RC框架结构在中震作用下不同性能目标的弹塑性分析
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摘要
我国抗震规范GB 50011—2001采用"三水准设防"、"二阶段设计"的办法,在小震下进行承载力设计和弹性变形验算,在大震下进行弹塑性变形验算,以保证"小震不坏","大震不倒"。但在"中震可修"水准上并没有给出具体量化的性能指标。文中以层间位移角作为性态指标,将"中震可修"性态目标划分为"轻微损坏"和"中等破坏"两阶段。采用结构三维非线性动力分析程序CANNY对一按现行规范设计的框架结构进行了计算,得出了该结构在中震作用下的变形及破坏情况,分析了按现行规范设计的该框架在中震下的性态以及是否中震可修,并在此基础上进行的一典型框架在上述两性能目标下的设计,得出了各性能目标下的结构内力、变形及破坏情况,以及结构所需的截面尺寸及配筋情况,对实行多性态设计有一定的参考价值。
China seismic code(GB 50011—2001) adopts "three levels","two-stages-design"method to prevent structures from destroy under minor earthquake and collapse under major earthquake,which is doing capacity design and elastic deformation checking under minor earthquake firstly then checking elastoplastic deformation under major earthquake.However,it did not give the specific and quantitative performance index to ensure structures repairable under moderate earthquake.Using the interstory displacement as the performance index,two performance objectives under moderate earthquake "slight damage" and "medium damage" were proposed in this paper.Using 3-Dimensional Nonlinear Dynamic Structural Analysis Program(CANNY),the time-history analysis was perfomed for a RC frame structure,which was designed according to the existing seismic design code,to gain the deformation and damage state under moderate earthquake and to check whether it is repairable under moderate earthquake.Based on this,a typical frame structure was designed and analyzed under the two performance objectives,the characteristics of internal force,deformation,damage,section size and reinforcement ratio between the two performance objectives were obtained,which would be a guide to design of structures under multi-performance-objectives.
China seismic code(GB 50011—2001) adopts "three levels","two-stages-design"method to prevent structures from destroy under minor earthquake and collapse under major earthquake,which is doing capacity design and elastic deformation checking under minor earthquake firstly then checking elastoplastic deformation under major earthquake.However,it did not give the specific and quantitative performance index to ensure structures repairable under moderate earthquake.Using the interstory displacement as the performance index,two performance objectives under moderate earthquake "slight damage" and "medium damage" were proposed in this paper.Using 3-Dimensional Nonlinear Dynamic Structural Analysis Program(CANNY),the time-history analysis was perfomed for a RC frame structure,which was designed according to the existing seismic design code,to gain the deformation and damage state under moderate earthquake and to check whether it is repairable under moderate earthquake.Based on this,a typical frame structure was designed and analyzed under the two performance objectives,the characteristics of internal force,deformation,damage,section size and reinforcement ratio between the two performance objectives were obtained,which would be a guide to design of structures under multi-performance-objectives.
引文
[1]中华人民共和国建设部.GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[2]谢礼立,马玉宏.基于抗震性态的设防标准研究[J].地震学报,2002,24(2):202-203.
[3]吕西林,王亚勇,郭子雄.建筑结构抗震变形验算[J].建筑科学,2002,18(1):12-15.
[4]蔡健,周靖,方小丹.钢筋混凝土框架中震可修标准及简化抗震设计方法[J].地震工程与工程振动,2006,26(2):14-15.
[5]史庆轩,门进杰,杨坤,等.钢筋混凝土框架结构基于性能的抗震设计指标[J].四川建筑科学研究,2007,33(增刊):79-81.
[6]李应斌,刘伯权,史庆轩.结构的性能水准与评价指标[J].世界地震工程,2003,19(2):132-136.
[7]杨君,安平.钢筋混凝土框架结构的性能指标[J].陕西建筑,2008,156:16-22.
[8]马宏旺,吕西林,陈晓宝.建筑结构“中震可修”性能指标的确定方法[J].工程抗震与加固改造,2005,27(5):26-32.
[9]王光远,于玲.抗地震结构三级设防的可靠性分析[J].哈尔滨建筑大学学报,2002,35(1):3-4.
[10]Li Kangning.CANNY05 Users Manual(2)[M].Singapore:Canny Consultants PteLtd,2005.
[11]杨溥,李英民,赖明.结构时程分析法输入地震波的选择控制指标[J].土木工程学报,2000,33(6):33-37.
[12]邓军,唐家祥.时程分析法输入地震记录的选择与实例[J].工业建筑,2000,30(8):9-12.
[2]谢礼立,马玉宏.基于抗震性态的设防标准研究[J].地震学报,2002,24(2):202-203.
[3]吕西林,王亚勇,郭子雄.建筑结构抗震变形验算[J].建筑科学,2002,18(1):12-15.
[4]蔡健,周靖,方小丹.钢筋混凝土框架中震可修标准及简化抗震设计方法[J].地震工程与工程振动,2006,26(2):14-15.
[5]史庆轩,门进杰,杨坤,等.钢筋混凝土框架结构基于性能的抗震设计指标[J].四川建筑科学研究,2007,33(增刊):79-81.
[6]李应斌,刘伯权,史庆轩.结构的性能水准与评价指标[J].世界地震工程,2003,19(2):132-136.
[7]杨君,安平.钢筋混凝土框架结构的性能指标[J].陕西建筑,2008,156:16-22.
[8]马宏旺,吕西林,陈晓宝.建筑结构“中震可修”性能指标的确定方法[J].工程抗震与加固改造,2005,27(5):26-32.
[9]王光远,于玲.抗地震结构三级设防的可靠性分析[J].哈尔滨建筑大学学报,2002,35(1):3-4.
[10]Li Kangning.CANNY05 Users Manual(2)[M].Singapore:Canny Consultants PteLtd,2005.
[11]杨溥,李英民,赖明.结构时程分析法输入地震波的选择控制指标[J].土木工程学报,2000,33(6):33-37.
[12]邓军,唐家祥.时程分析法输入地震记录的选择与实例[J].工业建筑,2000,30(8):9-12.
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