摘 要：以432米高的广州西塔的刚性模型多点同步测压风洞试验为背景，研究该超高层建筑结构气动荷载的竖向相干特性，采用相干函数方法(CFM)计算并替代气动力谱矩阵的互谱密度进行风致响应计算。结果显示，当经验指数式相干函数的指数衰减因子取6~8时，顺风向响应与精确结果较吻合，但在横风向上差别则比较明显。文中进一步计算了结构参振模态数目对西塔风振响应计算结果的影响，结果表明：忽略高阶模态对结构顺风向的层间位移角响应的影响较大、最大可产生9%的误差，但对结构横风向响应影响则很小，这意味着西塔风振响应仍由基阶模态控制。文中针对超高层建筑横风向响应估算的可行方法进行了讨论和建议。 参考文献 [1] 张建胜，武岳，沈世钊. 不同脉动风相干函数对高层建筑风振响应的影响 [J]. 振动工程学报, 2009, 22(2): 117-122. ZHANG Jian-sheng, WU Yue, SHEN Shi-zhao. Wind-induced response of high-rise buildings analyzed by different coherence functions of gust [J]. Journal of Vibration Engineering, 2009, 22(2): 117-122. (in Chinese) [2] 徐安，谢壮宁，倪振华. 用瞬态测压法研究高层建筑的等效设计风荷载 [J]. 土木工程学报, 2004 , 37(9): 11-16,26. XU An, XIE Zhuang-ning, NI Zhen-hua. Investigation Of Equivalent Wind Load On Tall Building Instantaneous Pressure Measurement Method [J]. China Civil Engineering Journal, 2004, 37(9): 11-16,26. (in Chinese) [3] 金虎，楼文娟，沈国辉，徐龙银. X形超高层建筑层风激励谱计算模型研究 [J]. 土木工程学报, 2008, 41(8): 1-7. JIN Hu, LOU Wen-juan, SHEN Guo-hui, XU Long-yin. Study on the mathematical model of wind load spectrum of X-shaped high-rise buildings [J]. China Civil Engineering Journal, 2008, 41(8): 1-7. (in Chinese) [4] 黄东梅，朱乐东. 超高层建筑层风力空间相关性数学模型—综合分析法 [J]. 土木工程学报, 2009, 42(8): 26-36. HUANG Dong-mei ZHU Le-dong. Mathematical model of spatial correlation of wind pressure coefficients for super-tall buildings: comprehensive analysis method [J]. China Civil Engineering Journal, 2009, 42(8): 26-36. (in Chinese) [5] 建筑结构荷载规范 (GB50009-2001) [S]. 北京: 中国建筑工业出版社, 2006. Load code for the design of building structures (GB50009-2001) [S]. Beijing: China Architecture Industry Press, 2006. (in Chinese) [6] A Kareem. Wind-excited response of buildings in higher modes [J]. ASCE Journal of Structural Division, 1984, 104(ST4): 701-704. [7] Irwin, P.A. Wind engineering challenges of the new generations of super-tall building [C]. The 12th International Conference on Wind Engineering, Australia, 2007: 1-16. [8] 谢壮宁. 风致复杂结构随机振动分析的一种快速算法——谐波激励法 [J]. 应用力学学报, 2007, 24(2): 263-266. XIE Zhuang-ning. New rapid algorithm for wind-induced random vibration of complex structures [J].Chinese Journal of Applied Mechanics, 2007, 24(2): 263-266. (in Chinese) [9] 李小康，谢壮宁. 大跨度屋盖结构风振响应和等效静风荷载的快速算法和应用 [J]. 土木工程学报, 2010, 43(7): 29-36. LI Xiao-kang, XIE Zhuang-ning. Efficient Algorithm and Application for the Wind-Induced Response and Equivalent Static Wind Load of Large-Span Roof Structures [J]. China Civil Engineering Journal, 2010, 43(7): 29-36. (in Chinese) [10] Simiu E, Scanlan R H. Wind Effects on Structures [M]. JohnWiley & Sons, Inc, 1996. [11] 谢壮宁，方小丹，倪振华，石碧青. 广州西塔的风效应研究 [J]. 建筑结构学报, 2009, 30(1): 107-114. XIE Zhuang-ning, FANG Xiao-dan, NI Zhen-hua, SHI Bi-qing. Study on Wind Effects of Guangzhou West Tower [J]. Journal of Building Structures, 2009, 30(1): 107-114. (in Chinese) [12] Davenport A G. The relationship of wind structure to wind loading [C]//Proceedings of a Conference on Buildings and Structures. National Physics Laboratory, Great Britain, 1963: 54-83. [13] M Gu, Y Quan. Across-wind loads of typical tall buildings [J]. Journal of Wind Engineering and Industrial Aerodynamics, 2004, 92(13): 1147-1165.
Abstract：Abstract: Base on the test results of the wind pressure on the 432-meters-high Guangzhou West Tower (GWT) by synchronous multi-pressure measurement on rigid model in the boundary layer wind tunnel. The vertical coherence of the aerodynamic load and wind-induced response (WIR) of GWT have been comprehensively studied. The cross-power spectra densities of the aerodynamic force are calculated with the coherence function method (CFM) in which the empirical exponential decay coherence functions are used as substitutes for the off-diagonal elements of the power spectra densities matrix. The results show that CFM has high accuracy for calculation of WIR in the along-wind direction when exponential decay factor in the empirical exponential decay coherence function is in the range 6 ~ 8, but not suitable for calculation of WIR in the across-wind direction. Moreover, the influence of the participant mode number on WIR is analyzed. Differences are found in the along-wind response when higher order modes are neglected and this could lead to a maximum error of 9% in calculation of inter-story displacement angle. However, WIR in the across-wind direction is still dominated by the fundamental mode. Finally, feasible methods for estimation of across-wind response of tall building are discussed and proposed.
李小康;谢壮宁. 广州西塔气动荷载特性及风致响应研究[J]. , 2012, 31(16): 104-110.
LI Xiao-kang;XIE Zhuang-ning. Study on Aerodynamic Wind Loads and Wind-induced Response of Guangzhou West Tower. , 2012, 31(16): 104-110.
2012, Vol. 31 
