无加劲方钢管柱-H形钢梁节点弹性刚度的级数解答  

PROGRESSION SOLUTION OF ELASTIC STIFFNESS OF NO-DIAPHRAGM JOINT CONNECTING RHS TUBE COLUMN AND H-SHAPED BEAM

作　　者：张梁[1] 陈以一[2] 

机构地区：[1]同济大学土木工程学院,上海200092 [2]同济大学土木工程防灾国家重点实验室,上海200092

出　　处：《工程力学》2012年第8期87-93,共7页Engineering Mechanics

基　　金：国家自然科学基金重点项目(51038008);科技部国家重点实验室基金项目(SLDRCE08-A-04)

摘　　要：按照欧洲规范EU3(EN1993-1-8)的计算方法,平面无加劲方钢管柱与H形钢梁直接焊接节点一般情况下是半刚性的,其半刚性主要是由于柱壁平面外变形引起的。为准确计算包含这种节点的结构的位移、构件内力,需要确定节点弹性刚度。日本规范《钢构造接合部设计指针》根据试验和数值分析结果拟合出了该刚度的计算公式,但在力学概念上存在缺陷,且当梁与柱材料屈服强度取不同值时的计算结果与实际情况差异较大。该文从经典弹性板壳理论出发,依据数值分析建立的梁翼缘截面应力分布模型,推导出与柱壁变形相关的刚度的级数解答,其结果与试验数据、有限元数值结果能较好吻合。According to EU3 （EN1993-1-8）, no-diaphragm joint connecting RHS tube column and H-beam usually behaves as semi-rigid joint. This behavior is mainly caused by deformation of tube wall. In order to calculate the internal force and the displacement accurately, the elastic stiffness of the joint should be determined correctly. In the fit formula recommended by AIJ （Architecture Institute of Japan） there is deficiency which introduces the concept of strength to evaluate the elastic stiffness. Furthermore when different yield strength values of column and beam are set, the result by fit formula will produce obvious errors. Based on elastic theory, the stress distribution model is established by finite element method analysis, and trigonometric progression solution of the elastic stiffness is deduced. The progression result is in agreement with the test and numerical results.

关 键 词：钢结构 弹性刚度 级数解答 方钢管柱-H形梁节点 半刚性 

分 类 号：TU392.3[建筑科学—结构工程]