高层建筑抗震设计振型数目选取原则
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摘要
针对《建筑抗震设计规范》中高层建筑结构抗震设计时振型数目选取规定不明确的问题,研究了高层建筑结构抗震计算中诸多影响因素与振型选取的关系。经过动力学分析,认为不同的高振型会影响基底剪力沿结构高度的分布;振型参与质量是基于基底剪力等效得到的反映各阶振型对基底剪力贡献大小的参数;高层建筑抗震计算的振型数目选取与振型参与质量有关。研究结果表明:高层建筑结构抗震设计中高振型的影响不容忽视,在底部剪力和顶端位移误差小于5%的情况下,累计质量参与系数应大于90%;对于不规则结构,动力荷载参与系数应大于95%。
Based on selecting mode number in seismic design of high-rise building structures in Chinese current code for seismic design of building has not express provision,the relationship between mode and many influences in seismic calculation of high-rise building structures is studied.This paper puts forward that the different high mode influences the distribution of base shear along the height of structure.Modal participating mass is a parameter,which effects the contribution to the base shear by each mode based on equivalent to the base shear.Mode number selection in seismic calculation of high-rise building structures relates to modal participating mass.The research result indicates that the influence of high mode should not be neglected in the seismic design of tall building structures.The decision principle of mode number is: when the error of base shear and top displacement are both below 5%,the sum of modal participating mass ratio should exceed 90%;for the irregular structure,the dynamic load participation ratio should exceed 95%.
Based on selecting mode number in seismic design of high-rise building structures in Chinese current code for seismic design of building has not express provision,the relationship between mode and many influences in seismic calculation of high-rise building structures is studied.This paper puts forward that the different high mode influences the distribution of base shear along the height of structure.Modal participating mass is a parameter,which effects the contribution to the base shear by each mode based on equivalent to the base shear.Mode number selection in seismic calculation of high-rise building structures relates to modal participating mass.The research result indicates that the influence of high mode should not be neglected in the seismic design of tall building structures.The decision principle of mode number is: when the error of base shear and top displacement are both below 5%,the sum of modal participating mass ratio should exceed 90%;for the irregular structure,the dynamic load participation ratio should exceed 95%.
引文
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[3]陈建云,马恒春,周晶.超高层筒体结构模型振动台地震破坏试验研究[J].防灾减灾工程学报,2004,24(4):389-395.CHEN Jian-yun,MA Heng-chun,ZHOU Jing.Sha-king table test of seismic damage of a high rise tube-structure mode[J].Journal of Disaster Prevent andMitigation Engineering,2004,24(4):389-395.
[4]陈招平,董平,黄丽婷.高层建筑地震反应的TLD振动控制[J].建筑科学与工程学报,2008,25(1):122-126.CHEN Zhao-ping,DONG Ping,HUANG Li-ting.TLD vibrational controlling for seismic response ofhigh-rise building[J].Journal of Architecture andCivil Engineering,2008,25(1):122-126.
[5]GB 50011—2001,建筑抗震设计规范[S].
[6]爱德华L威尔逊.结构动力与静力分析[M].北京:中国建筑工业出版社,2006.
[7]韦承基,史铁花,薛彦涛.合理振型数的确定及扭转振型判定[J].工程抗震,2002(4):1-2,9.WEI Cheng-ji,SHI Tie-hua,XUE Yan-tao.Decisionof reasonable mode number and judgment of torsionmode[J].Earthquake Resistant Engineering,2002(4):1-2,9.
[8]肖常健,刘颖,郑炜,等.大地盘不对称双塔结构动力分析[J].贵州工业大学学报:自然科学版,2004,33(3):85-88,91.XIAO Chang-jian,LIU Ying,ZHENG Wei,et al.Dy-namic analysis of non-mirrored two-towers highbuilding with enlarged base[J].Journal of GuizhouUniversity of Technology:Natural Science Edition,2004,33(3):85-88,91.
[2]莫庸.台湾9.21大地震多层框架结构震害特点和经验[J].工程抗震,2002(4):26-30.MO Yong.The Sep.21 of 1999 great Taiwan earth-quake:damage features and experiences on multi-storeframe[J].Earthquake Resistant Engineering,2002(4):26-30.
[3]陈建云,马恒春,周晶.超高层筒体结构模型振动台地震破坏试验研究[J].防灾减灾工程学报,2004,24(4):389-395.CHEN Jian-yun,MA Heng-chun,ZHOU Jing.Sha-king table test of seismic damage of a high rise tube-structure mode[J].Journal of Disaster Prevent andMitigation Engineering,2004,24(4):389-395.
[4]陈招平,董平,黄丽婷.高层建筑地震反应的TLD振动控制[J].建筑科学与工程学报,2008,25(1):122-126.CHEN Zhao-ping,DONG Ping,HUANG Li-ting.TLD vibrational controlling for seismic response ofhigh-rise building[J].Journal of Architecture andCivil Engineering,2008,25(1):122-126.
[5]GB 50011—2001,建筑抗震设计规范[S].
[6]爱德华L威尔逊.结构动力与静力分析[M].北京:中国建筑工业出版社,2006.
[7]韦承基,史铁花,薛彦涛.合理振型数的确定及扭转振型判定[J].工程抗震,2002(4):1-2,9.WEI Cheng-ji,SHI Tie-hua,XUE Yan-tao.Decisionof reasonable mode number and judgment of torsionmode[J].Earthquake Resistant Engineering,2002(4):1-2,9.
[8]肖常健,刘颖,郑炜,等.大地盘不对称双塔结构动力分析[J].贵州工业大学学报:自然科学版,2004,33(3):85-88,91.XIAO Chang-jian,LIU Ying,ZHENG Wei,et al.Dy-namic analysis of non-mirrored two-towers highbuilding with enlarged base[J].Journal of GuizhouUniversity of Technology:Natural Science Edition,2004,33(3):85-88,91.
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