Clough&Johnston逆行型割域剛性低下型JR總硏剛性低減RC型JR總硏剛性低減SRC型逆行型3次係數逆行型,User-definedHysteresisModel,Degradingstiffness&strengthPinching&slip,FibermodelMulti-axialspringmodelTri-axialspringmodel,AxialSpringModels,ComparisonofVariousAxialSpringModels,FiberModel,Multi-axialSpringModel,Tri-axialSpringModel,SectionDivision,Concrete,Steel,TakedaModel,Models,ComparisonofTri-axialSpringModelwithTestResults,Specimen,LoadHistory,ComparisonofTri-axialSpringModel,EX-T1.FreeVibrationof2DFrame:Linear&NonlinearTimeHistoryAnalysisbyModalAnalysis&DirectIntegration,LinearAnalysisModelwithProportionalDamping,2k,k,2k,k,c=2a1k,c=a1k,2m,m,2m,m,p,p,p,p,ProportionalDamping:C=a1K,NonlinearAnalysisModelwithNL-Link,L,L,L,L,SectionDimension1stStoryColumn:b=0.1(m),h=0.1(m)2ndStoryColumn:b=0.1(m),h=0.1(m)ColumnLength:L=4(m)Material:E=2E+11(N/m2)NodalMass:m=10000(kgf/g)Damping:C=a1Ka1=5.60171411E-2Quasi-staticLoad:p=6150(N),ModelProperties,Quasi-StaticLoadandInitialDisplacement,p,p,x2(0)=2cm,x1(0)=1cm,DisplacementResult,Quasi-staticLoading,FreeVibration,Theoretical&NumericalSolutionof2ndFloorDisplacement(m),EX-T2.SimpleBeamsupportedbyViscousDamper:NonlinearTimeHistoryAnalysisbyModalAnalysis&DirectIntegration,c,p,TheoreticalAnalysisModel,L,L,m,m,c,E,I,E,I,Beam&ViscousDamper,EquivalentSDFModel,NumericalAnalysisModelwith10BeamElements&NL-link,p,StepLoadingFunction,SectionDimension:b=0.2(m),h=0.2(m)EntireBeamLength:L=10(m)Material:E=2E+11(N/m2)NodalMass:m=3000(kgf/g)ViscousDampingCoefficientinDamper:cd=3.88297266E+4StepLoad:p(t)=0(N)(t0)10000(N)(t0),ModelProperties,ComparisonofModalAnalysis&DirectIntegration,CenterDisplacement,CenterAcceleration,Theoretical&NumericalSolutionofCenterDisplacement(m),EX-T3.Base-Isolated3DFrameStructure:NonlinearTimeHistoryAnalysisbyModalAnalysis&DirectIntegration,NL-linkProperties,DampingProperties,GroundAcceleration,X-Direction,Y-Direction,RoofDispl.(X-Direction),RoofDispl.(Y-Direction),TimeHistoryComparison,TimeHistoryComparison,NL-link1HisteresisCurve(Shear-y),NL-link1HisteresisCurve(Shear-y),MaximumDisp.Comparison,MaximumFloorDisplacement(X-direction),MaximumFloorDisplacement(Y-direction),ComputationTimeComparison(sec),(CPU:IntelPentium4),EX-T4.InelasticBeamElement:NonlinearTimeHistoryAnalysisbyDirectIntegration,HingeDefinitionofBeamElement,Flexibility,M,BendingMoment,Curvature,EI,1,FlexibilityDistribution,Tri-linearSkeletonCurve,YieldSurfaceofBeamSection,TwoSurfaceModel,CrackSurface,YieldSurface,InelasticAnalysisModel,BeamProperty:L=4mb=50cmh=70cmE=230000kgf/cm2,SectionHingeProperty5hingesareusedYieldforce&momentPy=91840kgfMy=30612kgf-mMz=33673kgf-mTangentstiffnes