地震动与损伤模型对结构失效影响的统计分析
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摘要
考虑到地震动的随机性对结构响应造成的变异性以及不同截面损伤模型对结构失效的影响,有必要对不同地震动作用下结构的失效模式进行统计分析.以一个钢筋混凝土平面框架为例,采用三种截面损伤模型来研究结构在不同地震动作用下的失效模式,基于加权秩和比的统计方法得出新的失效模式,通过定义相似度来描述其与最弱失效模式的差异性.结果表明,截面损伤模型对结构失效模式的影响有限,不同截面损伤模型得到的失效模式大体相近.基于规范设计反应谱,当输入的不同地震动之间的离散性较小时,首个失效截面位置都相同;所提出的失效模式与最弱失效模式有着较大的差异,前者具有统计意义,更便于工程实际应用.
With considering the variance of structural response caused by the randomness in ground motions and the effect of different sectional damage models on the structural failure,it is necessary to perform the statistical analysis for the failure modes of structures under the action of different ground motions. Through taking a planar reinforced concrete frame as example,the failure modes of structures under the action of different ground motions were investigated with three sectional damage models. A new failure mode was obtained with the statistical method based on the weighted rank sum ratio. The differences between the new failure mode and the weakest failure mode were described through defining the similarity. The results show that the sectional damage models have limited influence on the failure modes of structures,and the failure modes obtained with different sectional damage models are generally similar. Based on the standard design response spectrum,the position of the first failed section is the same when the discreteness between the different input ground motions is smaller. The proposed failure mode shows significant differences from the weakest failure mode. Moreover,the proposed failure mode exhibits statistical significance,and is more convenient for engineering practice application.
With considering the variance of structural response caused by the randomness in ground motions and the effect of different sectional damage models on the structural failure,it is necessary to perform the statistical analysis for the failure modes of structures under the action of different ground motions. Through taking a planar reinforced concrete frame as example,the failure modes of structures under the action of different ground motions were investigated with three sectional damage models. A new failure mode was obtained with the statistical method based on the weighted rank sum ratio. The differences between the new failure mode and the weakest failure mode were described through defining the similarity. The results show that the sectional damage models have limited influence on the failure modes of structures,and the failure modes obtained with different sectional damage models are generally similar. Based on the standard design response spectrum,the position of the first failed section is the same when the discreteness between the different input ground motions is smaller. The proposed failure mode shows significant differences from the weakest failure mode. Moreover,the proposed failure mode exhibits statistical significance,and is more convenient for engineering practice application.
引文
[1]白久林.结构失效模式分析及优化初探[D].哈尔滨:哈尔滨工业大学,2010:2-5.(BAI Jiu-lin.Preliminary study on analysis and optimization of structural failure modes[D].Harbin:Harbin Institute of Technology,2010:2-5.)
[2]Kim J,Kim T.Assessment of progressive collapse resisting capacity of steel moment frames[J].Journal of Constructional Steel Research,2009,65(1):169-179.
[3]张云阁,姚卫星.结构系统主要失效模式的枚举[J].强度与环境,1997,1(1):1-11.(ZHANG Yun-ge,YAO Wei-xing.Enumerating of structural system dominant failure modes[J].Structure & Environment Engineering,1997,1(1):1-11.)
[4]Gharaibeh E S,Frangopol D M,Onoufriou T.Reliability based importance assessment of structural members with applications to complex structures[J].Computers & Structures,2002,80(12):1113-1131.
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[6]朱南海,叶继红.基于结构易损性理论的网壳失效模式分析初探[J].振动与冲击,2011,30(6):249-255.(ZHU Nan-hai,YE Ji-hong.Failure scenarios analysis of single-layer latticed domes based on structural vulnerability theory[J].Journal of Vibration and Shock,2011,30(6):249-255.)
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[9]Kunnath S K,Reinhorn A M,Abel J F.A Computational tool for seismic performance of reinforced concrete buildings[J].Computers and Structures,1992,41(1):157-173.
[10]Park Y J,Ang A H S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,1985,111(4):722-739.
[11]Bracci J M,Mander J B,Kunnath S K.Deterministic model for seismic damage evaluation of RC structures[R].State University of New York at Buffalo:National Center for Earthquake Engineering Research,1989.
[12]Roufaiel M S L,Meyer C.Analytical modeling of hysteretic behavior of R/C frames[J].Journal of Structural Engineering,1987,113(3):429-444.
[13]Banon H,Lrvine H M,Biggs J M.Seismic damage in reinforced conctete frames[J].Journal of the Structural Division,1981,7(9):1713-1729.
[14]Powell G H,Allahabadi R.Seismic damage prediction by deterministic methods:concepts and procedures[J].Earthquake Engineering & Structural Dynamics,1988,16(5):719-734.
[15]Park Y J,Ang A H S,Wen Y K.Seismic damage model for reinforced concrete buildings[J].Journal of Structural Engineering,1985,111(4):740-757.
[16]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.(YANG Pu,LI Ying-min,LAI ming.A new method for selecting inputting waves for time-history analysis[J].China Civil Engineering Journal,2000,33(6):33-37.)
[17]田风调.秩和比法及其应用[M].北京:中国统计出版社,1993.(TIAN Feng-tiao.The methodology of RSR and its applications[M].Beijing:China Statistics Press,1993.)
[18]牛永洁,张成.多种字符串相似度算法的比较研究[J].计算机与数字工程,2012,40(3):14-17.(NIU Yong-jie,ZHANG Cheng.Comparation of string similarity of algorithm[J].Computer & Digital Engineering,2012,40(3):14-17.)
