|Table of Contents|

Comparison of Wind-induced Vibration Analysis of Single-layer Spherical Latticed Shells Between Time Domain Method and Frequency Domain Method(PDF)

《建筑科学与工程学报》[ISSN:1673-2049/CN:61-1442/TU]

Issue:
2008年02期
Page:
45-50
Research Field:
Publishing date:
2008-06-20

Info

Title:
Comparison of Wind-induced Vibration Analysis of Single-layer Spherical Latticed Shells Between Time Domain Method and Frequency Domain Method
Author(s):
LI Jie;  NI Zhen-hua;  XIE Zhuang-ning
Department of Civil Engineering, Shantou University, Shantou 515063, Guangdong, China
Keywords:
single-layer spherical latticed shell;  wind-induced response;  Newmark-β method;  complete quadratic combination method;  proper orthogonal decomposition
PACS:
TU311.3
DOI:
-
Abstract:
Based on the wind pressure data synchronous measured from wind tunnel tests, the peak vertical displacement responses of nodes on a single-layer spherical latticed shell structures were calculated by Newmark-β method in the time domain, complete quadratic combination(CQC)method and square root sum of square(SRSS)method in the frequency domain respectively. The characteristics of accuracy and computation time of three kinds of methods were compared. Moreover, a new approach to interpolate the time-series of loading was presented in which the fluctuating wind loads were separated into space covariance modes and principle coordinates by using proper orthogonal decomposition technique, then the time-series of principle coordinates were interpolated in terms of cubic splines function to form a new time-series of wind load. The analysis results show that CQC method has low time consuming and high computing efficiency in roof wind-induced vibration analysis.

References:

[1] 沈世钊,徐崇宝,赵 臣,等.悬索结构设计[M].北京:中国建筑工业出版社,1997. SHEN Shi-zhao,XU Chong-bao,ZHAO Chen,et al.Cable Roof Structures[M].Beijing:China Architecture & Building Press,1997.
[2]张相庭.工程抗风设计计算手册[M].北京:中国建筑工业出版社,1998. ZHANG Xiang-ting.Wind-resistance Engineering DesignComputation Manual[M].Beijing:China Architecture & Building Press,1998.
[3]杨庆山,沈世钊.悬索结构抗风设计[J].空间结构,1996,2(2):11-20. YANG Qing-shan,SHEN Shi-zhao.Wind Resistant Design of Cable Roof Structures[J].Spatial Structures,1996,2(2):11-20.
[4]UEMATSU Y,SONE T,YAMADA M,et al.Wind Induced Dynamic Response and Its Load Estimation for Structural Frames of Single Layer Latticed Domes with Long Spans[J].Wind and Structures,2002,5(6):543-562.
[5]YASUI H,MARUKAWA H,KATAGIRI J,et al.Study of Wind-induced Response of Long-span Structure[J].Journal of Wind Engineering and Industrial Aerodynamics,1999,83:277-288.
[6]周 岱,舒新玲.单层球面网壳结构的风振及其参数分析[J].空间结构,2003,9(3):6-12. ZHOU Dai,SHU Xin-ling.Wind-induced Vibration and Parametric Analysis of Single-layer Reticulated Shell Structures[J].Spatial Structures,2003,9(3):6-12.
[7]NEWMARK N M.A Method for Structure Dynamics[J].Journal of Engineering Mechanics,1959,85(3):67-94.
[8]CLOUGH R W,PENZIEN J.Dynamics of Structures[M].2nd ed.New York:McGraw-Hill,1993.
[9]DAVENPORT A G.The Application of Statistical Concepts to the Wind Loading of Structures[J].Proceedings of the Institute of Civil Engineers,1961,19:449-472.
[10]TAMURA Y,SUGANUMA S.Proper Orthogonal Decomposition of Random Wind Pressure Field[J].Journal of Fluids and Structures,1999,13:1069-1095.
[11]关 治,陆金甫.数值分析基础[M].北京:高等教育出版社,1998. GUAN Zhi,LU Jin-fu.Basic Numerical Analysis[M].Beijing:Higher Education Press,1998.
[12]林家浩,钟万勰.关于虚拟激励法与结构随机响应的注记[J].计算力学学报,1998,15(2):217-223. LIN Jia-hao,ZHONG Wan-xie.Some Notes on FEM and Structural Random Response Analysis[J].Chinese Journal of Computational Mechanics,1998,15(2):217-223.
[13]宗孔德,胡广书.数字信号处理[M].北京:清华大学出版社,1988. ZONG Kong-de,HU Guang-shu.Digital Signal Process[M].Beijing:Tsinghua University Press,1988.
[14]苑宏宇,叶继红,沈世钊,等.单层球面网壳的最不利简单动荷载分析[J].建筑科学与工程学报,2007,24(2):13-18. YUAN Hong-yu,YE Ji-hong,SHEN Shi-zhao,et al.Analysis of the Most Unfavorable Simple Dynamic Loads for Single-layer Spherical Latticed Shells[J].Journal of Architecture and Civil Engineering,2007,24(2):13-18.

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Last Update: 2008-06-20