钢筋混凝土框架结构强震破坏模式的控制
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摘要
强烈地震下结构的合理破坏模式是保证结构抗震能力和实现抗震设防目标的决定性因素之一。然而汶川地震中规范倡导的框架结构的"强柱弱梁"破坏模式几乎未能实现。新版《建筑抗震设计规范》(GB 50011—2010)在基于震害及相关研究成果的基础上对钢筋混凝土框架结构的"强柱弱梁"系数等破坏模式控制措施进行了调整。从汶川地震中钢筋混凝土框架结构的破坏现象出发分析了未出现预期破坏模式的原因,并对新版抗震规范采用的改进措施的合理性和有效性进行考察,探讨了结构合理破坏模式的评价标准及控制设计方法,可供结构抗震设计参考。
The reasonable failure mechanism for structures under strong earthquakes is critical for ensuring the structure seismic capacity and achieving the seismic fortification objectives.However,the code preferred failure mechanisms for RC frame structures,the strong column weak beam failure mechanism,were rarely realized during the Wenchuan Earthquake.According to experiences and lessons,learned from damages induced by strong earthquake having occurred in recent years home and abroad and relative achievements of research in earthquake engineering,the strong-column weak-beam(SCWB) ratios and other seismic failure mechanism control measures have been largely modified in the new seismic design code(GB 50011—2010).In this paper,the reason why it is difficult to realize the code preferred failure mechanism is checked basing on the damages of RC frame structures in Wenchuan earthquake.The rationality and effectiveness of the modifications in GB 50011—2010 for RC frame structures is quantitatively investigated.And this study also discusses the reasonable evaluation criteria and the control method of the failure mechanisms.The results can provide reference for building design.
The reasonable failure mechanism for structures under strong earthquakes is critical for ensuring the structure seismic capacity and achieving the seismic fortification objectives.However,the code preferred failure mechanisms for RC frame structures,the strong column weak beam failure mechanism,were rarely realized during the Wenchuan Earthquake.According to experiences and lessons,learned from damages induced by strong earthquake having occurred in recent years home and abroad and relative achievements of research in earthquake engineering,the strong-column weak-beam(SCWB) ratios and other seismic failure mechanism control measures have been largely modified in the new seismic design code(GB 50011—2010).In this paper,the reason why it is difficult to realize the code preferred failure mechanism is checked basing on the damages of RC frame structures in Wenchuan earthquake.The rationality and effectiveness of the modifications in GB 50011—2010 for RC frame structures is quantitatively investigated.And this study also discusses the reasonable evaluation criteria and the control method of the failure mechanisms.The results can provide reference for building design.
引文
[1]谢礼立.汶川地震的教训[J].南京工业大学学报:自然科学版,2009,31(1):1-8(Xie Lili.Lessons learntfrom Wenchuan earthquake[J].Journal of NanjingUniversity of Technology:Natural Science Edition,2009,31(1):1-8(in Chinese))
[2]李英民,刘立平.汶川地震建筑震害与思考[M].重庆:重庆大学出版社,2008
[3]韩军,李英民,姬淑艳.RC框架结构合理破坏机制的实现[J].哈尔滨工业大学学报,2010,42(12):2003-2008(Han Jun,Li Yingmin,Ji Shuyan.Realization of rationalfailure mechanism for the RC frame structure[J].Journalof Harbin Institute of Technology,2010,42(12):2003-2008(in Chinese))
[4]李英民,韩军,田启祥,等.填充墙对框架结构抗震性能的影响[J].地震工程与工程振动,2009,29(3):51-58(Li Yingmin,Han Jun,Tian Qixiang,et al.Study oninfluence of infilled walls on seismic performance of RCframe structures[J].Earthquake Engineering andEngineering Vibration,2009,29(3):51-58(in Chinese))
[5]王亚勇.汶川地震建筑震害启示——抗震概念设计[J].建筑结构学报,2008,29(4):20-25(Wang Yayong.Lessons learnt from building damages in the Wenchuanearthquake—seismic concept design of buildings[J].Journal of Building Structures,2008,29(4):20-25(inChinese))
[6]王亚勇.汶川地震建筑震害启示——三水准设防和抗震设计基本要求[J].建筑结构学报,2008,29(4):26-33(Wang Yayong.Lessons learnt from building damages inthe Wenchuan earthquake—three earthquake performanceobjectives and basic requirements for seismic design ofbuildings[J].Journal of Building Structures,2008,29(4):26-33(in Chinese))
[7]叶列平,曲哲,陆新征,等.提高建筑结构抗地震倒塌能力的设计思想与方法[J].建筑结构学报,2008,29(4):42-50(Ye Lieping,Qu Zhe,Lu Xinzheng,et al.Collapse prevention of building structures:a lesson fromthe Wenchuan earthquake[J].Journal of BuildingStructures,2008,29(4):42-50(in Chinese))
[8]清华大学土木工程结构专家组,西南交通大学土木工程结构专家组,北京交通大学土木工程结构专家组.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1-9(Civil and structural groups of Tsinghua University,XinanJiaotong University and Beijing Jiaotong University.Analysis on seismic damage of buildings in the Wenchuanearthquake[J].Journal of Building Structures,2008,29(4):1-9(in Chinese))
[9]Xia Hongliu,Lin Jixin,Han Jun,et al.Study on seismicbehavior of frame structures considering effects of variableaxial loads[C]//Proceedings of the 15th WCEE.Lisbon,Portugal,2012
[10]GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001(GB50011—2001Code for seismicdesign of buildings[S].Beijing:China Architecture&Building Press,2001(in Chinese))