[19]欧进萍,段宇博.高层建筑结构的抗震可靠度分析与优化设计[J].地震工程与工程振动,1995,15(1):1-13.(OU Jin-ping,DUAN Yu-bo.Seismic reliability analysis and optimum design of tall buildings[J].Earthquake Engineering and Engineering Vibration,1995,15(1):1-13.)
[20]孙爱伏,欧进萍,侯爽.高层钢框架结构的薄弱层加强与最弱失效模式控制[J].地震工程与工程振动,2010,30(6):50-55.(SUN Ai-fu,OU Jin-ping,HOU Shuang.Weak story strengthening and weakest failure mode control of tall steel frame buildings[J].Journal of Earthquake Engineering and Engineering Vibration,2010,30(6):50-55.)
[21]中华人民共和国建设部.GB 50011-2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(Ministry of Construction of the People’s Republic of China.GB 50011-2010 Code for seismic design of buildings[S].Beijing:China Architecture & Buildings Press,2010.)
[2]Kim J,Kim T.Assessment of progressive collapse resisting capacity of steel moment frames[J].Journal of Constructional Steel Research,2009,65(1):169-179.
[3]张云阁,姚卫星.结构系统主要失效模式的枚举[J].强度与环境,1997,1(1):1-11.(ZHANG Yun-ge,YAO Wei-xing.Enumerating of structural system dominant failure modes[J].Structure & Environment Engineering,1997,1(1):1-11.)
[4]Gharaibeh E S,Frangopol D M,Onoufriou T.Reliability based importance assessment of structural members with applications to complex structures[J].Computers & Structures,2002,80(12):1113-1131.
[5]Park S,Choi S,Sikorsky C,et al.Efficient method for calculation of system reliability of a complex structure[J].International Journal of Solids and Structures,2004,41(18/19):5035-5050.
[6]朱南海,叶继红.基于结构易损性理论的网壳失效模式分析初探[J].振动与冲击,2011,30(6):249-255.(ZHU Nan-hai,YE Ji-hong.Failure scenarios analysis of single-layer latticed domes based on structural vulnerability theory[J].Journal of Vibration and Shock,2011,30(6):249-255.)
[7]蔡勇,白久林,欧进萍.钢筋混凝土框架结构地震失效模式的搜索与改善[J].东南大学学报,2009,39(增刊2):193-197.(CAI Yong,BAI Jiu-lin,OU Jin-ping.Search and improvement for failure modes of RC frame structures under earthquake[J].Journal of Southeast University,2009,39(Sup.2):193-197.)
[8]沈宵鹤.超高层巨型钢框架失效模式分析[D].大连:大连理工大学,2009:20-25.(SHEN Xiao-he.Failure mode analysis of huge steel frame structure[D].Dalian:Dalian University of Technology,2009:20-25.)
[9]Kunnath S K,Reinhorn A M,Abel J F.A Computational tool for seismic performance of reinforced concrete buildings[J].Computers and Structures,1992,41(1):157-173.
[10]Park Y J,Ang A H S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,1985,111(4):722-739.
[11]Bracci J M,Mander J B,Kunnath S K.Deterministic model for seismic damage evaluation of RC structures[R].State University of New York at Buffalo:National Center for Earthquake Engineering Research,1989.
[12]Roufaiel M S L,Meyer C.Analytical modeling of hysteretic behavior of R/C frames[J].Journal of Structural Engineering,1987,113(3):429-444.
[13]Banon H,Lrvine H M,Biggs J M.Seismic damage in reinforced conctete frames[J].Journal of the Structural Division,1981,7(9):1713-1729.
[14]Powell G H,Allahabadi R.Seismic damage prediction by deterministic methods:concepts and procedures[J].Earthquake Engineering & Structural Dynamics,1988,16(5):719-734.
[15]Park Y J,Ang A H S,Wen Y K.Seismic damage model for reinforced concrete buildings[J].Journal of Structural Engineering,1985,111(4):740-757.
[16]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.(YANG Pu,LI Ying-min,LAI ming.A new method for selecting inputting waves for time-history analysis[J].China Civil Engineering Journal,2000,33(6):33-37.)
[17]田风调.秩和比法及其应用[M].北京:中国统计出版社,1993.(TIAN Feng-tiao.The methodology of RSR and its applications[M].Beijing:China Statistics Press,1993.)
[18]牛永洁,张成.多种字符串相似度算法的比较研究[J].计算机与数字工程,2012,40(3):14-17.(NIU Yong-jie,ZHANG Cheng.Comparation of string similarity of algorithm[J].Computer & Digital Engineering,2012,40(3):14-17.)
[19]欧进萍,段宇博.高层建筑结构的抗震可靠度分析与优化设计[J].地震工程与工程振动,1995,15(1):1-13.(OU Jin-ping,DUAN Yu-bo.Seismic reliability analysis and optimum design of tall buildings[J].Earthquake Engineering and Engineering Vibration,1995,15(1):1-13.)
[20]孙爱伏,欧进萍,侯爽.高层钢框架结构的薄弱层加强与最弱失效模式控制[J].地震工程与工程振动,2010,30(6):50-55.(SUN Ai-fu,OU Jin-ping,HOU Shuang.Weak story strengthening and weakest failure mode control of tall steel frame buildings[J].Journal of Earthquake Engineering and Engineering Vibration,2010,30(6):50-55.)
[21]中华人民共和国建设部.GB 50011-2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(Ministry of Construction of the People’s Republic of China.GB 50011-2010 Code for seismic design of buildings[S].Beijing:China Architecture & Buildings Press,2010.)
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