大跨度空间钢管桁架结构的风振响应和风振控制研究
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摘要
为了获得大跨度空间钢管桁架结构在风荷载作用下的实时受力、变形情况和风振系数,本文采用自回归法编制计算程序,数值模拟具有空间相关性的大跨度空间钢管桁架结构的多点风速时程,根据由风速时程转化的作用于结构的风荷载时程对两个大跨度空间钢管桁架结构进行风振响应分析和风振系数的计算.结果表明,编制的计算程序可较好地模拟大跨度空间钢管桁架结构的空间点风速时程,计算所得风速时程的功率谱与目标功率谱吻合较好;采用粘滞阻尼器后结构节点位移及杆件应力振动幅值均有所降低,可有效地减小结构的风振响应;根据风振响应的计算结果给出了可供设计参考的结构风振系数.
In order to obtain the distribution of load,displacement and wind vibration coefficient of large-span spatial steel pipe truss structures under wind load,a program based on Auto-Regressive method was worked out to simulate its time history curve of wind speed of multi-points,which bear space relativity. Wind load time history curve was calculated based on wind speed time history curve,and two large-span spatial lattice structures were taken as the examples to process transient analysis.The result shows that the program simulate very well the time history curve of wind speed of large-span spatial steel pipe truss structure's node and the power spectrum of calculated time history of wind speed in conformity to target power spectrum;that the viscous dampers can decrease the displacement of node,stress of element and wind-induced dynamic response of structures;and that the referencable wind vibration coefficients are provided under the calculated results of wind-induced dynamic response.
In order to obtain the distribution of load,displacement and wind vibration coefficient of large-span spatial steel pipe truss structures under wind load,a program based on Auto-Regressive method was worked out to simulate its time history curve of wind speed of multi-points,which bear space relativity. Wind load time history curve was calculated based on wind speed time history curve,and two large-span spatial lattice structures were taken as the examples to process transient analysis.The result shows that the program simulate very well the time history curve of wind speed of large-span spatial steel pipe truss structure's node and the power spectrum of calculated time history of wind speed in conformity to target power spectrum;that the viscous dampers can decrease the displacement of node,stress of element and wind-induced dynamic response of structures;and that the referencable wind vibration coefficients are provided under the calculated results of wind-induced dynamic response.
引文
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[2]GB 50009-2001,建筑结构荷载规范[S].北京:中国建筑工业出版社,2002.GB 50009-2001,Load code for the design of building structures[S].Bei-jing:China Building Press,2002.(In Chinese)
[3]陆锋,楼文娟,孙炳楠.大跨度平屋面的风振响应及风振系数[J].工程力学,2002,19(2):52-57.LU F,LOU W J,SUN B N.Wind-induced dynamic response and windload factor for long-span flat roof structures[J].Engineering Mechanics,2002,19(2):52-57.(In Chinese)
[4]舒新玲,周岱.风速时程AR模型及其快速实现[J].空间结构,2003,9(4):27-32.SHU X L,ZHOU D,AR model of wind speed time series and its rapidimplementation[J].Spatial Structures,2003,9(4):27-32.(In Chinese)
[5]OWEN J S,ECCLES B J,CHOO B S,et al.The application of auto-regressive time series modeling for the time-frequency analysis of civil en-gineering structures[J].Engineering Structures,2001,23(5):521-536.
[6]ROCHA M M,CABRAL S V S,RIERA J D.A comparison of properorthogonal decomposition and monte carlo simulation of wind pressure da-ta[J].Journal of Wind Engineering and Industrial Aerodynamics,2000,84(3):329-344.
[7]DEODATIS G.Simulation of ergodic multivariate stochastic process[J].Journal of Engineering Mechanics,ASCE,1996,122(8):778-787.
[8]PAOLA M D.Digital simulation of wind field velocity[J].Journal ofWind Engineering and Industrial Aerodynamics.1998,74-76:91-109.
[9]张相庭.结构风压和风振计算[M].上海:同济大学出版社,1985.ZHANG X T.Calculation of wind load and wind vibration of structures[M].Shanghai:Tong-ji Univ Press,1985.(In Chinese)
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