[11]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010(GB50011—2010Code for seismicdesign of buildings[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[12]Vamvatsikos D,Cornell C A.Incremental dynamic analysis[J].Earthquake Engineering&Structural Dynamics,2002,31(3):491-514
[13]Ibarra L F,Medina R A,Krawinkler H.Hysteretic modelsthat incorporate strength and stiffness deterioration[J].Earthquake Engineering&Structural Dynamics,2005,34(12):1489-1511
[14]Haselton C B,Deierlein G G.Assessing seismic collapsesafety of modern reinforced concrete moment framebuildings[R].Berkeley:University of California,2008
[15]Haselton C B,Goulet C A,Mitrani-Reiser J,et al.Anassessment to benchmark the seismic performance of acode-conforming reinforced concrete moment-frame building[R].Berkeley:University of California,2007
[16]Federal Emergency Management Agency.Quantification ofbuilding seismic performance factors[R].California:Applied Technology Council,2009
[17]Shome N,Cornell C A.Normalization and scaling accelerogramsfor nonlinear structural analysis[C]//Proceedings of the6th U.S.National Conference on Earthquake Engineering.Seattle,1998
[18]Luco N,Cornell C A.Structure-specific scalar intensitymeasures for near-source and ordinary earthquake groundmotions[J].Earthquake Spectra,2007,23(2):357-392
[19]Liel A B,Haselton C B,Deierlein G G,et al.Incorporatingmodeling uncertainties in the assessment of seismic collapserisk of buildings[J].Structural Safety,2009,31(2):197-211
[2]李英民,刘立平.汶川地震建筑震害与思考[M].重庆:重庆大学出版社,2008
[3]韩军,李英民,姬淑艳.RC框架结构合理破坏机制的实现[J].哈尔滨工业大学学报,2010,42(12):2003-2008(Han Jun,Li Yingmin,Ji Shuyan.Realization of rationalfailure mechanism for the RC frame structure[J].Journalof Harbin Institute of Technology,2010,42(12):2003-2008(in Chinese))
[4]李英民,韩军,田启祥,等.填充墙对框架结构抗震性能的影响[J].地震工程与工程振动,2009,29(3):51-58(Li Yingmin,Han Jun,Tian Qixiang,et al.Study oninfluence of infilled walls on seismic performance of RCframe structures[J].Earthquake Engineering andEngineering Vibration,2009,29(3):51-58(in Chinese))
[5]王亚勇.汶川地震建筑震害启示——抗震概念设计[J].建筑结构学报,2008,29(4):20-25(Wang Yayong.Lessons learnt from building damages in the Wenchuanearthquake—seismic concept design of buildings[J].Journal of Building Structures,2008,29(4):20-25(inChinese))
[6]王亚勇.汶川地震建筑震害启示——三水准设防和抗震设计基本要求[J].建筑结构学报,2008,29(4):26-33(Wang Yayong.Lessons learnt from building damages inthe Wenchuan earthquake—three earthquake performanceobjectives and basic requirements for seismic design ofbuildings[J].Journal of Building Structures,2008,29(4):26-33(in Chinese))
[7]叶列平,曲哲,陆新征,等.提高建筑结构抗地震倒塌能力的设计思想与方法[J].建筑结构学报,2008,29(4):42-50(Ye Lieping,Qu Zhe,Lu Xinzheng,et al.Collapse prevention of building structures:a lesson fromthe Wenchuan earthquake[J].Journal of BuildingStructures,2008,29(4):42-50(in Chinese))
[8]清华大学土木工程结构专家组,西南交通大学土木工程结构专家组,北京交通大学土木工程结构专家组.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1-9(Civil and structural groups of Tsinghua University,XinanJiaotong University and Beijing Jiaotong University.Analysis on seismic damage of buildings in the Wenchuanearthquake[J].Journal of Building Structures,2008,29(4):1-9(in Chinese))
[9]Xia Hongliu,Lin Jixin,Han Jun,et al.Study on seismicbehavior of frame structures considering effects of variableaxial loads[C]//Proceedings of the 15th WCEE.Lisbon,Portugal,2012
[10]GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001(GB50011—2001Code for seismicdesign of buildings[S].Beijing:China Architecture&Building Press,2001(in Chinese))
[11]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010(GB50011—2010Code for seismicdesign of buildings[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[12]Vamvatsikos D,Cornell C A.Incremental dynamic analysis[J].Earthquake Engineering&Structural Dynamics,2002,31(3):491-514
[13]Ibarra L F,Medina R A,Krawinkler H.Hysteretic modelsthat incorporate strength and stiffness deterioration[J].Earthquake Engineering&Structural Dynamics,2005,34(12):1489-1511
[14]Haselton C B,Deierlein G G.Assessing seismic collapsesafety of modern reinforced concrete moment framebuildings[R].Berkeley:University of California,2008
[15]Haselton C B,Goulet C A,Mitrani-Reiser J,et al.Anassessment to benchmark the seismic performance of acode-conforming reinforced concrete moment-frame building[R].Berkeley:University of California,2007
[16]Federal Emergency Management Agency.Quantification ofbuilding seismic performance factors[R].California:Applied Technology Council,2009
[17]Shome N,Cornell C A.Normalization and scaling accelerogramsfor nonlinear structural analysis[C]//Proceedings of the6th U.S.National Conference on Earthquake Engineering.Seattle,1998
[18]Luco N,Cornell C A.Structure-specific scalar intensitymeasures for near-source and ordinary earthquake groundmotions[J].Earthquake Spectra,2007,23(2):357-392
[19]Liel A B,Haselton C B,Deierlein G G,et al.Incorporatingmodeling uncertainties in the assessment of seismic collapserisk of buildings[J].Structural Safety,2009,31(2):197-211
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