摘要
讨论了文献中报导的36个边柱节点的试验结果,描述了板的破坏形态和特征.基于剪应力线性分布假设,推导出校核由剪力偏心传递的部分不平衡弯矩系数α0的表达式,并对试验结果作了验证,发现规范(GB 50010-2002)中的α0值与试验结果不符,取值偏大.另外,还指出在板与柱之间不由剪力传递的这部分不平衡弯矩(1-α0)Munb,应通过板受弯来传递,此弯矩所需要的钢筋设置,在规范(GB 50010-2002)中没有条款.最后对边柱节点受冲切设计方法提出了改进意见.
The test results of thirty-six slab-column edge connections reported in the literatures were discussed, and the failure patterns and the properties of the slabs were described. The shear stress distribution on any critical section was assumed to be linear. Of the unbalanced bending M, α0 M was assumed to be transferred by the eccentricity of shear about the centroid of the critical slab section, and the coefficient α0 was analyzed. The data showed that there were significant differences between the coefficient and the test results. In addition, the fraction of the unbalanced moment transferred by slab flexure, （ 1 - α0） Munb, was considered to be transferred by the slab ultimate resisting moment over an effective slab width. Thus, sufficient slab reinforcement should be presented between these lines to transfer the moment （1 - α0） Munb.
出处
《湖南大学学报（自然科学版）》
EI
CAS
CSCD
北大核心
2007年第1期19-23,共5页
Journal of Hunan University:Natural Sciences
基金
湖南省建设厅科技基金资助项目(200109)
关键词
无梁楼盖
板柱结构
边柱节点
剪力
不平衡弯矩
受冲切承栽力
flat slab floor
slab column structure
slab column edge connection
shear
unbalanced moments
punching capacity
