某周期比超限偏心结构地震反应控制分析
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摘要
本文以周期比超限的某偏心结构工程为研究背景,基于SAP2000建立三维有限元模型,采用黏滞阻尼器、黏弹性阻尼器、软钢阻尼器、复合铅黏弹性阻尼器和钢支撑五种减震方案对其进行扭转控制,针对不同扭转控制方案分别进行了模态分析、反应谱分析和动力时程分析,对比研究了多遇地震作用下各控制方案的周期比、层间位移、支撑内力及阻尼器的耗能能力。研究表明:五种控制方案均具有有效抑制结构扭转振动响应的能力,降低结构的最大层间位移角,并使之满足规范要求;后四种控制方案能明显减小结构的周期比,将结构第一扭转反应控制在第三振型;对于此类偏心结构体系的扭转振动控制,本文建议阻尼器设置应尽量远离刚度中心,以达到最佳扭转控制效果。
An eccentric structure was selected as an example in this paper.Three-dimensional finite element modelwas constructed by using SAP2000.According to the natural characteristics of the building,five kinds of dampingcontrol plans of added viscous dampers,viscoelastic damper,metal damper,lead-viscoelastic dampers and steelbraces were put forward to restrain the torsional response.In order to research period ratio,inter-story displace-ment,brace inner-force and energy dissipation behavior of dampers for the five control plans,this paper studiesmodel analysis,response spectrum analysis and history analysis.The results showthat all of the five control planshave behavior of restraining torsional response and reducing the max inter-story displacement greatly.The last fourcontrol plans can reduce the period ratio effectively and control the torsional response almost completely for the firstmodel.In order to achieve the optimal torsional-control effect for this eccentric structure,this paper suggests thatdampers should be installed away from the rigidity center.
An eccentric structure was selected as an example in this paper.Three-dimensional finite element modelwas constructed by using SAP2000.According to the natural characteristics of the building,five kinds of dampingcontrol plans of added viscous dampers,viscoelastic damper,metal damper,lead-viscoelastic dampers and steelbraces were put forward to restrain the torsional response.In order to research period ratio,inter-story displace-ment,brace inner-force and energy dissipation behavior of dampers for the five control plans,this paper studiesmodel analysis,response spectrum analysis and history analysis.The results showthat all of the five control planshave behavior of restraining torsional response and reducing the max inter-story displacement greatly.The last fourcontrol plans can reduce the period ratio effectively and control the torsional response almost completely for the firstmodel.In order to achieve the optimal torsional-control effect for this eccentric structure,this paper suggests thatdampers should be installed away from the rigidity center.
引文
[1]周云.耗能减震加固技术与设计方法[M].北京:科学出版社,2006.
[2]周云.黏滞阻尼器减震结构设计[M].武汉:武汉理工大学出版社,2006.
[3]周云.黏弹性阻尼器减震结构设计[M].武汉:武汉理工大学出版社,2006.
[4]周云.金属阻尼器减震结构设计[M].武汉:武汉理工大学出版社,2006.
[5]Goel R K.Control of earthquake-induced torsional vibrations in asymmetric buildings[C]//Proceedings of 2nd World Conference on StructuralControl,Kyoto,1998:1623-1630.
[6]Palazzo B,Petti L,De Iuliis M.Torsional seismic response control of asymmetric-plan systems by using viscous dampers[C]//13th World Confer-ence on Earthquake Engineering Conference Proceedings,Canada,2004.
[7]刘畅,邹银生.偏心结构在双向地震作用下扭转反应之影响因素[J].防灾减灾工程学报,2007,27(1):23-28.
[8]李忠献,万家,姜忻良.高层建筑结构扭转耦合地震反应阻尼器控制试验研[J].振动工程学报,1999,12(2):262-266.
[9]郑久建,魏琏.多高层建筑采用黏滞阻尼器减震结构的扭转分析[J].工程抗震,2004(2):1-5.
[10]李宏男,杨浩.多维地震作用下偏心结构动力反应的Simulink仿真分析[J].防灾减灾工程学报,2004,24(4):355-362.
[11]GB 50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[12]JGJ3-2002高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2002.
[13]SAP2000分析参考手册[CP].USA:Computers and Structrues,Inc,2004.
[14]郭仕群.使用偏心支撑减小不规则高层建筑的扭转振动反应[J].地震工程与工程振动,2005,25(3):76-80.
[2]周云.黏滞阻尼器减震结构设计[M].武汉:武汉理工大学出版社,2006.
[3]周云.黏弹性阻尼器减震结构设计[M].武汉:武汉理工大学出版社,2006.
[4]周云.金属阻尼器减震结构设计[M].武汉:武汉理工大学出版社,2006.
[5]Goel R K.Control of earthquake-induced torsional vibrations in asymmetric buildings[C]//Proceedings of 2nd World Conference on StructuralControl,Kyoto,1998:1623-1630.
[6]Palazzo B,Petti L,De Iuliis M.Torsional seismic response control of asymmetric-plan systems by using viscous dampers[C]//13th World Confer-ence on Earthquake Engineering Conference Proceedings,Canada,2004.
[7]刘畅,邹银生.偏心结构在双向地震作用下扭转反应之影响因素[J].防灾减灾工程学报,2007,27(1):23-28.
[8]李忠献,万家,姜忻良.高层建筑结构扭转耦合地震反应阻尼器控制试验研[J].振动工程学报,1999,12(2):262-266.
[9]郑久建,魏琏.多高层建筑采用黏滞阻尼器减震结构的扭转分析[J].工程抗震,2004(2):1-5.
[10]李宏男,杨浩.多维地震作用下偏心结构动力反应的Simulink仿真分析[J].防灾减灾工程学报,2004,24(4):355-362.
[11]GB 50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[12]JGJ3-2002高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2002.
[13]SAP2000分析参考手册[CP].USA:Computers and Structrues,Inc,2004.
[14]郭仕群.使用偏心支撑减小不规则高层建筑的扭转振动反应[J].地震工程与工程振动,2005,25(3):76-80.
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