(1 中国建筑标准设计研究院，北京 100044； 2 山东大学，济南 250061)

［摘要］对我国现行《建筑抗震设计规范》中关于多高层钢结构房屋梁柱刚性节点连接的设计规定进行了深层次分析，指出该规定与同一规范第5.4.2条的“强连接”要求存在矛盾。在相同设计条件下按照规范的规定做多遇地震作用下的连接设计时，可分别设计出三种抗震性能相差悬殊的连接作法。按照规范公式Mu≥1.2Mp进行中震或大震作用下弹塑性阶段的抗震连接计算时，得出的结果却不能满足抗震要求，存在安全隐患。为了确保满足规范第5.4.2条应实现“强连接”的抗震设计强制性条文规定，提出了相应解决方案，针对所讨论的问题进一步推出几种耐震型连接节点作法和相应的计算方法，推荐了既有良好抗震性能又较符合我国国情的新型节点形式。

［关键词］小震；地震组合内力设计值；梁柱刚性连接节点；构件；承载力抗震调整系数；延性

Contradictions in current Code for Seismic Design of Buildings about beam-column rigid joint design of high-rise steel structures

Liu Qixiang¹, Chen Youfan¹, Chen Qinglai²(1 China Institute of Building Standard Design & Research,Beijing 100044,China；2 Shandong University,Jinan 250061,China)

Abstract:The stipulations about the beam-column rigid joint of high-rise steel structures are deeply analyzed in Code for Seismic Design of Buildings(GB50011—2001). It is pointed out that there are contradictions between the stipulations and the term 5.4.2 of demanding “strong joint” in the code. Under the “lower” level earthquake action, according to the stipulation there are three design results with great disparity, and two results of these are unsafety. When taking the code formula Mu≥1.2Mp to calculate the joint at the elastoplastic condition on the “middle” or “great” level earthquake action, the results are not satisfied the demand of seismic. In order to guarantee satisfying the mandatory seismic term 5.4.2 of “strong joint”, the suggestions are put forward.

Keywords:“lower” level earthquake; design value of assembled interior seism forces; steel frame; beam-column rigidity joint; member; anti-seismic bearing capacity factor; ductility

作者简介：刘其祥，教授级高工，Email:lqx3960@sina.com。

参考文献

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［2］TAMBOLL A R，FASCE P E. Handbook of structural steel construction design and details［M］.McGraw. Hill.2000.

［3］JCJ99—98高层民用建筑钢结构技术规程［S］.北京：中国建筑工业出版社，1998.

［4］刘大海，杨翠如，钟锡根.高层建筑抗震设计［M］.北京：中国建筑工业出版社，1993.

［5］刘其祥.多高层房屋钢结构梁柱刚性节点的设计建议［J］.建筑结构，2003，33(9).

［6］崔佳，魏明钟.钢结构设计规范理解与应用［M］.北京：中国建筑工业出版社，2004.