Two‐stage optimum design of tuned mass dampers with consideration of stroke

This paper presents a two-stage optimum design procedure for passive tuned mass dampers (PTMDs) to reduce structural dynamic responses with the limitation of PTMD stroke. A new performance index, with the linear combination of structural response ratio and PTMD stroke ratio by a weighting factor α, is proposed. α ranges from 0 to 1.0. The larger the α, the more important the consideration of the stroke. When α equals 1.0, the PTMD is locked. The analytical results show that with little sacrifice of structural control effectiveness, the PTMD stroke can be significantly suppressed when an appropriate α is selected. The numerical simulation of a three-story building under earthquake excitations demonstrated that the proposed optimum PTMD performs as well as the conventional PTMD and its stroke is 30% reduced. Based on the analysis results, it is proved that the new optimum design concept is more flexible and useful in practical application. Copyright © 2009 John Wiley & Sons, Ltd.

[1]  Roberto Villaverde,et al.  Reduction seismic response with heavily-damped vibration absorbers , 1985 .

[2]  Ming Gu,et al.  A practical method of passive TMD for suppressing wind-induced vertical buffeting of long-span cable-stayed bridges and its application , 1994 .

[3]  Yozo Fujino,et al.  Design formulas for tuned mass dampers based on a perturbation technique , 1993 .

[4]  Yoyong Arfiadi,et al.  Optimum Design of Absorber for MDOF Structures , 1998 .

[5]  Mehdi Setareh,et al.  Pendulum Tuned Mass Dampers for Floor Vibration Control , 2006 .

[6]  Rene W. Luft,et al.  OPTIMUM TUNED MASS DAMPERS FOR BUILDINGS , 1979 .

[7]  Chih-Chen Chang,et al.  Mass dampers and their optimal designs for building vibration control , 1999 .

[8]  Chi-Chang Lin,et al.  Vibration control effectiveness of passive tuned mass dampers , 1994 .

[9]  Bijan Samali,et al.  Performance of tuned mass dampers under wind loads , 1995 .

[10]  Mehdi Setareh,et al.  TUNED MASS DAMPERS FOR BALCONY VIBRATION CONTROL , 1992 .

[11]  Fahim Sadek,et al.  A METHOD OF ESTIMATING THE PARAMETERS OF TUNED MASS DAMPERS FOR SEISMIC APPLICATIONS , 1997 .

[12]  Chi-Chang Lin,et al.  Train-Induced Vibration Control of High-Speed Railway Bridges Equipped with Multiple Tuned Mass Dampers , 2005 .

[13]  Paul H. Wirsching,et al.  Minimal structural response under random excitation using the vibration absorber , 1973 .

[14]  G. B. Warburton,et al.  Optimum absorber parameters for various combinations of response and excitation parameters , 1982 .

[15]  A. Carotti,et al.  A tuning criterion for the inertial tuned damper. Design using phasors in the Argand–Gauss plane , 1999 .

[16]  Chi-Chang Lin,et al.  Vibration suppression for high-speed railway bridges using tuned mass dampers , 2003 .

[17]  C. C. Lin,et al.  Vibration Control Identification of Seismically Excited m.d.o.f. Structure-Ptmd Systems , 2001 .

[18]  Yen-Po Wang,et al.  Optimal design theories and applications of tuned mass dampers , 2006 .

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

[20]  H. C. Tsai.  ENVELOPE OF GREEN'S FUNCTION FOR STRUCTURAL RESPONSE WITH SLIGHTLY DETUNED VIBRATION ABSORBERS , 1996 .

[21]  T. T. Soong,et al.  Parametric study and simplified design of tuned mass dampers , 1998 .

[22]  Mehdi Setareh,et al.  Tuned Mass Dampers to Control Floor Vibration from Humans , 1992 .

[23]  G. B. Warburton,et al.  Optimum absorber parameters for simple systems , 1980 .