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进行了4个带肋薄壁钢管混凝土梁柱端板连接节点的静力试验。试件的钢管由厚度为1.5 mm或3.0 mm的冷弯薄壁型钢组合而成,高强螺栓端部焊接50 mm长的螺纹钢筋。分析了端板类型、钢管壁厚度对节点破坏模式和连接的弯矩-转角关系特征等的影响,研究节点的承载力、刚度、延性和各组件关键部位的应变分布规律,提出了节点区柱壁加厚和螺栓锚固加强等合理构造措施。试验研究表明:端板类型和钢管壁厚度对薄壁钢管混凝土框架梁柱端板连接节点的受弯承载力和初始刚度影响较大;节点破坏模式主要有端板弯曲变形、受拉螺栓被拔出、柱壁受拉螺栓孔处鼓曲撕裂、单边螺栓端部钢筋被拉断等;节点具有部分强度、半刚接、良好延性等特性,其连接转动能力超过美国规范FEMA350规定的连接极限转角0.030 rad。
The static tests of four joints of beam-column-thin-wall CFST beams and columns are carried out. The test tube is made of cold-formed thin-wall steel with a thickness of 1.5 mm or 3.0 mm and the ends of the high-strength bolts are welded with 50 mm long rebar. The influence of the type of end plate, the thickness of steel pipe wall on the failure modes of joints and the moment-moment relationship of the joints is analyzed. The bearing capacity, stiffness, ductility and strain distribution of the key parts of the joints are studied. Wall thickening and bolt anchorage strengthening and other reasonable structural measures. The experimental results show that the type of end plate and the thickness of steel pipe wall have a great influence on the flexural capacity and initial stiffness of the beam-column connection of the thin-walled CFST. The failure mode of the joint mainly includes the bending deformation of the end plate, The studs are torn apart at the bolt hole of the column wall, the steel bars at the ends of the unilateral bolts are broken off, etc .; the joints have the characteristics of partial strength, semi-rigid connection, good ductility and the connection rotation ability exceeds the connection limit rotation angle regulated by the United States Code FEMA350 0.030 rad.