强震下四边钢柱支承单层柱面网壳弹塑性地震响应研究
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摘要
采用集中塑性铰理论和SAP2000结构分析软件,对某体育练习馆(钢柱周边支承单层柱面网壳)整体结构进行了强震下弹塑性地震响应分析。分析中考虑了几何和材料双重非线性影响,获得了节点位移响应、杆件塑性铰的分布特征和结构的整体变形与失效形态,并评定了整体结构在强震下的极限承载力与失效类型。结果表明:该结构在强震下的失效界限地震加速度峰值为1260gal,最大竖向变形为短向跨度的1/163,满足"避难与救灾建筑结构"的抗震性能设防要求;结构的失效类型为动力失稳破坏,临界失效时出现塑性铰的杆件较少,结构塑性发展程度不充分;由整体稳定控制的单层柱面网壳在满足稳定承载力的要求下具有较大的抗震潜能。
With concentrated plastic hinge theory and SAP2000 software,the elastic-plastic time history analysis of a gym with roof structure of single-layer cylindrical reticulated shell supported by circumjacent steel columns is carried out under different earthquake ground motions.In the analysis both geometric and material nonlinear effects are taken into consideration.The node displacement responses,its plastic hinge distributions,and the deformation mode and failure patterns are obtained.The results show that:under earthquake ground motions,the assessed value of the failure peak of earthquake ground motions is 1260 Gal and its corresponding maximum vertical displacement is 1/163 of the short span,which could meet the requirements of the"earthquake refuge and relief system".The structure failure type is elastic-plastic dynamic buckling.Before buckling the number of the bars with plastic hinges is limited and its plastic development degree is not sufficient.Based on meeting the requirement of the stability capacity,the singlelayer cylindrical reticulated shell has a vemarkable seismic potential capacity.
With concentrated plastic hinge theory and SAP2000 software,the elastic-plastic time history analysis of a gym with roof structure of single-layer cylindrical reticulated shell supported by circumjacent steel columns is carried out under different earthquake ground motions.In the analysis both geometric and material nonlinear effects are taken into consideration.The node displacement responses,its plastic hinge distributions,and the deformation mode and failure patterns are obtained.The results show that:under earthquake ground motions,the assessed value of the failure peak of earthquake ground motions is 1260 Gal and its corresponding maximum vertical displacement is 1/163 of the short span,which could meet the requirements of the"earthquake refuge and relief system".The structure failure type is elastic-plastic dynamic buckling.Before buckling the number of the bars with plastic hinges is limited and its plastic development degree is not sufficient.Based on meeting the requirement of the stability capacity,the singlelayer cylindrical reticulated shell has a vemarkable seismic potential capacity.
引文
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[3]JGJ 7-2010,空间网壳结构技术规程[S].
[4]GB 50011-2012,建筑抗震设计规范[S].
[5]北京金土木软件有限公司.SAP2000中文版使用指南[M].北京:人民交通出版社,2006.Beijing Golden Civil Software Technology Limited Company.SAP2000The Using Guide of Chinese Version[M].Beijing:China Communication Press,2006.
[6]GB 50009-2012,建筑结构荷载规范[S].
[7]王晓可,范峰,支旭东,等.单层柱面网壳在强震下的破坏机理研究[J].土木工程学报,2006,39(11):27-32.Wang X K,Fan F,Zhi X D,et al.The research of destruction mechanism of single-layer cylindrical reticulated shells under strong earthquake[J].China Civil Engineering Journal,2006,39(11):27-32.
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