Vibration Modes Coupling Effect in the Wind-Induced Response of a Ribbon-Like Long Span Roof


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The test conditions and main results of wind tunnel test for an exhibition hall and a stadium ribbon-like long span roof of a Sports Convention Center are introduced. We got the average and fluctuating wind pressures of the roof. Then we use typical points measuring method to analyze them. According to the energy contribution method, dominant modes are identified, and the modes response energy is calculated. The coupling coefficient between background displacement response and resonant displacement response is presented in this paper. The stadium calculation mode are Analyzed. The results show that the coupling coefficient numerical range for the ribbon-like long span roof is larger than single-layer spherical shell. When we use energy contribution method to select vibration modes in calculating ribbon-like structure response, Error range is large if the coupling effect is ignored, and some compensatory modes need to be found.



Advanced Materials Research (Volumes 243-249)

Edited by:

Chaohe Chen, Yong Huang and Guangfan Li






S. L. Li et al., "Vibration Modes Coupling Effect in the Wind-Induced Response of a Ribbon-Like Long Span Roof", Advanced Materials Research, Vols. 243-249, pp. 5054-5061, 2011

Online since:

May 2011




[1] Ministry of Housing and Urban-Rural Development of the People's Republic of China. GB50009—2001, Load code for the design of building structures[S]. Beijing: China Architecture and Building Press, (2002).

[2] Melbourne W H, Cheung J C K. Reducing the wind loading on large cantilevered roofs [J]. Wind Engineering and Industrial Aerodynamics, 1988, (28): 401.

DOI: 10.1016/0167-6105(88)90136-5

[3] Kawai H, Yoshie R, Wei R, et al. Wind-induced response of a large cantilevered roof[J]. J Wind Engineering and Industrial Aerodynamics, 1999, 83: 263.

DOI: 10.1016/s0167-6105(99)00077-x

[4] A shraf A M , Gould P L On the resonant component of the response of single degree-of-freedom systems under wind loading [J]. Engineering Structures, 1985, 7(4): 280-292.

DOI: 10.1016/0141-0296(85)90009-4

[5] Davenport A G. How can we simplify and generalize wind loads?[J]. Journal of Wind Engineering and Industrial Aerodynamics, 1995, 54/55: 657-669.

DOI: 10.1016/0167-6105(94)00079-s

[6] Yuji Tian, Qingshan Yang, Zhong Fan, Xianming Liu. Gus factors for large-span roof of the National Stadium [J]. Journal of Building Structures, 2007, 28(2): 36-41. (In Chinese).

[7] Bo Chen, Yue Wu, Shizhao Shen . Definitions and correlation analyses for background response and resonant response [J]. Journal of Vibration Engineering, 2008, 21(2): 140-145. ( In Chinese ).

[8] Nakayama M, Sasaki Y, Masuda K, et al. An efficient method for selection of vibration modes contributory to wind response on dome-like roofs [J] . Journal of wind Engineering and Industrial Aerodynamics, 1998, 73(1): 31-43.

DOI: 10.1016/s0167-6105(97)00277-8

[9] Bencai Huang. Principle and application of wind resistance analysis[M]. Shanghai: Tongji University Press, (2001).

[10] Chuanhai Zhu, Ming Gu. Present state and perspectives of wind resistance studies on grandstand cantilevered roofs of large stadiums [J]. Spatial Structures, 2005, 11(2): 27.

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