中欧抗震设计规范关于“强柱弱梁”设计比较
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摘要
通过"5·12"汶川大地震的震后房屋震害调查发现,多层钢筋混凝土框架结构的框架柱比梁更易遭到破坏,出现了非设计预期的柱铰破坏机制.从抗震设防目标、地震作用水准、结构分析模型、构件抗震计算与构造措施等多角度出发,对比分析了我国抗震设计规范GB 50011—2001和欧洲抗震规范EN 1998-1在实现"强柱弱梁"上的差异.研究表明,保证抗震等级为一至三级的梁、柱局部延性的构造措施不足,以及对于楼板对梁刚度和承载力的贡献考虑不充分是造成地震中钢筋混凝土框架结构柱铰破坏的主要原因.
Field investigation on seismic damage of multi-story reinforced concrete(RC) frames after Wenchuan earthquake on May 12,2008 showed that columns were more feasible to damage than beams,leading to an unexpected weak-column failure mechanism.A comparison of code provisions with regard to implementing design objectives of ″strong column-weak beam″ between Chinese seismic design code GB 50010—2001 and Eurocode EN 1998-1 from many aspects,such as seismic performance requirements,seismic action level,modeling of structure,seismic design and detailing of structural members is presented.It is shown that inadequate requirements on local ductility of beams and columns which are assigned to seismic class 1 to 3,as well as the insufficient consideration of contributions of the floor to stiffness and flexural resistance of the beam are the major causes to the weak-column failure mechanism of RC frames in the earthquake.
Field investigation on seismic damage of multi-story reinforced concrete(RC) frames after Wenchuan earthquake on May 12,2008 showed that columns were more feasible to damage than beams,leading to an unexpected weak-column failure mechanism.A comparison of code provisions with regard to implementing design objectives of ″strong column-weak beam″ between Chinese seismic design code GB 50010—2001 and Eurocode EN 1998-1 from many aspects,such as seismic performance requirements,seismic action level,modeling of structure,seismic design and detailing of structural members is presented.It is shown that inadequate requirements on local ductility of beams and columns which are assigned to seismic class 1 to 3,as well as the insufficient consideration of contributions of the floor to stiffness and flexural resistance of the beam are the major causes to the weak-column failure mechanism of RC frames in the earthquake.
引文
[1]欧进萍,李惠,吴斌,等.地震工程灾害与防御(Ⅱ)——建筑抗震设计规范分析与比较[C]//汶川地震建筑震害调查与灾后重建分析报告.北京:中国建筑工业出版社,2008
[2]叶列平,曲哲,马千里,等.从汶川地震中框架结构震害谈“强柱弱梁”屈服机制的实现[J].建筑结构,2008,38(11):52-59
[3]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
[4]中华人民共和国建设部.GB 50010—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001
[5]CEN.BS EN 1998-1:2004,Eurocode 8:Design ofstructures for earthquake resistance-Part 1:Generalrules,seismic actions and rules for buildings[S].London:British Standards Institution,2005
[6]白绍良,李刚强,李英民,等.从R-μ-T关系研究成果看我国钢筋混凝土结构的抗震构造措施[J].地震工程与工程振动,2006,26(5):144-151
[7]蒋永生,陈忠范,周绪平,等.整浇楼板的框架节点抗震研究[J].建筑结构学报,1994,12(3):11-16
[2]叶列平,曲哲,马千里,等.从汶川地震中框架结构震害谈“强柱弱梁”屈服机制的实现[J].建筑结构,2008,38(11):52-59
[3]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
[4]中华人民共和国建设部.GB 50010—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001
[5]CEN.BS EN 1998-1:2004,Eurocode 8:Design ofstructures for earthquake resistance-Part 1:Generalrules,seismic actions and rules for buildings[S].London:British Standards Institution,2005
[6]白绍良,李刚强,李英民,等.从R-μ-T关系研究成果看我国钢筋混凝土结构的抗震构造措施[J].地震工程与工程振动,2006,26(5):144-151
[7]蒋永生,陈忠范,周绪平,等.整浇楼板的框架节点抗震研究[J].建筑结构学报,1994,12(3):11-16
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