付波, 王彦超, 童根树. 矩形钢管混凝土柱-H形钢梁外顶板式节点抗震性能试验研究[J]. 工程力学, 2020, 37(7): 125-137. DOI: 10.6052/j.issn.1000-4750.2019.08.0474
引用本文: 付波, 王彦超, 童根树. 矩形钢管混凝土柱-H形钢梁外顶板式节点抗震性能试验研究[J]. 工程力学, 2020, 37(7): 125-137. DOI: 10.6052/j.issn.1000-4750.2019.08.0474
FU Bo, WANG Yan-chao, TONG Gen-shu. EXPERIMENTAL STUDY ON THE SEISMIC BEHAVIOR OF CFST RECTANGULAR COLUMN TO H-SECTION STEEL BEAM CONNECTIONS WITH EXTERNAL STIFFENERS[J]. Engineering Mechanics, 2020, 37(7): 125-137. DOI: 10.6052/j.issn.1000-4750.2019.08.0474
Citation: FU Bo, WANG Yan-chao, TONG Gen-shu. EXPERIMENTAL STUDY ON THE SEISMIC BEHAVIOR OF CFST RECTANGULAR COLUMN TO H-SECTION STEEL BEAM CONNECTIONS WITH EXTERNAL STIFFENERS[J]. Engineering Mechanics, 2020, 37(7): 125-137. DOI: 10.6052/j.issn.1000-4750.2019.08.0474

矩形钢管混凝土柱-H形钢梁外顶板式节点抗震性能试验研究

EXPERIMENTAL STUDY ON THE SEISMIC BEHAVIOR OF CFST RECTANGULAR COLUMN TO H-SECTION STEEL BEAM CONNECTIONS WITH EXTERNAL STIFFENERS

  • 摘要: 针对钢结构住宅建筑中柱子宽度日趋减小的趋势,提出了柱内无隔板的矩形钢管混凝土柱-H形钢梁外顶板式节点。对7个新型节点试件进行拟静力试验,变化参数有钢梁截面、顶板厚度和顶板长边高度。试验主要研究了节点的破坏模式、滞回曲线、骨架曲线、承载力、刚度退化、强度退化、延性和耗能能力等抗震性能。试验结果表明:外顶板式节点共有梁翼缘受拉破坏、梁翼缘与顶板连接焊缝破坏、顶板与柱连接处的柱壁破坏三种破坏模式。节点延性系数为2.17~3.67,等效粘滞阻尼系数在0.2~0.3之间,极限位移角平均值为1/49,节点抗震性能满足“强节点弱构件”要求。增大外顶板的厚度或长边高度可提高节点承载力,钢梁翼缘、翼缘和顶板连接焊缝或柱壁的过早开裂会降低节点延性和耗能能力。最后提出在验算柱壁和连接焊缝极限承载力时,节点连接系数应取1.4;另外可采取梁端翼缘加强或削弱措施,以保证外顶板式节点具有足够的塑性变形能力。

     

    Abstract: In view of the decreasing trend of column widths in steel residential buildings, a new type of concrete filled rectangular steel tubular column-H-section steel beam connections with external stiffeners is proposed. The diaphragm is removed in this connection. Pseudo-static tests of seven new joint specimens were carried out. The test parameters were the section of the steel beam and the thickness and the height of the long side of the external stiffeners. The failure modes, hysteretic curves, skeleton curves, strength, stiffness degradation, strength degradation, ductility and energy dissipation capacity of the joints were studied. The test results show that there were three failure modes of this new joint, namely, tensile failure of beam flange, weld failure between beam flange and external stiffener, and column wall failure near the external stiffener. The ductility coefficient was 2.17 to 3.67, the equivalent viscous damping coefficient was 0.2 to 0.3, and the average drift ratio was 1/49. The seismic performance of the joint met the requirements of "strong joints and weak members". Increasing the thickness or the height of the long side of the external stiffeners can increase the strengths of the joints. The premature cracking of the beam flange, the welding seam between beam flange and external stiffener, or the column wall will reduce the ductility and energy dissipation capacity of the joints. It is proposed that the connection coefficient should be 1.4 when checking the ultimate strength of the column wall and joint weld. The strengthening or weakening measures on the flange at the beam ends can be taken to ensure that the new joints have a sufficient plastic deformation capacity.

     

/

返回文章
返回