论文部分内容阅读
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 the European standard EN393 (EN1993-1-8) method of calculation, the plane directly welded stiffener column and H-beam are generally semi-rigid, semi-rigid mainly due to the out-of-plane deformation of the column wall . In order to accurately calculate the displacements and internal forces of members that contain such a structure, it is necessary to determine the node stiffness. According to the experimental and numerical analysis results, the Japanese standard “Design Guide for Steel Structure Joint” fits out the calculation formula of this stiffness, but there is a defect in the concept of mechanics. And when the yield strength of beam and column material takes different values, The actual situation is quite different. Based on the classical elastic shell theory, based on numerical analysis of the stress distribution model of beam flange, the series solution to the stiffness of column wall is deduced. The result is in good agreement with the experimental data and finite element numerical results.