基于RC柱转角的框架结构抗震性能水准判别
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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 El Centro 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.
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 El Centro 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.
引文
[1]JGJ 3—2010高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2011.
[2]钱稼茹,冯宝锐.不同抗震等级钢筋混凝土柱性能点塑性转角研究[J].建筑结构学报,2014,35(11):10-19.
[3]GB 50009—2001建筑结构荷载规范[S].2006年版.北京:中国建筑工业出版社,2006.
[4]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[5]陆新征,缪志伟,江见鲸,等.静力和动力荷载作用下混凝土高层结构的倒塌模拟[J].山西地震,2006(2):7-12.
[6]GB 50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.
[7]LEGERON F,PAULTRE P.Uniaxial confinement model for normal and high-strength concrete columns[J].Journal of Structural Engineering,2003,129(2):241-252.
[8]LEGERON F,PAULTRE P,MAZAR J.Damage mechanics modeling of nonlinear seismic behavior of concrete structures[J].Journal of Structural Engineering,2005,131(6):946-954.
[9]ESMAEILY A,XIAO Y.Behavior of reinforced concrete columns under variable axial loads analysis[J].ACI Structural Journal,2005,102(5):736-744.
[10]SANTIAGO PUJOL,METE A SOZEN,JULIO A RAMIREZ.Displacement history effects on drift capacity of reinforced concrete columns[J].CAI Structural Journal,2006,103(2):253-262.
[11]MURAT SAATCIOGLU,SALIM R RAZVI.Strength and ductility of confined concrete[J].Journal of Structural Engineering,ASCE,1992,118(6):1590-1607.
[2]钱稼茹,冯宝锐.不同抗震等级钢筋混凝土柱性能点塑性转角研究[J].建筑结构学报,2014,35(11):10-19.
[3]GB 50009—2001建筑结构荷载规范[S].2006年版.北京:中国建筑工业出版社,2006.
[4]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[5]陆新征,缪志伟,江见鲸,等.静力和动力荷载作用下混凝土高层结构的倒塌模拟[J].山西地震,2006(2):7-12.
[6]GB 50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.
[7]LEGERON F,PAULTRE P.Uniaxial confinement model for normal and high-strength concrete columns[J].Journal of Structural Engineering,2003,129(2):241-252.
[8]LEGERON F,PAULTRE P,MAZAR J.Damage mechanics modeling of nonlinear seismic behavior of concrete structures[J].Journal of Structural Engineering,2005,131(6):946-954.
[9]ESMAEILY A,XIAO Y.Behavior of reinforced concrete columns under variable axial loads analysis[J].ACI Structural Journal,2005,102(5):736-744.
[10]SANTIAGO PUJOL,METE A SOZEN,JULIO A RAMIREZ.Displacement history effects on drift capacity of reinforced concrete columns[J].CAI Structural Journal,2006,103(2):253-262.
[11]MURAT SAATCIOGLU,SALIM R RAZVI.Strength and ductility of confined concrete[J].Journal of Structural Engineering,ASCE,1992,118(6):1590-1607.
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