中欧抗震设计规范关于“强柱弱梁”设计比较  

Comparison of ″strong column-weak beam″ design between Chinese seismic design code GB 50010—2001 and Eurocode EN 1998-1

作　　者：车轶[1] 尤杰[1] 

机构地区：[1]大连理工大学海岸和近海工程国家重点实验室,辽宁大连116024

出　　处：《大连理工大学学报》2009年第5期758-763,共6页Journal of Dalian University of Technology

基　　金："九七三"国家重点基础研究发展计划资助项目(2007CB714202);"十一五"国家科技支撑计划资助项目(2006BAJ01B6-06)

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.

关 键 词：汶川地震 混凝土结构 强柱弱梁 延性 

分 类 号：TU375.4[建筑科学—结构工程] TU352.2