扭转方向非理想振型的广义气动力谱修正
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摘要
在扭转方向,结合脉动风荷载的相干函数,采用数值积分的方法计算得出了非理想振型对高层建筑广义气动力谱的修正公式,并通过刚性模型测压试验证实了该公式的可靠性。以振型指数为参数,本文讨论了非理想振型对高层建筑广义气动力谱的影响:当振型指数大于0时,修正系数均小于1,即理想振型的广义气动力谱均大于非理想振型的广义气动力谱,实际振型的计算结果是偏于保守的。基于理想振型得到的广义气动力谱,采用0.5的修正系数进行修正,可应用于建筑结构荷载规范所采用的振型。
Combined with the coherence function of fluctuating wind load,the numerical formula is used to calculate the generalized aerodynamic spectrum of non-ideal modes for high-rise buildings in the torsional direction,whose reliability is confirmed by the rigid model test. At the same time,the influence of non-ideal vibration modes on the generalized aerodynamic spectrum of high-rise buildings is discussed with taking the vibration index as the parameters: when the mode index is greater than 0,the correction coefficient is less than1,that is,the generalized aerodynamic spectrum of the ideal mode is larger than the generalized aerodynamic spectrum of non-ideal mode,and the calculation results of actual vibration modes are conservative. Based on the generalized aerodynamic spectrum of the ideal mode,it is recommended to use a correction factor of 0. 5 in the vibration of theloadcode for the design of building structures.
Combined with the coherence function of fluctuating wind load,the numerical formula is used to calculate the generalized aerodynamic spectrum of non-ideal modes for high-rise buildings in the torsional direction,whose reliability is confirmed by the rigid model test. At the same time,the influence of non-ideal vibration modes on the generalized aerodynamic spectrum of high-rise buildings is discussed with taking the vibration index as the parameters: when the mode index is greater than 0,the correction coefficient is less than1,that is,the generalized aerodynamic spectrum of the ideal mode is larger than the generalized aerodynamic spectrum of non-ideal mode,and the calculation results of actual vibration modes are conservative. Based on the generalized aerodynamic spectrum of the ideal mode,it is recommended to use a correction factor of 0. 5 in the vibration of theloadcode for the design of building structures.
引文
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[10]Solari G.Mathematical model to predict 3-D wind loading on buildings[J].Journal of Engineering Mechanics,1985,111(2):254-276.
[11]黄本才,汪从军.结构抗风分析原理及应用[M].上海:同济大学出版社,2008:78-84.Huang Bencai,Wang Congjun.Principle and application of structural wind resistanceanalysis[M].Shanghai:Tongji University Press,2008:78-84.(in Chinese)
[12]Xu Y L,Kwok K C S.Mode shape corrections for wind tunnel tests of tallbuildings[J].Engineering Structures,1993,15(5):387-392.
[13]Holmes J D,Rofail A,Aurelius L.High frequency base balance methodologies for tall buildings with torsional and coupled resonant modes[C]∥Proc.11th International Conf.on Wind Engineering,Texas Tech Univ,2003:2381-2388.
[14]中华人民共和国建设部.GB 50009—2012建筑结构荷载规范[S].北京:中国建筑工业出版社,2012.Ministry of Construction of the People’s Republic of China.GB 50009—2012 Load code for the design of building structures[S].Beijing:China Building Industry Press,2012.(in Chinese)
[2]全涌,顾明.高层建筑横风向风致响应及等效静力风荷载的分析方法[J].工程力学,2006,6(9):84-88.Quan Yong,Gu Ming.Analytical method of acrosswind response and equivalent static wind loads of high-rise buildings[J].Engineering Mechanics,2006,6(9):84-88.(in Chinese)
[3]Tschanz T,Davenport A G.The base balance technique for the determination of dynamic wind loads[J].Journal of Wind Engineering and Industrial Aerodynamics,1983,13(01):429-439.
[4]Kareem A.Measurements of pressure and force fields on building models in simulated atmosphericflows[J].Journal of Wind Engineering and Industrial Aerodynamics,1990,36(06):589-599.
[5]Vickery P J,Steckley A C,Isyumov N,et al.The effect of mode shape on the wind-induced response of tall buildings[C].In:Proc.5th US National Conf.on Wind Engineering.Texas Tech.Univ.,1985:41-48.
[6]Holmes J D.Mode shape corrections for dynamic response to wind[J].Engineering Structures,1987,9(3):210-212.
[7]Tallin A,Ellingwood B.Analysis of torsional moments on tall buildings[J].Journal of wind engineering and industrial aerodynamics,1985,18(2):191-195.
[8]Architectural Institute of Japan(AIJ).Recommendations for Loads on buildings:JWL04-2[S].Tokyo,Japan Standards Press,1993:179-182.
[9]梁枢果,刘胜春,张亮亮,等.矩形高层建筑扭转动力风荷载解析模型[J].地震工程与工程振动,2003,3(5):74-80.Liang Shuguo,Liu Shengchun,Zhang Liangliang,et al.Analytical model of torsional dynamic wind loads on rectangular tall buildings[J].Earthquake Engineering and Engineering Vibration,2003,3(5):74-80.(in Chinese)
[10]Solari G.Mathematical model to predict 3-D wind loading on buildings[J].Journal of Engineering Mechanics,1985,111(2):254-276.
[11]黄本才,汪从军.结构抗风分析原理及应用[M].上海:同济大学出版社,2008:78-84.Huang Bencai,Wang Congjun.Principle and application of structural wind resistanceanalysis[M].Shanghai:Tongji University Press,2008:78-84.(in Chinese)
[12]Xu Y L,Kwok K C S.Mode shape corrections for wind tunnel tests of tallbuildings[J].Engineering Structures,1993,15(5):387-392.
[13]Holmes J D,Rofail A,Aurelius L.High frequency base balance methodologies for tall buildings with torsional and coupled resonant modes[C]∥Proc.11th International Conf.on Wind Engineering,Texas Tech Univ,2003:2381-2388.
[14]中华人民共和国建设部.GB 50009—2012建筑结构荷载规范[S].北京:中国建筑工业出版社,2012.Ministry of Construction of the People’s Republic of China.GB 50009—2012 Load code for the design of building structures[S].Beijing:China Building Industry Press,2012.(in Chinese)