剪切型耗能梁K形偏心支撑钢框架结构抗震性能研究
引用文献：
陈世玺 吴杨周 于海丰 马康 王焱 章卫松 黄友强. 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，2022，48（24）：50-56，76.
CHEN Shixi WU Yangzhou YU Haifeng MA Kang WANG Yan ZHANG Weisong HUANG Youqiang. Study on seismic behavior of K-shaped eccentrically braced steel frame structures with shear links[J]. Building Structure，2022,48（24）：50-56，76.
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；
基金：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)。
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[3] 高层民用建筑钢结构技术规程：JGJ 99—2015[S].北京：中国建筑工业出版社，2016.
[4] 胡淑军，宋固全，王湛.偏心支撑钢框架基于性能的塑性设计方法研究[J].建筑结构，2018,48(17):111-117.
[5] 连鸣，苏明周，郭艳.高强钢组合K型偏心支撑框架抗震性能数值分析[J].建筑结构，2014,44(17):7-14,6.
[6] 杜刚，王向锋，徐政.厦门财富中心结构设计[J].建筑结构，2012,42(4):38-43.
[7] 建筑抗震设计规范：GB 50011—2010 [S].2016年版.北京：中国建筑工业出版社，2016.
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Study on seismic behavior of K-shaped eccentrically braced steel frame structures with shear links
Abstract: A new K-shaped eccentrically braced steel frame with shear links(abbreviated as Q2 model, which has the unequal cross-section for the beam and link) was proposed. To verify its seismic performance and compare it with the traditional K-shaped eccentrically braced steel frame with shear links(abbreviated as Q1 model, which has the same cross-section for the beam and link). The quasi-static tests of two single layer, single span and single layer models with 1:2.6 scale were conducted. The results show that, for the two models, the plastic deformation basely concentrated in the shear links, and the bearing capacity did not decrease when the tests stopped. The bearing capacity, initial stiffness and energy consumption capacity of the Q2 model were all less than the Q1 model, but the rotational capacity of the link and the structure overall ductility were better than Q1 model, and the steel used in the Q2 model is 11.5% less than that in the Q1 model. To study the influence of link length on the seismic performance of Q1 and Q2 model, eight numerical models were established using ABAQUS finite sotware, and nonlinear hysteretic analysis were performed. By analyzing the change law of hysteresis curve, bearing capacity, stiffness and energy consumption capacity with the links, the corresponding design recommendations were suggested.
Keywords: steel frame structure; shear link; reduction of cross-section; link length; quasi-static test; seismic performance
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