体育场大悬挑屋盖的振动特性及风振应用
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摘要
体育场大悬挑屋盖振动的频谱比较密集,空间振型特性复杂,工程中常采用的风激振动的振型分解法与屋盖的振型特性密切相关.以上海8万人体育场环状屋盖结构和湖南益阳体育场单侧悬挑屋盖结构为背景,分析得到它们振型特性的规律,反对称振型和对称振型交替出现.并以益阳体育场屋盖为例,在频域内分析了多振型和振型动位移交叉项(或耦合项)对风振动位移响应的影响,得出第一阶竖向对称振型对总响应影响大,特别是在屋盖前缘中部,考虑前10阶振型,第1阶竖向对称振型对总位移的影响达90%,振型动位移交叉项可以忽略.
The frequencies of large cantilevered roofs of stadiums are quite close and the characteristics of spatial modes are complex. The mode superposition method used in the analysis of wind induced vibration in engineering has great correlation to the modal characteristics of roofs. In the paper we present the model characteristics of the two different roofs: one is the circular roof of Shanghai Stadium and the other is the single-sided cantilevered roof of Yiyang Stadium in Hunan province, and draw out the antisymmetric model shape and symmetric model shape appear alternately. In frequency domain we study the effect of the muti-mode and the cross part(or coupling term)of mode dynamic displacements on the wind induced response of the roof of Yiyang Stadium. We can conclude that the first vertical symmetric modal shape has much effect on the total response and the cross part of mode dynamic displacements can be neglected.
The frequencies of large cantilevered roofs of stadiums are quite close and the characteristics of spatial modes are complex. The mode superposition method used in the analysis of wind induced vibration in engineering has great correlation to the modal characteristics of roofs. In the paper we present the model characteristics of the two different roofs: one is the circular roof of Shanghai Stadium and the other is the single-sided cantilevered roof of Yiyang Stadium in Hunan province, and draw out the antisymmetric model shape and symmetric model shape appear alternately. In frequency domain we study the effect of the muti-mode and the cross part(or coupling term)of mode dynamic displacements on the wind induced response of the roof of Yiyang Stadium. We can conclude that the first vertical symmetric modal shape has much effect on the total response and the cross part of mode dynamic displacements can be neglected.
引文
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[10] 陈亚勇.MATLAB信号处理详解[M].北京:人民邮电出版社,2001.131～168.
[2] IMAIAK,FRANGOPOLBDM.GeometricallynonlinearfiniteelementreliabilityanalysisofstructuralsystemsI:theory[J].ComputersandStructures,2000,77:677～691.
[3] 林颖儒,徐晓明,黄本才,等.上海虹口足球场大悬挑钢屋盖结构自振特性和风振动力响应分析[J].空间结构,2001,(7):12～17.
[4] BORRIC,MAJOWIECKIM,SPINELLIP.Windresponseofalargetensilestructure:thenewroofoftheOlympicstadiuminRome[J].JournalofWindEngineeringandIndustrialAerodynamics,1992,(41～44):1435～1446.
[5] 楼文娟,庞振钱,孙炳楠.模态力法确定大跨屋盖风振响应及风振系数[A].中国风工程学会.工程及53工业空气动力学学术会议论文集[C].北京:中国风工程学会,2002.196～200.
[6] 星谷胜.随机振动分析[M].北京:地震出版社,1977.108～132.
[7] 埃米尔.希缪,罗伯特.H,斯坎伦.风对结构的作用[M].刘尚培,译.上海:同济大学出版社,1992.138～150.
[8] 黄本才.结构抗风分析原理及应用[M].上海:同济大学出版社,2001.115～137.
[9] 齐 辉.体育场大悬挑屋盖线性与非线性风振响应研究[D].上海:同济大学,2004.7～25.
[10] 陈亚勇.MATLAB信号处理详解[M].北京:人民邮电出版社,2001.131～168.
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