强震作用下钢框架结构的残余侧移研究
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摘要
根据现行规范设计的钢框架结构在强震作用下会产生较大的不可恢复的塑性变形,震后残余变形过大的结构往往无法修复到正常使用状态,最终只能被拆除,造成了严重的直接以及间接经济损失,因而准确分析结构的残余变形对于震后结构性能的评估与控制具有重要意义。为了研究钢框架结构在强震作用下的残余侧移,本文根据现行抗震设计规范和钢结构设计规范设计了2至10层的5个钢框架结构,分别采用静力非线性和动力时程分析方法对所设计结构进行了数值分析,得到了结构在中震和大震作用下的峰值侧移、残余侧移和侧移集中系数。结果表明,所得的残余侧移具有较大的离散性。基于分析结果,提出了预测钢框架结构残余侧移的计算公式,该公式为峰值侧移、弹性侧移以及侧移集中系数的函数。
Steel frames designed according to current codes will undergo an unrecoverable plastic deformation under strong earthquakes. The structures subjected to excessive deformations after earthquakes cannot be desirably repaired to their serviceable state,and can only be demolished,which brings about a serious direct and indirect economic loss. Thus an accurate prediction of the residual drift is of great significance to the performance evaluation and control of structures after earthquakes. In order to investigate the residual drift response of steel frames under strong earthquakes,steel frames between 2 and 10 stories in height are designed according to code for seismic design of buildings and code for design of steel structures in this study. The designed structures are investigated numerically by pushover analysis and elasto-plastic time history analysis. Furthermore,the peak drifts,residual drifts and drift concentration factors are reasonably obtained under the action of moderate earthquakes and severe earthquakes. The results indicate that the scatter in the residual drift results is a bit large. On the basis of analysis results,calculation formulae are proposed to estimate the residual drifts of steel frames as a function of the expected peak drifts,the initial recoverable elastic drift,and the drift concentration factor of steel frames.
Steel frames designed according to current codes will undergo an unrecoverable plastic deformation under strong earthquakes. The structures subjected to excessive deformations after earthquakes cannot be desirably repaired to their serviceable state,and can only be demolished,which brings about a serious direct and indirect economic loss. Thus an accurate prediction of the residual drift is of great significance to the performance evaluation and control of structures after earthquakes. In order to investigate the residual drift response of steel frames under strong earthquakes,steel frames between 2 and 10 stories in height are designed according to code for seismic design of buildings and code for design of steel structures in this study. The designed structures are investigated numerically by pushover analysis and elasto-plastic time history analysis. Furthermore,the peak drifts,residual drifts and drift concentration factors are reasonably obtained under the action of moderate earthquakes and severe earthquakes. The results indicate that the scatter in the residual drift results is a bit large. On the basis of analysis results,calculation formulae are proposed to estimate the residual drifts of steel frames as a function of the expected peak drifts,the initial recoverable elastic drift,and the drift concentration factor of steel frames.
引文
[1]Kawashima K,Macrae G A,Hoshikuma J I,Nagaya K.Residual displacement response spectrum[J].Journal of Structural Engineering,1998,124(5):523-530.
[2]贡金鑫,程玲,张勤.结构静力非线性分析与弹塑性时程分析结果的统计关系及残余变形计算[J].建筑结构学报,2011,32(12):224-233.GONG Jinxin,CHENG Ling,ZHANG Qin.Statistical relationship between results of static nonlinear analysis and elasto-plastic time-history and calculation of residual deformation for structures[J].Journal of Building Structures,2011,32(12):224-233.(in Chinese)
[3]张勤,朱绩超,贡金鑫.单自由度体系地震残余变形分析及计算[J].土木建筑与环境工程,2013,35(3):32-41.ZHANG Qin,ZHU Jichao,GONG Jinxin.Post-earthquake residualdeformation prediction of SDOF system[J].Journal of Civil,Architecture&Environmental Engineering,2013,35(3):32-41.(in Chinese)
[4]Takada S,Okimura T,Lee T Y.Seismic motion and damage characteristics[R].Tokyo:Preliminary Report on the Great Hanshin Earthquake,Japan Society of Civil Engineers,Tokyo,Japan,1995,270-286.
[5]Interim Guidelines.Evaluation,Repair,Modification and Design of Welded Steel Moment Frame Structures[R].Rep.No.FEMA-267,Federal Emergency Management Agency,Washington,D.C.,1995.
