某钢筋混凝土剪力墙结构隔震设计及耗能分析
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摘要
本文详细介绍了某钢筋混凝土剪力墙结构的隔震设计过程及耗能情况。该结构隔震层设置于地下室顶板与首层之间,共布置了18个天然橡胶隔震支座和40个铅芯橡胶隔震支座;采用ETABS有限元软件建立非隔震结构与隔震结构两个计算模型,分析比较了结构隔震前后的动力特性和隔震效果,并对隔震结构进行了罕遇地震作用验算和抗风承载力验算,最后分析了隔震结构罕遇地震下结构耗能与加速度响应。分析结果表明,结构隔震层能够很好吸收地震能量,大大减小地震输入能量往上部传递,显著降低了上部结构的地震作用和加速度响应,从而大幅度提高了结构的安全性和舒适性。
Isolation design and energy dissipation analysis of a shear-wall tall building was introduced in detail in this paper.Isolation layer was arranged between the basement and the first floor.18 natural rubber and 40 lead rubber bearings were adopted in the project.Non-isolation and isolation structure models were both built by ETABS software.Then,the dynamic characteristics of both were compared and the effect of isolation was presented particularly.Also,seismic carrying capacity was check under rare earthquake action,and wind-resistant capacity was examined too.Finally,energy dissipation and acceleration response of isolation structure were carried out.The results show that isolation layer can mostly absorb earthquake energy,greatly reducing the input energy transferring to the uppers.The earthquake action and acceleration response of upper layers are reduced to a great extent.Therefore,safety and comfort of building are greatly improved in the end.
Isolation design and energy dissipation analysis of a shear-wall tall building was introduced in detail in this paper.Isolation layer was arranged between the basement and the first floor.18 natural rubber and 40 lead rubber bearings were adopted in the project.Non-isolation and isolation structure models were both built by ETABS software.Then,the dynamic characteristics of both were compared and the effect of isolation was presented particularly.Also,seismic carrying capacity was check under rare earthquake action,and wind-resistant capacity was examined too.Finally,energy dissipation and acceleration response of isolation structure were carried out.The results show that isolation layer can mostly absorb earthquake energy,greatly reducing the input energy transferring to the uppers.The earthquake action and acceleration response of upper layers are reduced to a great extent.Therefore,safety and comfort of building are greatly improved in the end.
引文
[1]Masahiko Higashino,Shin Okamoto.Response control and seismicisolation of buildings[M].Taylor&Francis Group.2006,89-311.
[2]周福霖.工程结构减震控制[M].北京:地震出版社,1997,29-48.
[3]日本建筑学会.隔震结构设计[M].3版,刘文光,译,冯德明,校.北京地震出版社,2006,380-390.
[4]中国建筑科学研究院.GB50011-2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[5]魏德敏.高层隔震建筑三维地震响应[J].世界地震工程,2002,18(1):116-118.
[6]魏陆顺,周福霖,刘文光.组合基础隔震在建筑工程中的应用[J].地震工程与工程振动,2007,27(2):158-163.
[7]许航莉,祁皑,范宏伟.钢筋混凝土框架加层隔震设计方法与应用研究[J].工程抗震与加固改造,2010,32(2):57-61.
[8]张数传.某高层建筑隔震设计[J].福建建筑,2010,149(11):59-63.
[9]刘伟庆,王曙光,林勇.宿迁市人防指挥大楼隔震设计方法研究[J].建筑结构学报,2005,26(2):81-86.
[10]郑伟.隔震结构在省防震减灾中心大楼工程中的应用.福建建设科技,2002,4:33-34.
[11]陈育新,黄锋.20000m2预应力大板在融侨锦江工程中的应用,福建建设科技,2001,2:18-23.
[12]中国建筑科学研究院.GB50223-2008建筑工程抗震设防分类标准[S].北京:中国建筑工业出版社,2008.
[2]周福霖.工程结构减震控制[M].北京:地震出版社,1997,29-48.
[3]日本建筑学会.隔震结构设计[M].3版,刘文光,译,冯德明,校.北京地震出版社,2006,380-390.
[4]中国建筑科学研究院.GB50011-2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[5]魏德敏.高层隔震建筑三维地震响应[J].世界地震工程,2002,18(1):116-118.
[6]魏陆顺,周福霖,刘文光.组合基础隔震在建筑工程中的应用[J].地震工程与工程振动,2007,27(2):158-163.
[7]许航莉,祁皑,范宏伟.钢筋混凝土框架加层隔震设计方法与应用研究[J].工程抗震与加固改造,2010,32(2):57-61.
[8]张数传.某高层建筑隔震设计[J].福建建筑,2010,149(11):59-63.
[9]刘伟庆,王曙光,林勇.宿迁市人防指挥大楼隔震设计方法研究[J].建筑结构学报,2005,26(2):81-86.
[10]郑伟.隔震结构在省防震减灾中心大楼工程中的应用.福建建设科技,2002,4:33-34.
[11]陈育新,黄锋.20000m2预应力大板在融侨锦江工程中的应用,福建建设科技,2001,2:18-23.
[12]中国建筑科学研究院.GB50223-2008建筑工程抗震设防分类标准[S].北京:中国建筑工业出版社,2008.
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