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1、动力弹塑性分析的直接积分法,MIDAS IT 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,Kinematic hardening(标准型)Isotropic hardening(标准型)Mixed hardening(标准型)Trilinear peak-oriented(最大点指向型)Trilinear origin-oriented(原点指向型)Degrading bilinear Degrading trilinear Trilinear elastic Ramberg-Osgood(Ramberg-Osgood型)Takeda(武田型)Takeda with slip Tr
2、ilinear slip Degrading stiffness model-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-defined Hysteresis Model,Degrading stiffness&strength Pinching&slip,Fiber model Multi-axial spring model Tri-axial spring model,Axial Spring Models,Comparison of Various Axial Spring Models,F
3、iber Model,Multi-axial Spring Model,Tri-axial SpringModel,SectionDivision,Concrete,Steel,TakedaModel,Models,Comparison of Tri-axial Spring Model with Test Results,Specimen,Load History,Comparison of Tri-axial Spring Model,EX-T1.Free Vibration of 2D Frame:Linear&Nonlinear Time History Analysis by Mod
4、al Analysis&Direct Integration,Linear Analysis Modelwith Proportional Damping,2k,k,2k,k,c=2a1k,c=a1k,2m,m,2m,m,p,p,p,p,Proportional Damping:C=a1 K,Nonlinear Analysis Modelwith NL-Link,L,L,L,L,Section Dimension 1st Story Column:b=0.1(m),h=0.1(m)2nd Story Column:b=0.1(m),h=0.1(m)Column Length:L=4(m)Ma
5、terial:E=2E+11(N/m2)Nodal Mass:m=10000(kgf/g)Damping:C=a1K a1=5.60171411E-2 Quasi-static Load:p=6150(N),Model Properties,Quasi-Static Load and Initial Displacement,p,p,x2(0)=2cm,x1(0)=1cm,Displacement Result,Quasi-static Loading,Free Vibration,Theoretical&Numerical Solution of 2nd Floor Displacement
6、(m),EX-T2.Simple Beam supported by Viscous Damper:Nonlinear Time History Analysis by Modal Analysis&Direct Integration,c,p,Theoretical Analysis Model,L,L,m,m,c,E,I,E,I,Beam&Viscous Damper,Equivalent SDF Model,Numerical Analysis Modelwith 10 Beam Elements&NL-link,p,Step Loading Function,Section Dimen
7、sion:b=0.2(m),h=0.2(m)Entire Beam Length:L=10(m)Material:E=2E+11(N/m2)Nodal Mass:m=3000(kgf/g)Viscous Damping Coefficient in Damper:cd=3.88297266E+4 Step Load:p(t)=0(N)(t0)10000(N)(t0),Model Properties,Comparison of Modal Analysis&Direct Integration,Center Displacement,Center Acceleration,Theoretica
8、l&Numerical Solution of Center Displacement(m),EX-T3.Base-Isolated 3D Frame Structure:Nonlinear Time History Analysis by Modal Analysis&Direct Integration,NL-link Properties,Damping Properties,Ground Acceleration,X-Direction,Y-Direction,Roof Displ.(X-Direction),Roof Displ.(Y-Direction),Time History
9、Comparison,Time History Comparison,NL-link 1Histeresis Curve(Shear-y),NL-link 1Histeresis Curve(Shear-y),Maximum Disp.Comparison,Maximum Floor Displacement(X-direction),Maximum Floor Displacement(Y-direction),Computation Time Comparison(sec),(CPU:Intel Pentium 4),EX-T4.Inelastic Beam Element:Nonline
10、ar Time History Analysis by Direct Integration,Hinge Definition of Beam Element,Flexibility,M,Bending Moment,Curvature,EI,1,Flexibility Distribution,Tri-linear Skeleton Curve,Yield Surface of Beam Section,Two Surface Model,Crack Surface,Yield Surface,Inelastic Analysis Model,Beam Property:L=4m b=50c
11、m h=70cm E=230000 kgf/cm2,Section Hinge Property 5 hinges are used Yield force&moment Py=91840 kgf My=30612 kgf-m Mz=33673 kgf-m Tangent stiffness EIc=0.3EI,Eiy=0.1EI,Mass C=0,Axial Loading and Cyclic Moment Loading,M-y Load,M-z Load,Axial Load,Effect of Axial Force,No interactionP=0.0,P-M-M interactionP=0.75 Py,