[6]贡金鑫,张勤,王雪婷.从汶川地震灾害看现行国内外桥梁抗震设计方法(一)[J].公路交通科技,2010,27(9):44-54.GONG Jinxin,ZHANG Qin,WANG Xueting.Overview on current bridge seismic design approach in home and abroad codes based on survey of Wenchuan earthquake[J].Journal of Highway and Transportation Research and Development,2010,27(9):44-54.(in Chinese)
[7]孙治国,王东升,李宏男,等.汶川地震钢筋混凝土框架震害及震后修复建议[J].自然灾害学报,2010,19(4):114-123.SUN Zhiguo,WANG Dongsheng,LI Hongnan,et al.Damage investigation of RC frames in Wenchuan earthquake and suggestions for post—earthquake rehabilitation[J].Journal of Natural Disasters,2010,19(4):114-123.(in Chinese)
[8]GB50011-2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB50011-2010 Code for Seismic Design of Buildings[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[9]郝建兵,吴刚,吴智深.SDOF体系残余变形响应与地震强度指标相关性分析[J].土木工程学报,2013,46(6):1-7.HAO Jinbing,WU Gang,WU Zhishen.Correlation analysis between residual deformation of SDOF system and ground motion intensity indices[J].China Civil Engineering Journal,2013,46(6):1-7.(in Chinese)
[10]MacRae G A,Kawashima K.Post-earthquake residual displacements of bilinear oscillators[J].Earthquake Engineering and Structural Dynamics,1997,26:701-716
[11]Christopoulos C,Pampanin S.Towards performance-based seismic design of mdof structures with explicit consideration of residual deformations[J].ISET Journal of Earthquake Technology,2004,41(1):53-73.
[12]Ruiz-Garcia J,Miranda E.inelastic displacement ratios for evaluation of existing structures[J].Earthquake Engineering&Structural Dynamics,2003,32(9):1237-1258.
[13]Erochko J,Christopoulos C,Tremblay R,Choi H.Residual drift response of SMRFs and BRB frames in steel buildings designed according to ASCE 7-05[J].Journal of Structural Engineering,2011,137(5):589-599.
[14]李芳宝,朱晞.近场具有脉冲地层运动的单自由度双线性结构残余位移比谱[J].中国铁道科学,2007,28(3):49-55.LI Fangbao,ZHU Xi.Residual displacement ratio spectrum of single-degree-of-freedom bilinear structure under ground motions with pulse in nearfault zones[J].China Railway Science,2007,28(3):49-55.(in Chinese)
[15]欧阳承新,刘畅.单自由度体系的地震残余变形研究[J].世界地震工程,2010,26(1):143-146.OUYANG Chengxin,LIU Chang.Residual displacem ent of SDOF system under earthquakes[J].World Earthquake Engineering,2010,26(1):143-146.(in Chinese)
[16]GB50017-2003钢结构设计规范[S].北京:中国建筑工业出版社,2003.GB50017-2003 Code for Design of Steel Structures[S].Beijing:China Architecture&Building Press,2003.(in Chinese)
[17]CECS 160:2004建筑工程抗震性态设计通则[S].北京:中国计划出版社,2004.CECS 160:2004 General Rule for Performance-based Seismic Design of Buildings[S].Beijing:China Planning Press,2004.(in Chinese)
[18]Ruiz-Garcia J,Miranda E.Evaluation of residual drift demands in regular multi-story frames for performance-based seismic assessment[J].Earthquake Engineering&Structural Dynamics,2006,35(13):1609-1629.
[19]Ruiz-Garcia J,Miranda E.Residual displacement ratios for assessment of existing structures[J].Earthquake Engineering&Structural Dynamics,2006,35(3):315-336.
[20]MacRae G A,Kimura Y,Roeder C.Effect of column stiffness on braced frame seismic behavior[J].Journal of Structural Engineering,2004,130(3):381-391.
[21]Mc Cormick J,Aburano H,Ikenaga M,Nakashima M.Permissible residual deformation levels for building structures considering both safety and human elements[C]∥Proc.14th World Conf.Earthquake Engineering,Seismological Press of China,Beijing,Paper ID 05-06-0071.
[2]贡金鑫,程玲,张勤.结构静力非线性分析与弹塑性时程分析结果的统计关系及残余变形计算[J].建筑结构学报,2011,32(12):224-233.GONG Jinxin,CHENG Ling,ZHANG Qin.Statistical relationship between results of static nonlinear analysis and elasto-plastic time-history and calculation of residual deformation for structures[J].Journal of Building Structures,2011,32(12):224-233.(in Chinese)
[3]张勤,朱绩超,贡金鑫.单自由度体系地震残余变形分析及计算[J].土木建筑与环境工程,2013,35(3):32-41.ZHANG Qin,ZHU Jichao,GONG Jinxin.Post-earthquake residualdeformation prediction of SDOF system[J].Journal of Civil,Architecture&Environmental Engineering,2013,35(3):32-41.(in Chinese)
[4]Takada S,Okimura T,Lee T Y.Seismic motion and damage characteristics[R].Tokyo:Preliminary Report on the Great Hanshin Earthquake,Japan Society of Civil Engineers,Tokyo,Japan,1995,270-286.
