张拉整体塔结构风荷载时程模拟及风振分析
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摘要
为研究张拉整体功能性建筑,比较分析了5种不同的风速功率谱函数,得知张拉整体塔结构的风荷载计算在一定高度内可以不考虑风速谱的变化;模拟了张拉整体塔结构不同高度处的风速时程,并转化为风荷载时程;对在465 MPa初始预应力状态下的结构进行了风振分析,得知其风振响应较小;比较分析了不同初始预应力下结构的风振响应,得知3种杆件的动静比都随预应力增大而增大,在一定范围内的不同初始预应力下结构各节点最大位移基本相等.
Five different kinds of power spectral density functions of wind speed are analyzed and compared,and it is obtained that the change in power spectral density functions of wind speed can be ignored in the calculation of wind load under a certain height range for the tensegrity tower.Then the wind speed time-history is simulated for different height of tensegrity tower,and transformed into wind load time-history.Wind-induced vibration response of the tensegrity tower under the prestress of 465 MPa is analyzed,and it is found that the wind-induced vibration response is weak.Furthermore,the wind-induced vibration response under different prestress are analyzed and compared.The results show that the seismic coefficients for three kinds of members increase as the prestress increases,and the largest displacements of all joints are approximately equivalent under different primary prestress within a certain range.
Five different kinds of power spectral density functions of wind speed are analyzed and compared,and it is obtained that the change in power spectral density functions of wind speed can be ignored in the calculation of wind load under a certain height range for the tensegrity tower.Then the wind speed time-history is simulated for different height of tensegrity tower,and transformed into wind load time-history.Wind-induced vibration response of the tensegrity tower under the prestress of 465 MPa is analyzed,and it is found that the wind-induced vibration response is weak.Furthermore,the wind-induced vibration response under different prestress are analyzed and compared.The results show that the seismic coefficients for three kinds of members increase as the prestress increases,and the largest displacements of all joints are approximately equivalent under different primary prestress within a certain range.
引文
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[3]Herbert K limke,Soeren Stephan.The m ak ing of tensegritytower[J].Stahlbau,2004,73(2):74—79.
[4]王洪军,张其林,周骥,等.张拉整体模型制作[J].空间结构,2005,11(2):53—56.W ang Hongjun,Zhang Q ilin,Zhou Ji,et al.The m ak ing ofa tensegrity model[J].Spatial Structure,2005,11(2):53—56(in Ch inese).
[5]陈志华,赵建波,刘锡良.三棱台张拉整体塔结构研究[J].建筑科学,2005,21(4):68—72.Chen Zh ihua,Zhao Jianbo,L iu X iliang.Study on tensegritytower composed of truncated triangu lar pyram id[J].BuildingScience,2005,21(4):68—72(in Ch inese).
[6]王元清,任志宏,石永久,等.点支式玻璃建筑鱼腹式柔性支承体系风振响应分析[J].工业建筑,2005,35(2):23—26.W ang Yuanq ing,Ren Zh ihong,Sh i Yongjiu,et al.W indvibration analysis of fish-bellied flexib le supporting systemfor point-supported glass bu ild ing[J].Journal of BuildingStructures,2005,35(2):23—26(in Ch inese).
[7]希缪埃米尔,斯坎伦罗伯H.风对结构的作用———风工程导论[M].刘尚培,项海帆,谢霁明,译.上海:同济大学出版社,1992.S im iu Em ile,Scan lan RobertH.StructuralResponses Inducedby Wind—Introduction ofWind Engineering[M].Translatedby L iu Shangpe i,X iang Haifan,X ie Jim ing.Shanghai:Tongji Un iversity Press,1992(in Ch inese).
[8]王修琼,崔剑峰.Davenport谱中系数K的计算公式及其工程应用[J].同济大学学报,2002,30(7):849—852.W ang X iuq iong,Cu i Jianfeng.Formu la of coeffic ientKinexpression of Davenport spectrum and its engineering app li-cation[J].Journal of Tongji University,2002,30(7):849—852(in Ch inese).
[9]Lennard D E.The M odern Design ofWind-Sensitive Struc-tures[M].London:Construction Industry Research and In-form ation Assoc iation,1970.
[10]薛松涛,钱宇音,陈镕,等.风速谱的分析研究及风致响应的计算分析[J].工程力学,2001,1(增刊):194—198.Xue Songtao,Q ian Yuyin,Chen Rong,et al.Analysis ofw ind speed spectrum and computational analysis of w ind-in-duced response[J].Engineering M echanics,2001,1(sup-p l.):194—198(in Ch inese).
[11]Sim iu Em ile.W ind effects on c ivil engineering structures[J].Structural Safety,1984,2(2):161—162.
[12]星谷胜.随机振动分析[M].常宝琦,译.北京:地震出版社,1977.Hosh itan i.Analysis ofRandom Vibration[M].Translated byChang Baoq i.Be ijing:Earthquake Press,1977(in Ch i-nese).
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