强震作用下损伤退化控制指数影响研究
|
摘要
为定量表达累积损伤对结构承载力和刚度退化的影响以及对结构变形的增大作用,建立5层、10层和15层的钢框架整体结构,分别采用考虑损伤的等效本构模型和不考虑损伤的循环本构模型,选取8条地震波进行弹塑性时程分析。对比不同地震波作用下考虑损伤与否计算得到的结构层间位移角,获得损伤退化对不同层数钢框架抗震评价指标的影响规律,提出用于损伤破坏控制的退化指数预测曲线,对考虑损伤退化的钢框架抗震性能评价方法进行初探。分析结果表明:3种结构考虑损伤退化影响的计算变形会明显大于不考虑损伤模型的计算结果。随着楼层的增加,考虑损伤和不考虑损伤的层间位移角差异逐步减小。3种层高模型的薄弱层出现位置均为0.4~0.5倍的层高,在设计中应注意。
In order to quantitatively describe the effect of strength and stiffness degradation on seismic behaviors of steel frame and investigate the amplification effect of damage on deformations, frames of five-floor, ten-floor and fifteen-floor were established with both equivalent constitutive model considering damage and cyclic hardening model without considering damage. 8 earthquake waves were selected for time history analysis. The differences of inter-storey drift ratio distribution calculated by two models were compared. The influencing laws and degree of damage and degradation on seismic indexes were obtained. The prediction curve of degradation index was proposed, which was used for damage control. Preliminary evaluation methods for seismic performance of steel frames considering damage and degradation were discussed. The analysis results showed that: the deformations of three frames calculated by damage model were obviously larger than the ones of the non-damage model. With the increasing of floors, the differences of inter-storey drift ratio between damage model and non-damage model were gradually reduced. The weak floors of three models were located at 0.4 to 0.5 height of frames, which should be paid more attention in design.
In order to quantitatively describe the effect of strength and stiffness degradation on seismic behaviors of steel frame and investigate the amplification effect of damage on deformations, frames of five-floor, ten-floor and fifteen-floor were established with both equivalent constitutive model considering damage and cyclic hardening model without considering damage. 8 earthquake waves were selected for time history analysis. The differences of inter-storey drift ratio distribution calculated by two models were compared. The influencing laws and degree of damage and degradation on seismic indexes were obtained. The prediction curve of degradation index was proposed, which was used for damage control. Preliminary evaluation methods for seismic performance of steel frames considering damage and degradation were discussed. The analysis results showed that: the deformations of three frames calculated by damage model were obviously larger than the ones of the non-damage model. With the increasing of floors, the differences of inter-storey drift ratio between damage model and non-damage model were gradually reduced. The weak floors of three models were located at 0.4 to 0.5 height of frames, which should be paid more attention in design.
引文
[1]李志山,容柏生.高层建筑结构在罕遇地震影响下的弹塑性时程分析研究[J].建筑结构,2006,36(增):142-149(Li Zhishan,Rong Baisheng.Research on elastic-plastic time his tory analysis of tall building under expected rare earthquake[J].Building Structure,2006,36(S):142-149(in Chinese))
[2]汪梦甫,周锡元.高层建筑结构抗震弹塑性分析方法及抗震性能评估的研究[J].土木工程学报,2003,36(11):44-49(Wang Mengfu,Zhou Xiyuan.Modified pushover analysis and seismic performance evaluation for tall building[J].China Civil Engineering Journal,2003,36(11):44-49(in Chinese))
[3]Sivaselvan M V,Reinhorn A M.Hysteretic models for deter iorating inelastic structures[J].Journal of Engineering Mechanics,2000,126(6):633-640
[4]Della C G,De M G,Landolfo R.Seismic analysis of MR steel frames based on refined hysteretic models of connections[J].Journal of Constructional Steel Research,2002,58(10):1331-1345
[5]Castiglioni C A.Effects of the loading history on the local buckling behavior and failu re mode of welded beam-tocolumn joints in moment-resisting steel frames[J].Journal of Engineering Mechanics,2005,131(6):568-585
[6]Ibarra L F,Medina R A,Krawinkler H.Hysteretic models that incorporate strength and stiffness deteriorati on[J].Earthquake Engineering and Structural Dynamics,2005,34(12):1489–1511
[7]Sivaselvan,M V.Reinhorn.A M.Hysteretic models for deteriorating inelastic structures[J].Journal of Engineering Mechanics,2000,126(6):633-640
[8]Mehanny S S F,Deierlein G G.Seismic damage and collapse assessment of composite moment frames[J].Journal of Structural Engineering,2001,127(9):1045-1053
[9]Shi Y J,Wang M,Wang Y Q.Extremely low cycle fatigue experimental and constitutive model study of structural steel under cyclic loading[J].Journal of Constructional Steel Research,2011,67(8):1185-1197
[10]王萌,石永久,王元清.考虑累积损伤退化的等效钢材本构模型研究[J]建筑结构学报,2013,34(10):73-83(Wang Meng,Shi Yongjiu,Wang Yuanqing.Study on equivalent constitutive model of steel wi th cumulative degradation and damage[J].Journal of Building Structures,2013,34(10):73-83(in Chinese))
[11]ABAQUS.Analysis user’s manual I_V.Version 6.9[M].USA:ABAQUS,Inc.,2009
[12]GB 50011–2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001(GB 50011–2001 Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2001(in Chinese))
[2]汪梦甫,周锡元.高层建筑结构抗震弹塑性分析方法及抗震性能评估的研究[J].土木工程学报,2003,36(11):44-49(Wang Mengfu,Zhou Xiyuan.Modified pushover analysis and seismic performance evaluation for tall building[J].China Civil Engineering Journal,2003,36(11):44-49(in Chinese))
[3]Sivaselvan M V,Reinhorn A M.Hysteretic models for deter iorating inelastic structures[J].Journal of Engineering Mechanics,2000,126(6):633-640
[4]Della C G,De M G,Landolfo R.Seismic analysis of MR steel frames based on refined hysteretic models of connections[J].Journal of Constructional Steel Research,2002,58(10):1331-1345
[5]Castiglioni C A.Effects of the loading history on the local buckling behavior and failu re mode of welded beam-tocolumn joints in moment-resisting steel frames[J].Journal of Engineering Mechanics,2005,131(6):568-585
[6]Ibarra L F,Medina R A,Krawinkler H.Hysteretic models that incorporate strength and stiffness deteriorati on[J].Earthquake Engineering and Structural Dynamics,2005,34(12):1489–1511
[7]Sivaselvan,M V.Reinhorn.A M.Hysteretic models for deteriorating inelastic structures[J].Journal of Engineering Mechanics,2000,126(6):633-640
[8]Mehanny S S F,Deierlein G G.Seismic damage and collapse assessment of composite moment frames[J].Journal of Structural Engineering,2001,127(9):1045-1053
[9]Shi Y J,Wang M,Wang Y Q.Extremely low cycle fatigue experimental and constitutive model study of structural steel under cyclic loading[J].Journal of Constructional Steel Research,2011,67(8):1185-1197
[10]王萌,石永久,王元清.考虑累积损伤退化的等效钢材本构模型研究[J]建筑结构学报,2013,34(10):73-83(Wang Meng,Shi Yongjiu,Wang Yuanqing.Study on equivalent constitutive model of steel wi th cumulative degradation and damage[J].Journal of Building Structures,2013,34(10):73-83(in Chinese))
[11]ABAQUS.Analysis user’s manual I_V.Version 6.9[M].USA:ABAQUS,Inc.,2009
[12]GB 50011–2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001(GB 50011–2001 Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2001(in Chinese))
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心