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为研究钢筋网约束矩形钢管混凝土柱-梁节点的核心区受压极限承载力,对8个带上下短柱的弱节点试件进行了加载试验,探讨节点区的破坏形态、峰值承载力以及节点内钢筋的应变特点。试验结果表明:轴压和偏压试件的节点区破坏形态不同;随着初始偏心与节点高度的增大,试件的峰值承载力明显降低,但节点宽度对极限承载力影响不明显。在规范配筋混凝土局压承载力计算公式的基础上,引入节点高度影响系数,并考虑荷载的偏心作用,建立节点区受压承载力计算公式。该公式与试验结果较为符合。
In order to study the ultimate compressive ultimate strength of the confined rectangular concrete-filled steel tubular column-to-beam joint in reinforced concrete beam, eight specimens with weak joints with upper and lower short columns were loaded to investigate the failure modes, peak capacity, Strain within the steel characteristics. The experimental results show that the failure modes of the nodal zone of the axial and the biased specimens are different. With the increase of the initial eccentricity and the height of the nodal point, the peak bearing capacity of the specimens decreases obviously, but the nodal width has no obvious effect on the ultimate bearing capacity. Based on the formula for calculating the bearing capacity of reinforced concrete under local pressure, the node height influence coefficient is introduced, and the eccentric load of the load is considered to establish the formula of compressive bearing capacity of the node area. The formula is in good agreement with the test results.