摘要
按现行规范设计了一个6层、7度(0.15g)抗震设防的钢筋混凝土(RC)框架结构;选取El Centro 1940NS,Taft 1952 EW,Kobe 1995 NIS090这3条地震记录作为输入,采用MSC.Marc 2007有限元分析软件和RC杆系结构的纤维模型程序THUFIBER对该RC框架结构进行多遇地震、设防地震、罕遇地震及极罕遇地震作用下的弹性和弹塑性时程分析。分析结果表明:相同地震作用下,且地震强度不低于设防地震时,首层柱的损坏程度比同一竖向轴线的二层柱严重;3条地震记录的罕遇地震作用下,基于最大层间位移角,该RC框架结构不会发生倒塌;基于首层柱的弹塑性转角,框架结构没有达到D级抗震性能目标;分别基于最大层间位移角和首层柱的弹塑性转角,3条地震记录的极罕遇地震作用下,该RC框架结构发生倒塌。
A 6-story RC frame structure with seismic precautionary intensity 7 （0. 15g） was designed by the current codes. Adopting program MSC. Marc 2007 and the fiber model-based program THUFIBER for member structures, the elastic and the elastic-plastic time history analysis of the frame structure under minor earthquake, precautionary earthquake, rare earthquake and extreme rare earthquake were performed. Three earthquake records of E1 Centre 1940 NS, Taft 1952 EW and Kobe 1995 NIS090 were selected as the ground motion input. The analysis results show： under the action of the same earthquake with not lower than precautionary intensity, the damage extent of the first story columns is much serious than the second story columns at the same vertical line; under the action of the 3 records with rare intensity, the RC frame structure will not collapse assessed by the maximum story drift ratio; it does not reach the D-level seismic resistant performance target assessed by the first story column rotation ; assessed by the maximum story drift ratio and the first story column rotation respectively, the frame structure would collapse under the action of the 3 records with the extreme rare intensity.
出处
《建筑结构》
CSCD
北大核心
2015年第6期1-6,17,共7页
Building Structure
基金
国家科技支撑计划课题(2012BAJ07B01)
关键词
钢筋混凝土框架结构
弹塑性时程分析
损坏程度
转角
抗震性能水准
RC frame structure
elastic-plastic time history analysis
damage extent
rotation angle
seismic performance level
