顶部偏心缩进结构的扭转效应
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摘要
对立面不一致结构,即顶部楼层有局部偏心缩进的房屋建筑的弹塑性地震反应进行分析.以一理想的5层钢筋混凝土框架结构为例,分析了顶部偏心缩进25%、50%、75%等不同偏心缩进率结构在单向地震动输入下的弹塑性扭转效应.结果表明:顶部楼层的局部偏心缩进对结构的弹性反应将产生明显的影响;结构进入弹塑性运动后,平扭耦合运动的程度减小,偏心缩进对构件的最小延性要求影响较小.
The inelastic seismic responses of buildings with local eccentric setback at top storey are researched by time history analysis method.Using an ideal five-storey reinforced concrete frame building as example,the inelastic torsional coupled effects of the buildings with different setback ratios of 25%,50% and 75% of the top storey area,on one direction excitation,are presented.The results show that the setback at top storey would cause significant effects on the elastic seismic response.However,it would reduce the torsional coupled responses and only cause slight effects on the minimum ductility demand of the lateral resisting element while in inelastic range.
The inelastic seismic responses of buildings with local eccentric setback at top storey are researched by time history analysis method.Using an ideal five-storey reinforced concrete frame building as example,the inelastic torsional coupled effects of the buildings with different setback ratios of 25%,50% and 75% of the top storey area,on one direction excitation,are presented.The results show that the setback at top storey would cause significant effects on the elastic seismic response.However,it would reduce the torsional coupled responses and only cause slight effects on the minimum ductility demand of the lateral resisting element while in inelastic range.
引文
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[4]黄吉锋,徐培福.荷载相关的结构刚度中心概念及算法[J].建筑结构学报,2014,35(4):162-168.(Huang Jifeng,Xu Peifu.Concept and Algorithm of LoadCorrelating Center of Rigidity of Building Structure[J].Journal of Building Structures,2014,35(4):162-168.)
[5]蔡贤辉,邬瑞锋.偏心结构的弹塑性地震反应时程分析[J].工程抗震,1999(4):12-15.(Cai Xianhui,Wu Ruifeng.Inelastic Time History Analysis of Seismic Response of Asymmetric Building[J].Earthquake Resistant Engineering,1999(4):12-15.)
[6]曾支明,丛树民.框架-剪力墙结构高层地震问题的数值分析[J].沈阳大学学报,2011,23(6):118-120,124.(Zeng Zhiming,Cong Shumin.Numerical Analysis on Frame-Shear Wall Structure High-Rise Buildings under Earthquake[J].Journal of Shenyang University,2011,23(6):118-120,124.
[7]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(GB 50011—2010 Code for Seismic Design of Buildings[S].Beijing:China Architecture&Building Press,2010.)
[2]Tseng Chien-Chuang,Hwang Shyh-Jiann,Mo Y L,et al.Experiment of Torsional-Coupled RC Building Subjected to Bi-Directional Cyclic Loading[C]∥Proceedings of the 3th International Conference on Advances in Experimental Structural Engineering,San Francisco,California,2009:1-10.
[3]韩军.建筑结构扭转地震反应分析及抗扭设计方法研究[D].重庆:重庆大学,2009.(Han Jun.Research on Analysis of Torsional Seismic Response of Building Structure and Torsional Design Method[D].Chongqing:Chongqing University,2009.)
[4]黄吉锋,徐培福.荷载相关的结构刚度中心概念及算法[J].建筑结构学报,2014,35(4):162-168.(Huang Jifeng,Xu Peifu.Concept and Algorithm of LoadCorrelating Center of Rigidity of Building Structure[J].Journal of Building Structures,2014,35(4):162-168.)
[5]蔡贤辉,邬瑞锋.偏心结构的弹塑性地震反应时程分析[J].工程抗震,1999(4):12-15.(Cai Xianhui,Wu Ruifeng.Inelastic Time History Analysis of Seismic Response of Asymmetric Building[J].Earthquake Resistant Engineering,1999(4):12-15.)
[6]曾支明,丛树民.框架-剪力墙结构高层地震问题的数值分析[J].沈阳大学学报,2011,23(6):118-120,124.(Zeng Zhiming,Cong Shumin.Numerical Analysis on Frame-Shear Wall Structure High-Rise Buildings under Earthquake[J].Journal of Shenyang University,2011,23(6):118-120,124.
[7]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(GB 50011—2010 Code for Seismic Design of Buildings[S].Beijing:China Architecture&Building Press,2010.)
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