Seismic Response of Controlled Structures with Active Multiple Tuned Mass Dampers

Active multiple tuned mass dampers (referred to as AMTMD), which consist of several active tuned mass dampers (ATMDs) with identical stiffness and damping coefficients but varying mass and control force, have recently been proposed to suppress undesirable oscillations of structures under ground acceleration. It has been shown that the AMTMD can remarkably improve the performance of multiple tuned mass dampers (MTMDs) and is also more effective in reducing structure oscillation than single ATMDs. Notwithstanding this, good performance of AMTMD (including a single ATMD illustrated from frequency-domain analysis) may not necessarily translate into a good seismic reduction behavior in the time-domain. To investigate these phenomena, a three-story steel structure model controlled by AMTMD with three ATMDs was implemented in SIMULINK and subjected to several historical earthquakes. Likewise, the structure under consideration was assumed to have uncertainty of stiffness, such as ±15% of its initial stiffness, in the numerical simulations. The optimum design parameters of the AMTMD were obtained in the frequency-domain by implementing the minimization of the minimum values of the maximum dynamic magnification factors (DMF) of general structures with AMTMD. For comparison purposes, response analysis of the same structure with a single ATMD was also performed. The numerical analysis and comparison show that the AMTMD generally renders better effectiveness when compared with a single ATMD for structures subjected to historical earthquakes. In particular, the AMTMD can improve the effectiveness of a single ATMD for a structure with an uncertainty of stiffness of ±15% of its initial stiffness.

[1]  Henry T. Y. Yang,et al.  Simple ATMD Control Methodology for Tall Buildings Subject to Wind Loads , 1996 .

[2]  Chunxiang Li,et al.  Optimum multiple tuned mass dampers for structures under the ground acceleration based on DDMF and ADMF , 2002 .

[3]  Jann N. Yang,et al.  EFFECT OF TIME DELAY ON CONTROL OF SEISMIC-EXCITED BUILDINGS , 1990 .

[4]  Thambirajah Balendra,et al.  Optimal Damper Characteristics of ATMD for Buildings under wind Loads , 1999 .

[5]  Henry T.Y. Yang,et al.  CONTROL OF BUILDINGS USING ACTIVE TUNED MASS DAMPERS , 1995 .

[6]  Masato Abe,et al.  Tuned mass dampers for structures with closely spaced natural frequencies , 1995 .

[7]  H. Yamaguchi,et al.  Fundamental characteristics of Multiple Tuned Mass Dampers for suppressing harmonically forced oscillations , 1993 .

[8]  T. T. Soong,et al.  STRUCTURAL CONTROL USING ACTIVE TUNED MASS DAMPERS , 1980 .

[9]  Ahsan Kareem,et al.  Performance of Multiple Mass Dampers Under Random Loading , 1995 .

[10]  Weilian Qu,et al.  Optimum properties of multiple tuned mass dampers for reduction of translational and torsional response of structures subject to ground acceleration , 2006 .

[11]  R. S. Jangid.  DYNAMIC CHARACTERISTICS OF STRUCTURES WITH MULTIPLE TUNED MASS DAMPERS , 1995 .

[12]  J. N. Yang,et al.  EFFECT OF SYSTEM UNCERTAINTY ON CONTROL OF SEISMIC-EXCITED BUILDINGS , 1990 .

[13]  Chunxiang Li,et al.  Active multiple tuned mass dampers for structures under the ground acceleration , 2002 .

[14]  K. Xu,et al.  Dynamic characteristics of multiple substructures with closely spaced frequencies , 1992 .

[15]  Chi-Chang Lin,et al.  Seismic performance of multiple tuned mass dampers for soil–irregular building interaction systems ☆ , 2005 .

[16]  Chunxiang Li.  Performance of multiple tuned mass dampers for attenuating undesirable oscillations of structures under the ground acceleration , 2000 .

[17]  Y. Fujino,et al.  Dynamic characterization of multiple tuned mass dampers and some design formulas , 1994 .

[18]  Chunxiang Li,et al.  Active Multiple Tuned Mass Dampers: A New Control Strategy , 2003 .

[19]  Chunxiang Li,et al.  FURTHER CHARACTERISTICS FOR MULTIPLE TUNED MASS DAMPERS , 2002 .

[20]  R. S. Jangid.  Optimum Multiple Tuned Mass Dampers for base‐excited undamped system , 1999 .