框支剪力墙耗能减震结构的地震反应分析
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摘要
对于底部框架部分侧向刚度小,上部剪力墙部分侧向刚度大的框支剪力墙结构,提出在结构底部框架部分安装粘滞阻尼器的方法进行耗能减震控制,提高其抗震性能.运用大型有限元结构分析软件SAP2000建立了1栋21层框支剪力墙结构模型,对其进行了纯底部框架结构、普通落地剪力墙结构和安装耗能阻尼器状态下结构的地震时程分析.结果表明,耗能阻尼器能够有效地降低整个结构的地震反应,地震时输入结构的大部分能量由安装于底部的阻尼器耗散,从而保护了主体结构,耗能减震效果明显.
As for frame-supported shear-wall structures,which have a character that the lateral stiffness of the frame part is so small compared with shear-wall part,so the energy dissipation and seismic mitigation method is proposed to solve the problem,aiming at improving the seismic behavior of these structures.21-story models of frame-supported shear-wall structure are erected with finite element analysis software SAP2000,for the three models of pure frame substructure,ordinary fall-to-ground shear-wall structure and build-in viscous dampers structure a seismic time history analysis is conducted.The results show that the viscous damper can efficiently reduce the seismic response of the structure,in the proceeding of the earthquake,and that most energy imported in the structure is dissipated by dampers,so the main structure is protected.The effects of energy dissipation and seismic mitigation are quite obvious.
As for frame-supported shear-wall structures,which have a character that the lateral stiffness of the frame part is so small compared with shear-wall part,so the energy dissipation and seismic mitigation method is proposed to solve the problem,aiming at improving the seismic behavior of these structures.21-story models of frame-supported shear-wall structure are erected with finite element analysis software SAP2000,for the three models of pure frame substructure,ordinary fall-to-ground shear-wall structure and build-in viscous dampers structure a seismic time history analysis is conducted.The results show that the viscous damper can efficiently reduce the seismic response of the structure,in the proceeding of the earthquake,and that most energy imported in the structure is dissipated by dampers,so the main structure is protected.The effects of energy dissipation and seismic mitigation are quite obvious.
引文
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[13]欧进萍,吴波,龙旭.结构被动耗能减振效果的参数影响[J].地震工程与工程振动,1998,18(1):60-64.
[2]刘杨,孟焕陵,沈蒲尘.框支剪力墙中落地剪力墙合理刚度优化研究[J].湖南科技大学学报(自然科学版),2007,22(1):52-54.
[3]刘杨,孟焕陵,沈蒲生.地震作用下钢管混凝土柱框支剪力墙结构受力性能研究[J].四川建筑科学研究,2007,33(1):150-153.
[4]邬玉娟.底部大空间剪力墙结构的地震响应分析[D].成都:西南交通大学硕士学位论文,2004,10.
[5]贺磊.非线性粘滞阻尼器消能结构设计和分析方法研究[D].上海:同济大学硕士学位论文,2005,2.
[6]闫磊,阙巍.粘滞流体阻尼器对框架-剪力墙结构的减震效果分析[J].南京工程学院学报(自然科学版),2007,5(1):47-52.
[7]翁大根,陈廷君,吕西林,等.某钢筋混凝土框架增没阻尼器抗震加固分析[J].工程抗震与加固改造,2007,29(3):65-71.
[8]李慧,沈会生,杜永峰,等.非比例阻尼隔震结构平扭耦联地震反应分析[J].甘肃科学学报,2007,19(3):120-122;
[9]周福霖.工程结构减震控制[M].北京:地震出版社,1997.
[10]周云,徐彤,周福霖.抗震与减震结构的能量分析方法研究与应用[J].地震工程与工程振动,1999,19(4):133-139.
[11]Soong T T,Dargush G F.Passive Energy Dissipation Systemsin Structural Engineering[M].Chichester:John Wiley&SonsLtd,1997.
[12]O u J P,Wu B,Soong T T.Recent Advances in Research onand Application of Passive Energy Dissipat Iionsystems[J].Earthquake Engineering and Engineering Vibration,1997,16(3):72-98.
[13]欧进萍,吴波,龙旭.结构被动耗能减振效果的参数影响[J].地震工程与工程振动,1998,18(1):60-64.
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