北京2008奥运会老山自行车赛馆网壳结构分析与设计
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摘要
北京2008奥运会老山自行车赛馆屋盖采用支承于倾斜人字形钢柱柱顶的双层球面网壳结构.由于结构跨度大,安全性要求高,除对其进行静力荷载效应、温度作用等常规分析与设计外,采用振型分解反应谱法和时程分析法进行了网壳结构的多遇地震响应分析,通过计算振型参与质量确定振型振动的主导方向及反应谱分析中参与组合的合理振型数.考虑到网壳厚跨比及矢跨比均较小,设计中对结构的非线性稳定性进行了研究;同时,对节点刚度对结构性能的影响进行了补充分析.结果表明,老山自行车赛馆球面网壳结构安全可靠,具有良好的整体稳定性和抗震性能.
The roof structure of Laoshan cycling gymnasium for the Beijing 2008 Olympic Games was designed to be a double-layer reticulated dome supported by inclined V-shaped steel columns.Due to its large span and the special requirement for structural safetyt,he nonlinear stability of the dome was studied after regular design of static load and temperature load.Response spectrum analysis and time history analysis were conducted to estimate the behaviour of the structure under frequent earthquake.Modal effective mass was calculated to determine the number of modes re-quired in response spectrum analysis.The effect of joint stiffness was also analyzed and considered in the structural design.Results show that the roof structure of Laoshan cycling gymnasium is safe and reliable with good structural stability and seismic performance.
The roof structure of Laoshan cycling gymnasium for the Beijing 2008 Olympic Games was designed to be a double-layer reticulated dome supported by inclined V-shaped steel columns.Due to its large span and the special requirement for structural safetyt,he nonlinear stability of the dome was studied after regular design of static load and temperature load.Response spectrum analysis and time history analysis were conducted to estimate the behaviour of the structure under frequent earthquake.Modal effective mass was calculated to determine the number of modes re-quired in response spectrum analysis.The effect of joint stiffness was also analyzed and considered in the structural design.Results show that the roof structure of Laoshan cycling gymnasium is safe and reliable with good structural stability and seismic performance.
引文
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[3]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 reticu-lated dome[J].Journal of Earthquake Engineering and Engineering Vibration,2007,27(1):38-45(in Chi-nese.)
[4]中华人民共和国建设部.GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.Chinese Ministry of Construction.GB 50011—2001 Code for Seismic Design of Buildings[S].Beijing:China,Architecture and Building Press,2001(in Chinese).
[5]Yin Yue,Huang Xin.Study on mode superposition re-sponse spectrum method for long span spatial structures[C]//International Symposium on New Olympic,New Shell and Spatial Structures.Beijing,China,2006:DR16.
[6]López O A,Cruz M.Number of modes for the seismic design of buildings[J].Earthquake Engineering and Structure Dynamics,1996,25(8):837-855.
[7]Manu C.Dynamic analysis of structures with closely spaced modes using the response spectrum method[J].Computer and Structure,1986,22(3):405-412.
[8]中国建筑科学研究院.JGJ61—2003网壳结构技术规程[S].北京:中国建筑工业出版社,2003.China Academy of Building Research.JGJ61—2003 Technical Specification for Latticed Shells[S].Beijing:China Architecture and Building Press,2003(in Chinese.)
[9]沈世钊,陈昕.网壳结构稳定性[M].北京:科学出版社,1999.Shen Shizhao,Chen Xin.The Stability of Latticed Shells[M].Beijing:Science Press,1999(in Chinese).
[10]尹越.单层球面网壳结构稳定性分析[D].天津:天津大学建筑工程学院,1999.Yin Yue.Study on the Stability of Single Layer Reticu-lated Dome[D].Tianjin:School of Civil Engineering,Tianjin University,1999(in Chinese).
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