Control of torsionally asymmetric structures

The effects of near-field earthquakes with large velocity pulses has motivated passive damping requirements for the protection of seismically isolated structures. Structures in which the first mode damping exceeds twenty or thirty percent typically do not exhibit classical modes and simulation via the superposition of uncoupled second order equations is not possible. When the damping effects are created by non-linear mechanisms such as yielding or friction, the behavior of the structure is amplitude dependent and an analysis is commonly carried out in the time domain. In this paper, earthquake time history analyses are applied to study the influence of isolation damping on higher-mode effects and inter-story drift ratios. A simple comparison of isolation damping mechanisms cannot be carried out via simple 1-DOF or 2-DOF realizations. So, in order to incorporate realistic details in the study of the dynamic behavior of these structures, and also to provide general conclusions, a set of L-shape planned, 8-story building models with different isolation periods, isolation damping characteristics, and levels of isolation stiffnesses are studied.

[1]  R. Clough,et al.  Dynamics Of Structures , 1975 .

[2]  Satish Nagarajaiah,et al.  Response of Base-Isolated USC Hospital Building in Northridge Earthquake , 2000 .

[3]  William H. Press,et al.  Numerical recipes in C , 2002 .

[4]  James M. Kelly,et al.  Earthquake-Resistant Design with Rubber , 1993 .

[5]  James M. Kelly,et al.  The role of damping in seismic isolation , 1999 .

[6]  Farzad Naeim,et al.  Design of seismic isolated structures : from theory to practice , 1999 .

[7]  T. J.R. Hughes,et al.  ANALYSIS OF TRANSIENT ALGORITHMS WITH PARTICULAR REFERENCE TO STABILITY BEHAVIOR. , 1983 .

[8]  Michael C. Constantinou,et al.  Nonlinear Dynamic Analysis of 3‐D‐Base‐Isolated Structures , 1991 .

[9]  Y. Wen.  Method for Random Vibration of Hysteretic Systems , 1976 .

[10]  Semih S. Tezcan,et al.  Parametric analysis of irregular structures under seismic loading according to the new Turkish Earthquake Code , 2001 .

[11]  Satish Nagarajaiah,et al.  Stability of Elastomeric Seismic Isolation Bearings , 1999 .

[12]  D. Wald,et al.  Response of High-Rise and Base-Isolated Buildings to a Hypothetical Mw 7.0 Blind Thrust Earthquake , 1995, Science.

[13]  Y. K. Wen,et al.  Random vibration of hysteretic systems under bi‐directional ground motions , 1986 .

[14]  T. K. Datta,et al.  Performance of base isolation systems for asymmetric building subject to random excitation , 1995 .

[15]  Thambirajah Balendra,et al.  Seismic response of base isolated buildings including p‐Δ effects of isolation bearings , 1989 .