CLC number: TU318; TU393.3; TU311.3
On-line Access: 2024-08-27
Received: 2023-10-17
Revision Accepted: 2024-05-08
Crosschecked: 2008-12-29
Cited: 2
Clicked: 6500
Jun-jie LUO, Da-jian HAN. 3D wind-induced response analysis of a cable-membrane structure[J]. Journal of Zhejiang University Science A, 2009, 10(3): 337-344.
@article{title="3D wind-induced response analysis of a cable-membrane structure",
author="Jun-jie LUO, Da-jian HAN",
journal="Journal of Zhejiang University Science A",
volume="10",
number="3",
pages="337-344",
year="2009",
publisher="Zhejiang University Press & Springer",
doi="10.1631/jzus.A0820430"
}
%0 Journal Article
%T 3D wind-induced response analysis of a cable-membrane structure
%A Jun-jie LUO
%A Da-jian HAN
%J Journal of Zhejiang University SCIENCE A
%V 10
%N 3
%P 337-344
%@ 1673-565X
%D 2009
%I Zhejiang University Press & Springer
%DOI 10.1631/jzus.A0820430
TY - JOUR
T1 - 3D wind-induced response analysis of a cable-membrane structure
A1 - Jun-jie LUO
A1 - Da-jian HAN
J0 - Journal of Zhejiang University Science A
VL - 10
IS - 3
SP - 337
EP - 344
%@ 1673-565X
Y1 - 2009
PB - Zhejiang University Press & Springer
ER -
DOI - 10.1631/jzus.A0820430
Abstract: Wind loading is a dominant factor for design of a cable-membrane structure. Three orthogonal turbulent components, including the longitudinal, lateral and vertical wind velocities, should be taken into account for the wind loads. In this study, a stochastic 3D coupling wind field model is derived by the spectral representation theory. The coherence functions of the three orthogonal turbulent components are considered in this model. Then the model is applied to generate the three correlated wind turbulent components. After that, formulae are proposed to transform the velocities into wind loads, and to introduce the modified wind pressure force. Finally, a wind-induced time-history response analysis is conducted for a 3D cable-membrane structure. Analytical results indicate that responses induced by the proposed wind load model are 10%~25% larger than those by the conventional uncorrelated model, and that the responses are not quite influenced by the modified wind pressure force. Therefore, we concluded that, in the time-history response analysis, the coherences of the three orthogonal turbulent components are necessary for a 3D cable-membrane structure, but the modified wind pressure force can be ignored.
[1] Chen, B., Wu, Y., Shen, S.Z., 2005. Wind-induced response analysis of conical membrane structures. Journal of Harbin Institute of Technology (New Series), 12(5):481-487.
[2] Deodatis, G., 1996. Simulation of ergodic multivariate stochastic processes. Journal of Engineering Mechanics, 122(8):778-787.
[3] ESDU85020, 1985. Characteristics of Atmospheric Turbulence near the Ground. Part II: Single Point Data for Strong Winds (Neutral Atmosphere). Engineering Sciences Data Unit, London.
[4] GB 50009-2001, 2002. Load Code for the Design of Building Structures. China Architecture and Building Press, Beijing, China (in Chinese).
[5] Li, Y.L., Liao, H.L., Qiang, S.Z., 2004. Simplifying the simulation of stochastic wind velocity fields for long cable-stayed bridges. Computers & Structures, 82(20-21):1591-1598.
[6] Luo, J.J., Han, D.J., 2008. A fast simulation method of stochastic wind field for long-span structures. Engineering Mechanics, 25(3):96-101 (in Chinese).
[7] Panofsky, H.A., Dutton, J.A., 1984. Atmospheric Turbulence. John Wiley and Sons, New York.
[8] Shen, S.Z., 2006. Recent advances on the fundamental research of spatial structures in China. Journal of the International Association for Shell and Spatial Structures, 47(151):93-100.
[9] Shen, S.Z., Xu, C.B., Zhao, C., 2006. Design of Cable Structures (2nd Ed.). China Architecture and Building Press, Beijing (in Chinese).
[10] Shiau, B.S., Chen, Y.B., 2002. Observation on wind turbulence characteristics and velocity spectra near the ground at the coastal region. Journal of Wind Engineering and Industrial Aerodynamics, 90(12-15):1671-1681.
[11] Simiu, E., Scanlan, R.H., 1986. Wind Effects on Structures (2nd Ed.). John Wiley and Sons, New York.
[12] Solari, G., Piccardo, G., 2001. Probabilistic 3-D turbulence modeling for gust buffeting of structures. Probabilistic Engineering Mechanics, 16(1):73-86.
[13] Uematsu, Y., Isyumov, N., 1999. Wind pressures acting on low-rise buildings. Journal of Wind Engineering and Industrial Aerodynamics, 82(1-3):1-25.
[14] Yang, Q.S., Sun, X.D., 1997. Horizontal and vertical wind excitations. Journal of Harbin University of Architecture and Engineering, 30(6):43-50 (in Chinese).
[15] Yang, Q.S., Shen, S.Z., 1996. Wind-resistant design of cable roof structures. Spatial Structures, 2(3):23-31 (in Chinese).
[16] Yu, S.C., Lou, W.J., Sun, B.N., 2006. Wind-induced internal pressure fluctuations of structure with single windward opening. Journal of Zhejiang University SCIENCE A, 7(3):415-423.
[17] Yu, S.C., Lou, W.J., Sun, B.N., 2008. Wind-induced internal pressure response for structure with single windward opening and background leakage. Journal of Zhejiang University SCIENCE A, 9(3):313-321.
Open peer comments: Debate/Discuss/Question/Opinion
<1>