飘带形大跨屋盖风致响应振型耦合效应研究

孙滨雁; 张旭伟; 陈家光

doi:10.13204/j.gyjz201208027

飘带形大跨屋盖风致响应振型耦合效应研究

doi: 10.13204/j.gyjz201208027

1.
1 江苏大学土木工程系江苏镇江 212013;
2.
2 镇江市住房与城乡建设局抗震办公室江苏镇江 212000;
3.
3 喜城建筑设计有限公司广州 510000

详细信息

作者简介:
孙滨雁，女，1987年出生，硕士研究生。E-mail:398324440@qq.com

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- 被引次数: 0
出版历程
- 收稿日期: 2012-02-20
- 刊出日期: 2012-08-20

VIBRATION MODES COUPLING EFFECT IN THE WIND-INDUCED RESPONSE OF A LONG SPAN ROOF

1.
1. Civil Engineering Department,Jiangsu University,Zhenjiang 212013,China;
2.
2. Bureau of Housing and Urban-Rural Construction,Zhenjiang 210096,China;
3.
3. Happy City Architectural Design Co.Ltd,Guangzhou 510000,China.

摘要

摘要: 推导出振型能量贡献系数计算方法,以某体育会展中心会展馆和体育场的飘带形大跨屋盖系统模型风洞试验结果为基础,由贡献系数挑选了主导振型,分析体育馆振型能量,提出振型背景位移响应与共振位移响应耦合系数的计算方法,并通过体育馆数值算例进行分析验证。结果表明:飘带形大跨屋盖中耦合系数的数值范围要比简单单层球面网壳大许多,在使用能量贡献法挑选振型时,忽略耦合效应时飘带结构响应产生的误差范围较大,需要进行模态补偿。
- 飘带屋盖 /
- 风洞试验 /
- 振型耦合系数 /
- 共振响应 /
- 背景响应
Abstract: A method of calculating energy contribution coefficient was deduced．Taking the model wind tunnel testresults of the ribbon-like long span roof of the exhibition hall and stadium for a sports convention and exhibition centeras the basis, dominant modes were identified with energy contribution method, and the modes response energy wascalculated．The coupling coefficient between background displacement response and resonant displacement responsewas presented in this paper．The stadium calculation model was analyzed．The results show that the couplingcoefficient numerical range for the ribbon-like long span roof was much larger than that of a single-layer sphericalshell．Error range would be large if coupling effect was ignored when vibration modes were selected in calculatingribbon-like structure response with energy contribution method, and modal compensation was needed．
- long span roof /
- wind tunnel test /
- modes coupling coefficient /
- resonant response /
- background response

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参考文献(10)

[2] GB500092001建筑结构荷载规范[S].

黄本才.结构抗风分析原理及应用[M].上海:同济大学出版社,2001.

[3] 周君,刘炽光,楼文娟.基于风洞试验的复杂超高层风振响应简化分析[J].工业建筑,2009,39(增刊):393-401.

[4] Melbourne W H,Cheung J C K.Reducing the Wind Loading onLarge Cantilevered Roofs[J].Wind Engineering and IndustrialAerodynamics,1988(28):401-407.

[5] Kawai H,Yoshie R,Wei R,et al.Wind-Induced Response of aLarge Cantilevered Roof[J].J Wind Engineering and IndustrialAerodynamics,1999(83):263-271.

[6] Ashraf A M,Gould P L.On the Resonsant Component of theResponse of Single Degree-of-Freedom Systems Under WindLoading[J].Engineering Structures,1985,7(4):280-292.

[7] 杨应华,魏俊,冯真,等.大跨度梯形钢屋架双坡屋盖风振响应和风振系数研究[J].工业建筑,2011,41(1):124-129.

[8] Davenport A G.How Can We Simplify and Generalize Windloads?[J].Journal of Wind Engineering and IndustrialAerodynamics,1995(54/55):657-669.

[9] Nakayama M,Sasaki Y,Masuda K,et al.An Efficient Methodfor Selection of Vibration Modes Contributory to Wind Response onDome-Like Roofs[J].Journal of Wind Engineering and IndustrialAerodynamics,1998,73(1):31-43.

[10] 陈波,武岳,沈世钊.背景响应、共振响应定义及其相关性分析方法[J].振动工程学报,2008,21(2):140-145.

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