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) Take
2、da with slip Trilinear 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 Vari
3、ous Axial Spring Models,Fiber Model,Multi-axial Spring Model,Tri-axial Spring Model,Section Division,Concrete,Steel,Takeda Model,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 & Nonl
4、inear Time History Analysisby Modal Analysis & Direct Integration,Linear Analysis Model with 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 Model with NL-Link,L,L,L,L, Section Dimension 1st Story Column : b=0.1(m), h=0.1(m)2nd Story
5、Column : b=0.1(m), h=0.1(m) Column Length : L=4(m) Material : E=2E+11(N/m2) Nodal Mass : m=10000(kgf/g) Damping : C= a1Ka1=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 V
6、ibration,Theoretical & Numerical Solution of 2nd Floor Displacement (m),EX-T2 . Simple Beam supported by Viscous Damper : Nonlinear Time History Analysisby 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 Anal
7、ysis Model with 10 Beam Elements & NL-link,p,Step Loading Function, Section Dimension : 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 Propertie
8、s,Comparison of Modal Analysis & Direct Integration,Center Displacement,Center Acceleration,Theoretical & Numerical Solution of Center Displacement (m),EX-T3 . Base-Isolated 3D Frame Structure : Nonlinear Time History Analysisby Modal Analysis & Direct Integration,NL-link Properties,Damping Properti
9、es,Ground Acceleration,X-Direction,Y-Direction,Roof Displ. (X-Direction),Roof Displ. (Y-Direction),Time History Comparison,Time History Comparison,NL-link 1 Histeresis Curve (Shear-y),NL-link 1 Histeresis Curve (Shear-y),Maximum Disp. Comparison,Maximum Floor Displacement (X-direction),Maximum Floor
10、 Displacement (Y-direction),Computation Time Comparison (sec),(CPU: Intel Pentium 4),EX-T4 . Inelastic Beam Element : Nonlinear Time History Analysisby Direct Integration,Hinge Definition of Beam Element,Flexibility,M,Bending Moment,Curvature,EI,1,Flexibility Distribution,Tri-linear Skeleton Curve,Y
11、ield Surface of Beam Section,Two Surface Model, Crack Surface, Yield Surface,Inelastic Analysis Model, Beam Property :L=4m b=50cm h=70cmE=230000 kgf/cm2,Section Hinge Property 5 hinges are used Yield force & momentPy=91840 kgfMy=30612 kgf-m Mz=33673 kgf-m Tangent stiffnessEIc=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 interaction P = 0.0,P-M-M interaction P = 0.75 Py,
