某钢框架结构的抗震加固及动力时程分析
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摘要
为了改善某未按图施工的平面不规则钢框架结构房屋的抗震性能,采用局部增设钢支撑对其进行抗震加固.利用SAP2000软件建立空间模型,对该钢框架结构按现状及加固后两种工况进行动力时程分析,探究其在各种地震工况作用下的抗震性能,研究结构的顶层位移反应、层间位移分布和基底剪力分布的影响.分析表明,优化后的加固方案使结构体系抗震变形得到控制,扭转效应明显减少,为类似工程的抗震加固提供了参考.
In order to improve the anti-seismic performance of a building with plane abnormity steel frame structure which was not constructed according to the design drawing,the anti-seismic strengthening for the building was carried out with locally adding the steel support.The SAP2000 software was used to establish a spatial model,and then the dynamic time-history analysis for the steel frame structure under both existing and strengthed conditions was performed.In addition,the anti-seismic performance of the structure under various seismic conditions was investigated,and the influence concerning the displacement response of top floor,displacement distribution between floors and shear force distribution of base for the structure was studied.The analysis results show that the anti-seismic deformation of the structure system can be controlled by the optimized strenthening scheme,the torsion effect decreases evidently.And the strengthening scheme can provide the references for the anti-seismic strengthening in similar engineering.
In order to improve the anti-seismic performance of a building with plane abnormity steel frame structure which was not constructed according to the design drawing,the anti-seismic strengthening for the building was carried out with locally adding the steel support.The SAP2000 software was used to establish a spatial model,and then the dynamic time-history analysis for the steel frame structure under both existing and strengthed conditions was performed.In addition,the anti-seismic performance of the structure under various seismic conditions was investigated,and the influence concerning the displacement response of top floor,displacement distribution between floors and shear force distribution of base for the structure was studied.The analysis results show that the anti-seismic deformation of the structure system can be controlled by the optimized strenthening scheme,the torsion effect decreases evidently.And the strengthening scheme can provide the references for the anti-seismic strengthening in similar engineering.
引文
[1]门进杰,史庆轩,周琦.平面不规则钢筋混凝土框架结构基于性能的抗震评估方法[J].土木工程学报,2008,41(9):60-66.(MEN Jin-jie,SHI Qing-xuan,ZHOU Qi.Method ofperformance based seismic evaluation for irregularplane reinforced concrete frame structures[J].ChinaCivil Engineering Journal,2008,41(9):60-66.)
[2]欧进萍,吴斌,龙旭,等.北京饭店消能减振抗震加固设计与分析:时程分析法[J].地震工程与工程振动,2001,21(4):82-87.(OU Jin-ping,WU Bin,LONG Xu,et al.Analysis anddesign of seismic retrofit of Beijing Hotel w ith energydissipators:time history method[J].Earthquake Engi-neering and Engineering Vibration,2001,21(4):82-87.)
[3]中国工程建设标准化协会.CECS 77:96钢结构加固技术规范[S].北京:清华大学土木工程系.(China Association for Engineering ConstructionStandardization.CECS 77:96 Technical specificationfor strengthening steel structures[S].Beijing:Depart-ment of Civil Engineering,Tsinghua University.)
[4]Sarno L D,Elnashai A S.Bracing systems for seismicretrofitting of steel frames[J].Journal of Construc-tional Steel Research,2009,65(2):452-465.
[5]Arturo T C,Alejandro V.Comparative study on theseismic retrofit of a mid-rise steel building Steel bra-cing vs energy dissipation[J].Earthquake Enginee-ring and Structural Dynamics,1997,26(6):637-655.
[6]Sarno L D,Elnashai A S.Seismic retrofitting of steeland composite building structures[R].USA:Univer-sity of Illinois at Urbana-Champaign,2002.
[7]Clough R W,Penzien J.Dynamics of structures[M].New York:McGraw-Hill,2003.
[8]吕西林,朱杰江,刘捷.上海环球金融中心结构简化弹塑性时程分析及试验验证[J].地震工程与工程振动,2005,25(2):34-42.(LXi-lin,ZHU Jie-jiang,LIU Jie.Simplified elastoplastic time history analysis w ith test verification ofthe structure of shanghai w orld financial center[J].Earthquake Engineering and Engineering Vibration,2005,25(2):34-42.)
