基于瑞雷阻尼算法的高层结构风振控制优化分析
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摘要
针对高层结构体系的风振控制,引入瑞雷阻尼算法对其进行风振优化分析。介绍了MPD(mass proportional damping)和SPD(stiffness proportional damping)2种结构体系,阐述了MPD结构体系和SPD结构体系用于结构风振控制的基本原理,给出了风振作用下2种结构体系进行对比分析的约束条件,研究了2种结构体系的阻尼特性,从理论上推导证明了MPD和SPD体系的结构阻尼比ξiMPD与ξiSPD之间的大小关系,并针对结构风振效应的频域分析法编制Matlab程序对设置MPD和SPD体系的某高层结构进行风振控制优化分析。研究表明对于任一N层结构体系,当考虑一阶振型或前几阶振型时,设置MPD体系的结构阻尼比均大于SPD结构体系,且MPD结构体系对高层结构风致振动的减振效果明显优于SPD结构体系,因而文中提出的基于瑞雷阻尼算法的风振控制方法对于抑制高层结构的风致振动是合理有效的,为高层结构风振控制提供了新途径。
Optimum method of wind-induced vibration control of high-rise building is studied in this paper. Rayleigh Damping arithmetic is firstly employed and proposed to perform optimum study. Two kinds of optimum system,MPD(Mass proportional damping) and SPD(Stiffness proportional damping),are developed according to Rayleigh Damping arithmetic and their control principles are introduced. The constraint condition and damping characteristics of the MPD and SPD are prescribed and studied in order to continue structural dynamic contrast analysis under wind excitation. The relationship of structural damping ratio( MPD ξ i,SPD ξ i) between the MPD and SPD is proved theoretically. Structural frequency-domain analysis programs are developed based on Matlab software to calculate wind-induced responses of the two optimum systems. The results show that the structural damping ratio of the MPD system is greater than the SPD system for any N-story structure when considering the first mode or the first several modes. The control effect of the MPD system is superior to the SPD system in reducing structural dynamic responses under wind excitation. So,the wind-induced vibration control method base on Rayleigh Damping arithmetic is reasonable and effective in reducing wind responses and will be a new control strategy of high-rise buildings.
Optimum method of wind-induced vibration control of high-rise building is studied in this paper. Rayleigh Damping arithmetic is firstly employed and proposed to perform optimum study. Two kinds of optimum system,MPD(Mass proportional damping) and SPD(Stiffness proportional damping),are developed according to Rayleigh Damping arithmetic and their control principles are introduced. The constraint condition and damping characteristics of the MPD and SPD are prescribed and studied in order to continue structural dynamic contrast analysis under wind excitation. The relationship of structural damping ratio( MPD ξ i,SPD ξ i) between the MPD and SPD is proved theoretically. Structural frequency-domain analysis programs are developed based on Matlab software to calculate wind-induced responses of the two optimum systems. The results show that the structural damping ratio of the MPD system is greater than the SPD system for any N-story structure when considering the first mode or the first several modes. The control effect of the MPD system is superior to the SPD system in reducing structural dynamic responses under wind excitation. So,the wind-induced vibration control method base on Rayleigh Damping arithmetic is reasonable and effective in reducing wind responses and will be a new control strategy of high-rise buildings.
引文
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[24]汪大洋,周云.基于GA优化理论的高层结构风振控制研究[J].土木工程学报,2008,41(1):42-47.Wand Dayang,Zhou Yun.Control of wind-induced vibration of high-rise buildings based on GA optimum theory[J].China Civil Engineeringjournal,2008,41(1):42-47.(in Chinese)
[25]Zhou Yun,Wang Dayang,Wu Yi,et al.Optimum control research of wind-induced vibration comfort for high-rise buildings[J].Wind and Structures:An International Journal,2008,11(6):497-512.
[26]汪大洋.速度相关型阻尼器对高层结构风振控制的动力响应分析[D].广州:广州大学,2008.Wang Dayang.Numerical analysis on wind-induced response of high-rise buildings with velocity-depended dampers[D].Guangzhou:Guangzhou University,2008.(in Chinese)
[2]Hart G C,Wong K.Structural dynamics for structural engineers[M].New York:John Wiley&Sons,2000.
[3]http://nisee.berkeley.edu/prosys/applications.html,
[4]Take Waki I.Optimal damper placement for critical excitation[J].Probabilistic Engineering Mechanics,2000,15(4):317-325.
[5]Gürgze M,Müller P C.Optimal positioning of dampers in multi-body systems[J].Journal of Sound&Vibration,1992,158(3):517-530.
