Abstract A bolted beam-to-column connection with rib-stiffened splicing plates is presented to facilitate on-site assembly and enhance the stiffness of joints. The joints consist of three modules and are assembled using bolts on site. Cyclic tests and a finite element analysis (FEA) are performed on seven full-scale joints. The influence of the trapezoidal stiffener's size, end-plate connection type, and the number of bolts on the seismic performance of the joints is investigated. The seismic performance of the bolted joints is compared with that of a welded joint. The failure mode, hysteretic curve, energy dissipation capacity, ductility, rotation capacity, bolt tension, friction, strength, and stiffness of the joints are determined via the tests and FEA. The trapezoidal stiffener significantly improves the bearing capacity, stiffness, and energy-dissipation capacity of the joints, making the plastic hinge occur on the beam flange outside the splicing zone. It is preferable to move the web bolts to the beam flange for improved seismic performance. The bolts on the four corners of the column flange have little effect on the seismic performance; thus, the bolts can be eliminated and the flange can be substituted by four small plates to reduce cost. This reasonable design could prevent the slipping of the joint during small-magnitude earthquakes, facilitate energy dissipation via slip during medium-magnitude earthquakes, and facilitate energy dissipation via the slip and plastic deformation of the beams during large-magnitude earthquakes. The formula for the ultimate load is presented, and the corresponding calculation results agree well with the test results.

中文翻译：

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带肋加筋拼接板螺栓梁柱连接的抗震性能

摘要 为了便于现场组装和提高节点刚度，提出了一种带肋条加劲肋拼接板的螺栓梁柱连接。接头由三个模块组成，并在现场使用螺栓组装。在七个全尺寸接头上执行循环测试和有限元分析 (FEA)。研究了梯形加强筋尺寸、端板连接方式和螺栓数量对节点抗震性能的影响。螺栓连接的抗震性能与焊接连接的抗震性能进行比较。接头的失效模式、滞后曲线、能量耗散能力、延展性、旋转能力、螺栓张力、摩擦、强度和刚度是通过测试和 FEA 确定的。梯形加强筋显着提高了承载力、刚度、和节点的耗能能力，使塑性铰出现在拼接区外的梁翼缘上。最好将腹板螺栓移动到梁翼缘以提高抗震性能。柱翼缘四个角上的螺栓对抗震性能影响不大；这样就可以省去螺栓，用四块小板代替法兰，降低成本。这种合理的设计可以在小震级时防止节点滑移，在中震级时通过滑移促进能量耗散，在大震级时通过梁的滑移和塑性变形促进能量耗散。给出了极限载荷的计算公式，相应的计算结果与试验结果吻合较好。