Wind-induced response control model for high-rise buildings based on resizing method

A variety of methods have been applied to reduce the effect of the wind-induced vibration of a high-rise building as the excessive wind-induced vibration at the top of a high-rise building can cause physical and psychological discomfort to the user or the residents. For structural engineers, the most effective approach to control the wind-induced responses of high-rise buildings would be to control the stiffness or natural frequency of the building. This paper presents a practical design model to control the wind-induced responses of a high-rise building. In the model, the stiffness of a high-rise building is maximized to increase the natural frequency of the building by the resizing algorithm. The proposed design model is applied to control the wind-induced vibration of an actual 37-storey building during the initial stage of its structural design.

[1]  Y. C. Kim,et al.  WIND RESPONSE CHARACTERISTICS FOR HABITABILITY FOR TALL BUILDINGS IN JAPAN , 2008 .

[2]  Keri L. Ryan,et al.  Comparative Response Assessment of Minimally Compliant Low-Rise Base-Isolated and Conventional Steel Moment-Resisting Frame Buildings , 2011 .

[3]  Tracy Kijewski-Correa,et al.  Dynamic behavior of tall buildings under wind: insights from full‐scale monitoring , 2007 .

[4]  Finley A. Charney,et al.  Seismic response of steel frame structures with hybrid passive control systems , 2012 .

[5]  Jack E. Cermak,et al.  Wind-tunnel development and trends in applications to civil engineering , 2003 .

[6]  Chun Man Chan,et al.  Wind-induced response and serviceability design optimization of tall steel buildings , 2006 .

[7]  Daryl Boggs,et al.  Acceleration Indexes for Human Comfort in Tall Buildings—Peak or RMS? , 1997 .

[8]  Hyo Seon Park,et al.  Development of drift design model for high-rise buildings subjected to lateral and vertical loads , 2008 .

[9]  Alexandros A. Taflanidis,et al.  A simulation‐based framework for risk assessment and probabilistic sensitivity analysis of base‐isolated structures , 2011 .

[10]  Kenny C. S Kwok,et al.  Stiffness Optimization for Wind-Induced Dynamic Serviceability Design of Tall Buildings , 2009 .

[11]  Bruce R. Ellingwood,et al.  Serviceability Limit States: Wind Induced Vibrations , 1984 .

[12]  Lawrence G. Griffis,et al.  Serviceability Limit States Under Wind Load , 2003 .

[13]  R. S. Jangid,et al.  Optimum Multiple Tuned Mass Dampers for the Wind Excited Benchmark Building , 2011 .

[14]  Hyo Seon Park,et al.  DRIFT CONTROL OF HIGH‐RISE BUILDINGS WITH UNIT LOAD METHOD , 1997 .

[15]  Kenny C. S Kwok,et al.  Integrated wind load analysis and stiffness optimization of tall buildings with 3D modes , 2010 .

[16]  Marcello Ciampoli,et al.  Performance-based wind design of tall buildings , 2011 .

[17]  James M. Ricles,et al.  Performance-Based Seismic Design of Steel MRFs with Elastomeric Dampers , 2009 .

[18]  Qian Wang,et al.  Integrated wind‐induced response analysis and design optimization of tall steel buildings using Micro‐GA , 2011 .

[19]  Jun Kanda,et al.  20097 Wind Response Characteristics for Habitability of Tall Buildings in Japan , 2006 .

[20]  Hyo Seon Park,et al.  Drift design model for high‐rise buildings based on resizing algorithm with a weight control factor , 2008 .

[21]  Ahsan Kareem,et al.  Mitigation of motions of tall buildings with specific examples of recent applications , 1999 .

[22]  T. Tschanz,et al.  The base balance technique for the determination of dynamic wind loads , 1983 .

[23]  Giovanni Solari Alongwind Response Estimation: Closed Form Solution , 1982 .

[24]  Ahsan Kareem,et al.  Dynamic wind effects: a comparative study of provisions in codes and standards with wind tunnel data , 1998 .

[25]  R. Lewandowski,et al.  Dynamic analysis of structures with multiple tuned mass dampers , 2009 .