[6]Hahn G D,Sathiavageeswaran K R.Effects of added-damper distribution on the seismic response of buildings[J].Computers&Structures,1992,43(5):941-950.
[7]Zhang R H,Soong T T.Seismic design of viscoelastic dampers for structural applications[J].Journal of Structural Engineering ASCE,1992,118(5):1375-1392.
[8]Gluck N,Reinhorn A M,Gluck J,et al.Design of supplemental dampers for control for structures[J].Journal of Structural Engeneering,1996,122(12):1394-1399.
[9]Takewaki I.Optimal damper placement for minimum transfer functions[J].Earthquake Engineering and Structural Dynamics,1997,26(11),1113-1124.
[10]Takewaki I.Optimal damper positioning in beams for minimum dynamic compliance[J].Computer Methods in Applied Mechanics and Engineering,1998,156(1/2/3/4):363-373.
[11]Takewaki I.Optimal damper placement for critical excitation[J].Probabilistic Engineering Mechanics,2000,15(4):317-325.
[12]Xu Y L,Zhan S,Ko J M,et al.Experimental investigation of adjacent buildings connected by fluid Damper[J].Earthquake Engineering and Structural Dynamics,1999,28(6):609-631.
[13]Zhang W S,Xu Y L.Dynamic characteristics and seismic response of adjacent buildings linked by discrete dampers[J].Earthquake Engineering and Structural Dynamics1999,28(10):1163-1185.
[14]Zhang R H,Soong T T.Seismic design of viscoelastic dampers for structural applications[J].Journal of Structural Engineering ASCE,1992,118(5):1375-1392.
[15]Xu Y L,Zhang W S.Modal analysis and seismic response of steel frames with connection dampers[J].Engineering Structure,2001,23(4):385-396.
[16]欧进萍,吴斌,龙旭.结构被动耗能减震效果的参数影响[J].地震工程与工程振动,1998,18(1):60-70.Ou Jinping,Wu Bng,Long Xu.Parameter analysis of passive energy dissipation systems[J].Earthquake Engineering and EngineeringVibration,1998,18(1):60-70.(in Chinese)
[17]周云,徐赵东,等雪松.粘弹性阻尼结构中阻尼器的优化设置[J].世界地震工程,1998,14(3):15-20.Zhou Yun,Xu Zhaodong,Deng Xuesong.Optimum installation of the dampers in the viscoustic structure[J].World Information on Earthquake Engineering,1998,14(3):15-20.(in Chinese)
[18]徐赵东,周云,赵鸿铁.粘弹性阻尼结构的优化设计方法[J].西安建筑科技大学学报,1999,31(3):246-252.Xu Zhaodong,Zhou Yun,Zhao Honetie.Optimum design method of the viscoelastic structure[J].J Xi’an Univ of Arch&Tech,1999,31(3):246-252.(in Chinese)
[19]Singh M P,Moreschi L M.Optimal seismic response control with dampers[J].Earthquake Engineering and Structural Dynamics,2001,30(4):553-572.
[20]Silvestri S,Trombetti T,Ceccoli C.Inserting the mass proportional damping(MPD)system in a concrete shear-type structure[J].Structural Engineering and Mechanics,2003,16(2):177-193.
[21]Trombetti T,Silvestri S.Added viscous dampers in shear-type structures:the effectiveness of mass proportional damping[J].Journal of Earthquake Engineering,2004,8(2):275-313.
[22]Trombetti T,Silvestri S,Ceccoli C.On the first modal damping ratios of MPD and SPD systems[R].Italy:Nota Tecnica64,2002,Department DISTART,University of Bologna,2002.
[23]Trombetti T,Silvestri S,Ceccoli C.Inserting viscous dampers in shear-type structures:analytical formulation and efficiency of MPD system[C]//Proceedings of the Second International Conference on Advances in Structural Engineering and Mechanics(ASEM’02).Pusan,Korea,2002.
[24]汪大洋,周云.基于GA优化理论的高层结构风振控制研究[J].土木工程学报,2008,41(1):42-47.Wand Dayang,Zhou Yun.Control of wind-induced vibration of high-rise buildings based on GA optimum theory[J].China Civil Engineeringjournal,2008,41(1):42-47.(in Chinese)
[25]Zhou Yun,Wang Dayang,Wu Yi,et al.Optimum control research of wind-induced vibration comfort for high-rise buildings[J].Wind and Structures:An International Journal,2008,11(6):497-512.
[26]汪大洋.速度相关型阻尼器对高层结构风振控制的动力响应分析[D].广州:广州大学,2008.Wang Dayang.Numerical analysis on wind-induced response of high-rise buildings with velocity-depended dampers[D].Guangzhou:Guangzhou University,2008.(in Chinese)
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