[5]Interim Guidelines.Evaluation,Repair,Modification and Design of Welded Steel Moment Frame Structures[R].Rep.No.FEMA-267,Federal Emergency Management Agency,Washington,D.C.,1995.
[6]贡金鑫,张勤,王雪婷.从汶川地震灾害看现行国内外桥梁抗震设计方法(一)[J].公路交通科技,2010,27(9):44-54.GONG Jinxin,ZHANG Qin,WANG Xueting.Overview on current bridge seismic design approach in home and abroad codes based on survey of Wenchuan earthquake[J].Journal of Highway and Transportation Research and Development,2010,27(9):44-54.(in Chinese)
[7]孙治国,王东升,李宏男,等.汶川地震钢筋混凝土框架震害及震后修复建议[J].自然灾害学报,2010,19(4):114-123.SUN Zhiguo,WANG Dongsheng,LI Hongnan,et al.Damage investigation of RC frames in Wenchuan earthquake and suggestions for post—earthquake rehabilitation[J].Journal of Natural Disasters,2010,19(4):114-123.(in Chinese)
[8]GB50011-2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB50011-2010 Code for Seismic Design of Buildings[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[9]郝建兵,吴刚,吴智深.SDOF体系残余变形响应与地震强度指标相关性分析[J].土木工程学报,2013,46(6):1-7.HAO Jinbing,WU Gang,WU Zhishen.Correlation analysis between residual deformation of SDOF system and ground motion intensity indices[J].China Civil Engineering Journal,2013,46(6):1-7.(in Chinese)
[10]MacRae G A,Kawashima K.Post-earthquake residual displacements of bilinear oscillators[J].Earthquake Engineering and Structural Dynamics,1997,26:701-716
[11]Christopoulos C,Pampanin S.Towards performance-based seismic design of mdof structures with explicit consideration of residual deformations[J].ISET Journal of Earthquake Technology,2004,41(1):53-73.
[12]Ruiz-Garcia J,Miranda E.inelastic displacement ratios for evaluation of existing structures[J].Earthquake Engineering&Structural Dynamics,2003,32(9):1237-1258.
[13]Erochko J,Christopoulos C,Tremblay R,Choi H.Residual drift response of SMRFs and BRB frames in steel buildings designed according to ASCE 7-05[J].Journal of Structural Engineering,2011,137(5):589-599.
[14]李芳宝,朱晞.近场具有脉冲地层运动的单自由度双线性结构残余位移比谱[J].中国铁道科学,2007,28(3):49-55.LI Fangbao,ZHU Xi.Residual displacement ratio spectrum of single-degree-of-freedom bilinear structure under ground motions with pulse in nearfault zones[J].China Railway Science,2007,28(3):49-55.(in Chinese)
[15]欧阳承新,刘畅.单自由度体系的地震残余变形研究[J].世界地震工程,2010,26(1):143-146.OUYANG Chengxin,LIU Chang.Residual displacem ent of SDOF system under earthquakes[J].World Earthquake Engineering,2010,26(1):143-146.(in Chinese)
[16]GB50017-2003钢结构设计规范[S].北京:中国建筑工业出版社,2003.GB50017-2003 Code for Design of Steel Structures[S].Beijing:China Architecture&Building Press,2003.(in Chinese)
[17]CECS 160:2004建筑工程抗震性态设计通则[S].北京:中国计划出版社,2004.CECS 160:2004 General Rule for Performance-based Seismic Design of Buildings[S].Beijing:China Planning Press,2004.(in Chinese)
[18]Ruiz-Garcia J,Miranda E.Evaluation of residual drift demands in regular multi-story frames for performance-based seismic assessment[J].Earthquake Engineering&Structural Dynamics,2006,35(13):1609-1629.
[19]Ruiz-Garcia J,Miranda E.Residual displacement ratios for assessment of existing structures[J].Earthquake Engineering&Structural Dynamics,2006,35(3):315-336.
[20]MacRae G A,Kimura Y,Roeder C.Effect of column stiffness on braced frame seismic behavior[J].Journal of Structural Engineering,2004,130(3):381-391.
[21]Mc Cormick J,Aburano H,Ikenaga M,Nakashima M.Permissible residual deformation levels for building structures considering both safety and human elements[C]∥Proc.14th World Conf.Earthquake Engineering,Seismological Press of China,Beijing,Paper ID 05-06-0071.
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