(1 国核电力规划设计研究院有限公司, 北京 100095; 2 河北科技大学建筑工程学院, 石家庄 050018)

摘要: 提出了一种新型剪切型耗能梁 K 形偏心支撑钢框架(耗能梁与框架梁不等截面,Q2 模型),为验证其抗震性能并与传统的剪切型耗能梁 K 形偏心支撑钢框架(耗能梁与框架梁等截面,Q1 模型)对比,对两个 1 ∶2. 6 缩尺的单榀、单跨、单层框架模型进行了拟静力试验。 结果表明,两个模型的塑性变形基本集中于耗能梁段上,试验结束时两个模型的承载力均未出现下降;Q2 模型的承载力、初始刚度比 Q1 模型低,在相同位移下,耗能能力也小于后者,但 Q2 模型耗能梁段的转动能力及结构整体延性好于 Q1 模型,且 Q2 模型的用钢量较后者减少 11. 5%。 为研究耗能梁长度对两种类型结构抗震性能的影响,采用有限元软件 ABAQUS 建立 8 个数值模型并对其进行了非线性滞回性能分析,分析了滞回曲线、承载力、刚度及耗能能力随耗能梁长度的变化规律,最后给出了关于耗能梁长度的设计建议。

关键词: 钢框架结构; 剪切型耗能梁; 截面削弱; 耗能梁长度; 拟静力试验; 抗震性能

中图分类号:TU391 文献标志码:A 文章编号:1002-848X(2022)24-0050-07

DOI:10. 19701 / j. jzjg. 20200451

Study on seismic behavior of K-shaped eccentrically braced steel frame structures with shear links

CHEN Shixi1, WU Yangzhou2, YU Haifeng2, MA Kang2, WANG Yan2,ZHANG Weisong1, HUANG Youqiang1

(1 State Nuclear Electric Power Planning Design & Research Institute Co. , Ltd. , Beijing 100095, China;2 School of Civil Engineering, Hebei University of Science and Technology, Shijiazhuang 050018, China)

Abstract: A new K-shaped eccentrically braced steel frame with shear links ( abbreviated as Q2 model, which has theunequal cross-section for the beam and link) was proposed. To verify its seismic performance and compare it with thetraditional K-shaped eccentrically braced steel frame with shear links(abbreviated as Q1 model, which has the same crosssection for the beam and link). The quasi-static tests of two single layer, single span and single layer models with 1:2. 6scale were conducted. The results show that, for the two models, the plastic deformation basely concentrated in the shearlinks, and the bearing capacity did not decrease when the tests stopped. The bearing capacity, initial stiffness and energyconsumption capacity of the Q2 model were all less than the Q1 model, but the rotational capacity of the link and thestructure overall ductility were better than Q1 model, and the steel used in the Q2 model is 11. 5% less than that in the Q1model. To study the influence of link length on the seismic performance of Q1 and Q2 model, eight numerical models wereestablished using ABAQUS finite sotware, and nonlinear hysteretic analysis were performed. By analyzing the change law ofhysteresis curve, bearing capacity, stiffness and energy consumption capacity with the links, the corresponding designrecommendations were suggested.

Keywords:steel frame structure; shear link; reduction of cross-section; link length; quasi-static test; seismic performance

∗国家自然科学基金(51208169),河北科技大学研究生创新资助项目(2020)。

第一作者:陈世玺,硕士,高级工程师,主要从事结构设计相关工作,Email: u3118@ snpdri. com。

[引用本文]陈世玺,吴杨周,于海丰,等. 剪切型耗能梁 K 形偏心支撑钢框架结构抗震性能研究[ J]. 建筑结构,2022,52( 24): 50-56, 76. CHEN Shixi, WU Yangzhou, YU Haifeng, et al. Study on seismic behavior of K-shapedeccentrically braced steel frame structures with shear links [J]. Building Structure,2022,52(24):50-56,76.