现行建筑抗震设计规范多高层钢结构梁柱刚性连接设计方法的技术矛盾  

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

作　　者：刘其祥 陈幼璠 陈青来[2] 

机构地区：[1]中国建筑标准设计研究院,北京100044 [2]山东大学,济南250061

出　　处：《建筑结构》2010年第6期1-6,共6页Building Structure

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。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 M_u≥1.2M_p 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.

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 

分 类 号：TU352.11[建筑科学—结构工程]