弦支穹顶屋盖结构的风振响应研究
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摘要
弦支穹顶屋盖结构的自重较轻,风荷载作用是结构设计的控制因素,应当对其风振动力响应进行研究。本文采用AR法并结合MATLAB软件对某体育馆椭圆形弦支穹顶屋盖结构的风速时程进行模拟分析,然后进行结构风振响应时程的有限元分析,得出了结构的风振系数和一些有意义的结论:其节点位移风振系数为1.74,位移风振系数随着初始预应力水平的增大而增大;风振响应过程中,拉索的预应力有所降低,靠近结构中心位置拉索的预应力损失率比靠近外部的大;初始预应力越大,预应力损失率越小;弦支穹顶结构环索预应力水平的降低会对结构的风振响应有不利的影响;弦支穹顶屋盖结构只考虑等效静力风荷载作用的结构抗风设计偏于不安全,应当考虑脉动风的作用。
The dead weight of suspendome roof structures is comparatively light,so the wind load is always considered as the control factor in the structural design.The wind induced vibration response is investigated in this paper. The computational simulation for the wind field of the elliptic suspendome structure is carried out,and the dynamic responses of the structure in the time domain are analyzed by using the finite element method.Some useful conclusions and the wind induced vibration coefficient of the nodal displacement are obtained.It is found that the wind induced vibration coefficient increases with the increasing of the initial prestressing force.The prestress of cables gets decreasing in the wind induced vibration process,and the prestress loss ratios of cables near the centre of the structure are larger than those in the outer parts.The higher the initial prestress is,the lower the loss ratio is.The decrease of the prestressing force of the circle cable has negative effects on the wind induced vibration response of the suspendome structure.It is unsafe if only the equivalent static wind load is considered in the wind-resistant design of suspendome roof structures,and the effect of the fluctuating wind should be taken into account too.
The dead weight of suspendome roof structures is comparatively light,so the wind load is always considered as the control factor in the structural design.The wind induced vibration response is investigated in this paper. The computational simulation for the wind field of the elliptic suspendome structure is carried out,and the dynamic responses of the structure in the time domain are analyzed by using the finite element method.Some useful conclusions and the wind induced vibration coefficient of the nodal displacement are obtained.It is found that the wind induced vibration coefficient increases with the increasing of the initial prestressing force.The prestress of cables gets decreasing in the wind induced vibration process,and the prestress loss ratios of cables near the centre of the structure are larger than those in the outer parts.The higher the initial prestress is,the lower the loss ratio is.The decrease of the prestressing force of the circle cable has negative effects on the wind induced vibration response of the suspendome structure.It is unsafe if only the equivalent static wind load is considered in the wind-resistant design of suspendome roof structures,and the effect of the fluctuating wind should be taken into account too.
引文
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[10]韩庆华,陈越,曾沁敏,等.大跨度球面网壳结构的风振系数研究[J].地震工程与工程振动,2007,27(1):38-45.HAN Qinghua,CHEN Yue,ZENG Qinmin,et al.Analysis of wind-induced vibration coefficient for long-span reticulated dome[J].Journal ofEarthquake Engineering and Engineering Vibration,2007,27(1):38-45.(in Chinese)
[11]罗斌,郭正兴,王永泉.高矢跨比椭圆抛物面弦支穹顶风振系数研究[J].建筑结构学报,2009,30(3):144-151.LUO Bin,GUO Zhengxing,WANG Yongquan.Wind-induced vibration coefficient for elliptic paraboloid suspension-dome of large rise-span ratio[J].Journal of Building Structures,2009,30(3):144-151.(in Chinese)
[2]刘慧娟,罗永峰.预应力对弦支穹顶结构动力稳定性的影响[J].建筑结构,2009,39(7):23-26.LIU Huijuan,LUO Yongfeng.Influence of pre-stress on dynamic stability of suspen-domes[J].Building Structure,2009,39(7):23-26.(inChinese)
[3]崔晓强,郭彦林.弦支穹顶结构的抗震性能研究[J].地震工程与工程振动,2005,25(1):67-75.CUI Xiaoqiang,GUO Yanlin.Seismic behaviors of suspen-dome structure[J].Journal of Earthquake Engineering and Engineering Vibration,2005,25(1):67-75.(in Chinese)
[4]黄本才,汪丛军.结构抗风分析原理及应用[M].上海:同济大学出版社,2009.HUANG Bencai,WANG Congjun.Theory and application of the wind resistance analysis of the structure[M].Shanghai:Tongji University Press,2009.(in Chinese)
[5]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 Xinling;ZHOU Dai.AR model of wind speed time series and its rapid implementation[J].Spatial Structures,2003,9(4):27-32.(inChinese)
[6]徐牧.索穹顶结构风振响应研究[D].广州:华南理工大学,2011.XU Mu.The Investigation on wind-induced vibration response of cable dome structures[D].Guangzhou:South China University of Technology,2011.(in Chinese)
[7]边建烽,魏德敏.大跨空间结构风速时程的数值模拟理论[J].暨南大学学报:自然科学版,2005,26(1):87-90.BIAN Jianfeng,WEI Demin.Wind velocity time-history numerical simulation theories in long-span spatial structures[J].Journal of Jinan Universi-ty:Natural Science&Medicine Edition,2005,26(1):87-90.(in Chinese)
[8]GB50009-2010建筑结构荷载规范[S].北京:中国建筑工业出版社,2010.GB 5009-2010 Load Code for the Design of Building Structures[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[9]李洋.大跨度屋盖结构风振响应及风振系数研究[D].西安:西安建筑科技大学,2009.LI Yang.Study of wind-induced vibration response and wind induced vibration factor for long-span roofs[D].Xi'an:Xian University of Architectureand Technology,2009.(in Chinese)
[10]韩庆华,陈越,曾沁敏,等.大跨度球面网壳结构的风振系数研究[J].地震工程与工程振动,2007,27(1):38-45.HAN Qinghua,CHEN Yue,ZENG Qinmin,et al.Analysis of wind-induced vibration coefficient for long-span reticulated dome[J].Journal ofEarthquake Engineering and Engineering Vibration,2007,27(1):38-45.(in Chinese)
[11]罗斌,郭正兴,王永泉.高矢跨比椭圆抛物面弦支穹顶风振系数研究[J].建筑结构学报,2009,30(3):144-151.LUO Bin,GUO Zhengxing,WANG Yongquan.Wind-induced vibration coefficient for elliptic paraboloid suspension-dome of large rise-span ratio[J].Journal of Building Structures,2009,30(3):144-151.(in Chinese)
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