動(dòng)力彈塑性分析直接積分法

動(dòng)力彈塑性分析的直接積分法MIDAS

IT開發(fā)二組

動(dòng)力彈塑性分析功能中的恢復(fù)力特性恢復(fù)力特性

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Kinematichardening(標(biāo)準(zhǔn)型)

?Isotropichardening(標(biāo)準(zhǔn)型) ?Mixedhardening(標(biāo)準(zhǔn)型)?Trilinearpeak-oriented(最大點(diǎn)指向型)?Trilinearorigin-oriented(原點(diǎn)指向型)?Degradingbilinear?Degradingtrilinear?Trilinearelastic?Ramberg-Osgood(Ramberg-Osgood型)?Takeda(武田型) ?Takedawithslip?Trilinearslip?Degradingstiffnessmodel-Clough&Johnston?逆行型 ?ひび割れ域剛性低下型

?JR總硏剛性低減RC型 ?JR總硏剛性低減SRC型

?マルチリニアの逆行型 ?3次係數(shù)逆行型

User-definedHysteresisModel?Degradingstiffness&strength

?Pinching&slip?Fibermodel?Multi-axialspringmodel?Tri-axialspringmodel

AxialSpringModelsComparisonofVariousAxialSpringModelsFiberModelMulti-axialSpringModelTri-axialSpringModelSectionDivisionConcreteSteelTakedaModelModelsComparisonofTri-axialSpringModelwithTestResultsSpecimenLoadHistoryComparisonofTri-axialSpringModelEX-T1.FreeVibrationof2DFrame:Linear&NonlinearTimeHistoryAnalysisbyModalAnalysis&DirectIntegrationLinearAnalysisModelwithProportionalDamping2kk2kkc=2a1kc=a1k2mm2mmppppProportionalDamping:C=a1KNonlinearAnalysisModelwithNL-LinkLLLL?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=a1·K a1=5.60171411E-2?Quasi-staticLoad: p=6150(N)ModelPropertiesQuasi-StaticLoadandInitialDisplacementppx2(0)=2cmx1(0)=1cmDisplacementResultQuasi-staticLoadingFreeVibrationTime(sec)TheoreticalLinearModalAnalysisNonlinearModalAnalysisLinearDirectIntegrationNonlinearDirectIntegration1.8-1.705E-02-1.708E-02(1.002)-1.708E-02(1.002)-1.708E-02(1.002)-1.708E-02(1.002)3.61.447E-021.450E-02(1.002)1.450E-02(1.002)1.451E-02(1.003)1.450E-02(1.002)5.4-1.222E-02-1.226E-02(1.003)-1.226E-02(1.003)-1.227E-02(1.003)-1.226E-02(1.003)7.21.028E-021.032E-02(1.004)1.031E-02(1.003)1.033E-02(1.005)1.032E-02(1.004)Theoretical&NumericalSolutionof2ndFloorDisplacement(m)EX-T2.SimpleBeamsupportedbyViscousDamper:NonlinearTimeHistoryAnalysisbyModalAnalysis&DirectIntegrationcpTheoreticalAnalysisModelLLmmcE,IE,IBeam&ViscousDamperEquivalentSDFModelNumericalAnalysisModelwith10BeamElements&NL-linkpStepLoadingFunction?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+4?StepLoad: p(t)=0(N)(t<0) 10000(N)(t≥0)ModelPropertiesComparisonofModalAnalysis&DirectIntegrationCenterDisplacementCenterAccelerationTheoretical&NumericalSolutionofCenterDisplacement(m)Time(sec)TheoreticalNonlinearModalAnalysisNonlinearDirectIntegration(1)(2)(2)/(1)(3)(3)/(1)0.5-1.345E-02-1.347E-021.001-1.348E-021.0021.0-3.818E-03-3.817E-031.000-3.802E-030.9961.5-1.058E-02-1.060E-021.002-1.062E-021.0042.0-5.932E-03-5.929E-030.999-5.904E-030.9952.5-9.058E-03-9.076E-031.002-9.102E-031.0053.0-7.011E-03-7.009E-031.000-6.984E-030.996EX-T3.Base-Isolated3DFrameStructure:NonlinearTimeHistoryAnalysisbyModalAnalysis&DirectIntegrationNL-linkPropertiesDampingPropertiesGroundAccelerationX-DirectionY-DirectionRoofDispl.(X-Direction)RoofDispl.(Y-Direction)TimeHistoryComparisonTimeHistoryComparisonNL-link1HisteresisCurve(Shear-y)NL-link1HisteresisCurve(Shear-y)MaximumDisp.ComparisonMaximumFloorDisplacement(X-direction)MaximumFloorDisplacement(Y-direction)FloorModalAnalysis(ft)DirectIntegration(ft)10.22010.220020.22700.226030.23170.2296FloorModalAnalysis(ft)DirectIntegration(ft)10.35070.352320.36950.370330.37850.3795ComputationTimeComparison(sec)(CPU:IntelPentium4)ModalAnalysisDirectIntegration8.00104.15EX-T4.InelasticBeamElement:NonlinearTimeHistoryAnalysisbyDirectIntegrationHingeDefinitionofBeamElementFlexibilityMBendingMomentCurvatureEI1FlexibilityDistributionTri-linearSkeletonCurveYieldSurfaceofBeamSectionMzMyPTwoSurfaceModel?CrackSurface?YieldSurfaceInelasticAnalysisModelMzMyPMzMy?BeamProperty:

L=4mb=50cmh=70cmE=230000kgf/cm2SectionHingeProperty

?5hingesareused

?Yieldforce&momentPy=91840kgfMy=30612kgf-m