论文部分内容阅读
为研究适用于高层钢结构住宅体系的组合异形柱框架结构的翼缘加强型节点的抗震性能,设计了两种不同构造形式的足尺节点试件,即格构式宽肢组合异形柱节点和实腹式宽肢组合异形柱节点,并进行拟静力试验,研究了该类节点的破坏形态、滞回性能、承载能力、梁端转角、延性及耗能能力。试验结果表明:2个节点最终均在加强件端部发生了翼缘开裂而破坏;节点的受弯承载力是梁端全截面塑性承载力的1.10~1.13倍;钢梁转角是梁端总转角的主要组成部分,节点区转角只占梁端总转角的1.0%~1.8%,柱变形转角占9.2%~13.0%;节点的位移延性系数约为2.33~2.38,黏滞阻尼系数约为0.264~0.267。此外,2个节点的承载能力基本相当,格构式宽肢组合异形柱节点的抗震性能指标相对实腹式宽肢组合异形柱节点较好;但与传统翼缘加强型节点相比,其延性和耗能能力略有降低。
In order to study the seismic behavior of flange-stiffened joints with special-shaped columns in high-rise steel structure residential system, two kinds of full-scale joint specimens with different configurations were designed, that is, The joint of full-width and full-width shaped column with full-width was designed and the quasi-static tests were carried out. The damage morphology, hysteretic behavior, bearing capacity, cornering angle, ductility and energy dissipation capacity of such joints were studied. The experimental results show that the ultimate strength of the two joints are both at the ends of the stiffener, and the flexural capacity of the joints is 1.10 ~ 1.13 times of the plastic bearing capacity of the full cross-section of the beam. As for the components, the node corner only accounts for 1.0% ~ 1.8% of the total corner angle of the beam end and the column deformation corner occupies 9.2% ~ 13.0%. The displacement ductility coefficient of the node is about 2.33 ~ 2.38 and the viscous damping coefficient is about 0.264 ~ 0.267. In addition, the carrying capacity of two nodes is basically the same, and the seismic performance of lattice wide-limb combined special-shaped column nodes is better than that of abdomen-shaped wide-limb combined special-shaped column nodes. Compared with the traditional flange reinforced nodes, And energy consumption decreased slightly.