Response of wind‐excited benchmark building installed with dampers

The response of the benchmark building is investigated under across-wind loads. The governing equations of motion are solved by employing state space theory. Generally, the dampers are connected to successive floors of a building (Type-I arrangement). As the relative velocity and inter-storey drift between the alternate floors would be larger, the performance of dampers is studied by connecting them to alternate stories with two innovative (Type-II and Type-III) arrangements, and the comparison of response is made with that of the conventional (Type-I) arrangement. Optimization of location and number of dampers is also carried out with the help of a controllability index, which is obtained with the help of root-mean-square value of the inter-storey drift. Further, a parametric study of semi-active variable friction dampers and linear viscous dampers by varying gain multiplier and damping ratio, respectively, is carried out. From the numerical study, it is observed that Type-II and Type-III arrangements are found to be quite effective in reducing the response quantities. It is also found that a considerable amount of economy is achieved by optimization of location of dampers. Copyright © 2009 John Wiley & Sons, Ltd.

[1]  Haluk Aktan,et al.  Active control of building seismic response by energy dissipation , 1995 .

[2]  Lyan-Ywan Lu,et al.  Modal control of seismic structures using augmented state matrix , 2001 .

[3]  Shiang-Jung Wang,et al.  Experimental study of RC building structures with supplemental viscous dampers and lightly reinforced walls , 2006 .

[4]  Fahim Sadek,et al.  Semiactive control algorithms for structures with variable dampers , 1997 .

[5]  Wl L. Qu,et al.  Control of Wind-Excited Truss Tower Using Semiactive Friction Damper , 2001 .

[6]  Kenny C. S Kwok,et al.  Vibration control of the wind-excited 76-story benchmark building by liquid column vibration absorbers , 2004 .

[7]  Lyan-Ywan Lu,et al.  Predictive control of seismic structures with semi‐active friction dampers , 2004 .

[8]  R. S. Jangid,et al.  Semi-active friction dampers for seismic control of structures , 2008 .

[9]  Bijan Samali,et al.  Benchmark Problem for Response Control of Wind-Excited Tall Buildings , 2004 .

[10]  Kenny C. S Kwok,et al.  Wind Tunnel Tests for Wind-Excited Benchmark Building , 2004 .

[11]  Anita Shukla,et al.  Optimal Use of Viscoelastic Dampers in Building Frames for Seismic Force , 1999 .

[12]  Lyan-Ywan Lu.  Semi-active modal control for seismic structures with variable friction dampers , 2004 .

[13]  José A. Inaudi,et al.  Modulated homogeneous friction : A semi-active damping strategy , 1997 .

[14]  Ging Long Lin,et al.  A General Method for Semi-Active Feedback Control of Variable Friction Dampers , 2004 .

[15]  R. S. Jangid,et al.  Optimum viscous damper for connecting adjacent SDOF structures for harmonic and stationary white‐noise random excitations , 2007 .

[16]  Hojjat Adeli,et al.  WIND-INDUCED MOTION CONTROL OF 76-STORY BENCHMARK BUILDING USING THE HYBRID DAMPER-TLCD SYSTEM , 2005 .

[17]  Hongjin Kim,et al.  Performance evaluation of tuned liquid column dampers for response control of a 76-story benchmark building , 2005 .

[18]  D. P. Taylor,et al.  Viscous damper development and future trends , 2001 .

[19]  Satish Nagarajaiah,et al.  WIND RESPONSE CONTROL OF BUILDING WITH VARIABLE STIFFNESS TUNED MASS DAMPER USING EMPIRICAL MODE DECOMPOSITION/HILBERT TRANSFORM , 2004 .