传统风格建筑圆钢管柱-箱形截面双梁节点受力性能试验研究与承载力计算

EXPERIMENTAL STUDY ON MECHANICAL PERFORMANCE AND STRENGTH PREDICTION OF CIRCLE TUBULAR STEEL COLUMN-DOUBLE BOX-SECTION BEAM JOINTS IN TRADITIONAL STYLE BUILDING

为研究传统风格建筑圆钢管柱-箱形截面双梁节点受力性能,对传统风格建筑圆钢管柱-箱形截面双梁中节点和边节点进行低周反复加载试验,分析了双梁-柱节点的破坏特征及影响因素。研究结果表明:传统风格建筑圆钢管柱-箱形截面双梁节点的破坏模式主要是下梁与大柱形成的核心区(3区)发生剪切屈服,上梁、下梁与大柱所形成的区域(2区)发生压弯破坏,部分焊缝及其热影响区的母材开裂;轴压比为0.3试件的极限承载力均高于轴压比为0.6的节点试件;相同轴压比下中节点试件的承载力高于边节点试件。给出了节点核心区2区压弯承载力验算公式并推导了节点核心区3区抗剪承载力计算公式,经与试验结果相比较,吻合较好。

To study the mechanical performance of circle tubular steel column-double box-section beam joints in traditional style building, an exper/ment of circle tubular steel column-double box-section beam inner joints and edge joints in traditional style building under low cyclic reversed loading was conducted. Failure patterns and influence factors on shear capacity were analyzed. The results indicate that the typical modes of steel traditional style framework double beam-column joints are the shear failures of joint core between lower beam and column （namely Area 3）, and the core area between upper beam, lower beam and column （namely Area 2） are buckled, and some welds and their heat-affected areas are cracked. The ultimate bearing capacity of specimens with axial compression ratio of 0.3 is higher than the joints with axial compression ratio of 0.6. At the same axial compression ratio the bearing capacity of the inner joint specimens is higher than that of the edge joints. Formulas for checking the compression-bending capacity of core area 2 and calculating the shear bearing capacity of corearea 3 are deduced by mechanical method. The results show that the calculation results agree well with the test results.