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通过对6个钢管混凝土柱-钢梁全螺栓连接节点及1个栓焊节点的低周反复加载试验,研究了全螺栓连接节点的破坏模式、承载力以及延性性能。试验表明:当试件的弹塑性层间位移角达到规范限值的2.15~3.02倍时,全螺栓连接试件仅在连接板件远端处钢梁翼缘上出现较小的鼓曲变形,变形幅度远小于栓焊节点;全螺栓连接节点具有更大的塑性变形能力、更大的峰值荷载和更长的屈服平台,能够满足抗震规范位移限值要求。试验指出,全螺栓连接节点的各组件在地震作用下都能发挥耗能作用,耗能机制包括连接板和钢梁翼缘间的摩擦耗能、栓杆与孔壁挤压耗能、连接板下的钢梁翼缘塑性变形耗能以及连接板远端处钢梁塑性耗能等。全螺栓连接试件的滞回曲线包括相对平直段和上升段,分别对应连接板与钢梁翼缘的滑动摩擦阶段和螺栓孔与螺杆的接触挤压阶段。试件经过多级位移循环加载后,摩擦力衰减明显,约为屈服荷载的50%;每级位移加载后期,由于螺栓杆与孔壁产生接触作用,试件的承载力相比摩擦滑移阶段明显增大,并且随位移加载幅值的增大而增大,峰值荷载可达到屈服荷载的2~3倍。
By means of low-cycle repeated loading tests on six fully-screw joints of steel-concrete-filled steel columns and steel beams and one bolt-welded joint, the failure mode, bearing capacity, and ductility of the fully bolted joints were investigated. The test shows that when the displacement angle between the elastic and plastic layers of the specimen reaches 2.15 to 3.02 times the specified limit value, the full bolted specimen shows only a small buckling distortion on the flange of the steel girder at the distal end of the connecting plate. It is much smaller than the bolted joints; the fully bolted joints have greater plastic deformation capacity, greater peak load, and a longer yielding platform, which can meet the seismic specification displacement limit requirements. The test pointed out that all components of the fully bolted joint can perform energy dissipation under the action of earthquake. The energy consumption mechanism includes the frictional energy between the connecting plate and the flange of the steel girder, the energy consumption of the bolt and the hole wall extrusion, and the energy under the connecting plate. Steel Beam Flange Plastic Deformation Energy Consumption and Plastic Energy Dissipation of Steel Beams at the End of Connecting Plates . The hysteresis curve of the fully bolted test specimen includes a relatively flat section and a rising section, which correspond to the sliding friction stage of the connecting plate and the flange of the steel girder and the contact extrusion stage of the bolt hole and the screw, respectively. After the specimens are subjected to multi-stage displacement and cyclic loading, the friction force decays significantly, which is approximately 50% of the yield load. At the end of each stage of displacement loading, due to the contact effect between the bolt rod and the hole wall, the bearing capacity of the specimen is compared with the frictional slip phase. Obvious increase, and with the increase of displacement loading amplitude increases, the peak load can reach 2 to 3 times the yield load.