[9]中华人民共和国住房和城乡建设部.GB50011-2008建筑抗震设计规范[S].北京:中国建筑工业出版社.(The People’s Republic of China Ministry of Housingand Urban-Rural Development.GB50011-2008 Codefor seismic design of buildings[S].Beijing:China Ar-chitecture&Building Press.)
[10]郭仕群.使用偏心支撑减小不规则高层建筑的扭转振动效应[J].地震工程与工程振动,2005,25(3):76-80.(GUO Shi-qun.Using eccentric braces to reduce theresponse of torsional vibration in irregular high-risebuilding[J].Earthquake Engineering and EngineeringVibration,2005,25(3):76-80.)
[11]石永久,熊俊,王元清,等.多层钢框架偏心支撑的抗震性能试验研究[J].建筑结构学报,2010,31(2):29-34.(SHI Yong-jiu,XIONG Jun,WANG Yuan-qing,et al.Experimental studies on seismic performance ofmulti-storey steel frame w ith eccentric brace[J].Journal of Building Structures,2010,31(2):29-34.)
[12]Krawinkler H,Seneviratna G D P K.Pros and cons ofa pushover analysis of seismic performance evaluation[J].Engineering Structures,1998,20(4/5/6):452-464.
[2]欧进萍,吴斌,龙旭,等.北京饭店消能减振抗震加固设计与分析:时程分析法[J].地震工程与工程振动,2001,21(4):82-87.(OU Jin-ping,WU Bin,LONG Xu,et al.Analysis anddesign of seismic retrofit of Beijing Hotel w ith energydissipators:time history method[J].Earthquake Engi-neering and Engineering Vibration,2001,21(4):82-87.)
[3]中国工程建设标准化协会.CECS 77:96钢结构加固技术规范[S].北京:清华大学土木工程系.(China Association for Engineering ConstructionStandardization.CECS 77:96 Technical specificationfor strengthening steel structures[S].Beijing:Depart-ment of Civil Engineering,Tsinghua University.)
[4]Sarno L D,Elnashai A S.Bracing systems for seismicretrofitting of steel frames[J].Journal of Construc-tional Steel Research,2009,65(2):452-465.
[5]Arturo T C,Alejandro V.Comparative study on theseismic retrofit of a mid-rise steel building Steel bra-cing vs energy dissipation[J].Earthquake Enginee-ring and Structural Dynamics,1997,26(6):637-655.
[6]Sarno L D,Elnashai A S.Seismic retrofitting of steeland composite building structures[R].USA:Univer-sity of Illinois at Urbana-Champaign,2002.
[7]Clough R W,Penzien J.Dynamics of structures[M].New York:McGraw-Hill,2003.
[8]吕西林,朱杰江,刘捷.上海环球金融中心结构简化弹塑性时程分析及试验验证[J].地震工程与工程振动,2005,25(2):34-42.(LXi-lin,ZHU Jie-jiang,LIU Jie.Simplified elastoplastic time history analysis w ith test verification ofthe structure of shanghai w orld financial center[J].Earthquake Engineering and Engineering Vibration,2005,25(2):34-42.)
[9]中华人民共和国住房和城乡建设部.GB50011-2008建筑抗震设计规范[S].北京:中国建筑工业出版社.(The People’s Republic of China Ministry of Housingand Urban-Rural Development.GB50011-2008 Codefor seismic design of buildings[S].Beijing:China Ar-chitecture&Building Press.)
[10]郭仕群.使用偏心支撑减小不规则高层建筑的扭转振动效应[J].地震工程与工程振动,2005,25(3):76-80.(GUO Shi-qun.Using eccentric braces to reduce theresponse of torsional vibration in irregular high-risebuilding[J].Earthquake Engineering and EngineeringVibration,2005,25(3):76-80.)
[11]石永久,熊俊,王元清,等.多层钢框架偏心支撑的抗震性能试验研究[J].建筑结构学报,2010,31(2):29-34.(SHI Yong-jiu,XIONG Jun,WANG Yuan-qing,et al.Experimental studies on seismic performance ofmulti-storey steel frame w ith eccentric brace[J].Journal of Building Structures,2010,31(2):29-34.)
[12]Krawinkler H,Seneviratna G D P K.Pros and cons ofa pushover analysis of seismic performance evaluation[J].Engineering Structures,1998,20(4/5/6):452-464.
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