H形梁柱节点域弹性刚度的修正计算公式  

MODIFIED FORMULA FOR CALCULATING ELASTIC STIFFNESS OF PANEL ZONE IN H-SHAPED BEAM-COLUMN CONNECTIONS

作　　者：潘伶俐[1,2] 陈以一[1,2] PAN Ling-li CHEN Yi-yi(State Key Laboratory of Disaster Reduction in Civil Engineering, Tongji University, Shanghai 200092, China College of Civil Engineering, Tongji University, Shanghai 200092, China)

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

出　　处：《工程力学》2016年第11期68-74,94,共8页Engineering Mechanics

基　　金：国家自然科学基金重点项目(51038008)

摘　　要：对钢框架H形梁柱节点承受梁端不平衡弯矩时的节点域弹性刚度进行研究。考察了节点域的变形组成,在合理假定基础上,经理论推导得到只考虑纯剪切作用的弹性刚度上限值,以及同时考虑双向弯曲影响的弹性刚度修正计算公式。基于经试验校准的有限元模型,进行了不同几何尺寸的梁柱节点参数分析,并以数值拟合得到在一定程度上修正理论推导时各类假定所导致误差的修正公式。经与试验及有限元弹性刚度值的比较,显示该文提出的两个修正公式能更准确地计算节点域弹性刚度。The elastic stiffness of the panel zone in H-shaped beam-column connections subjected to unbalanced beam moments is studied. The components of panel zone deformation are investigated. Based on reasonable assumptions, both the upper limit of elastic stiffness, which only considers the pure shear deformation of the panel zone, and the modified formula, which also includes the contribution of bi-directional flexure, are theoretically derived. Based on the verified finite element model, parametric analyses of beam-column sub-assemblages with different combinations of geometric configurations are conducted, and the other modified formula is derived from numerical fitting and is believed to have to some extent corrected errors caused by those assumptions during the theoretical derivation. The proposed modified formulas are validated through comparisons with both experimental and FEM results and found to be more accurate when compared to previous approaches.

关 键 词：钢结构 节点域 弹性刚度 修正计算公式 H形梁柱节点 双向弯曲 

分 类 号：TU391[建筑科学—结构工程]