高强钢组合Y形偏心支撑钢框架抗震性能与震后修复分析  

Seismic behavior and retrofit analysis of the high strength steel composite Y-type eccentrically braced frames

作　　者：段留省[1] 苏明周[2] 李慧 DUAN Liusheng;SU Mingzhou;LI Hui(School of Civil Engineering,Chang′an University,Xi′an 710061,China;School of Civil Engineering,Xi′an Univ.of Arch.&Tech.,Xi′an 710055,China;Evergrande Real Estate Group Co.,Ltd.Xi′an Branch,Xi′an 710000,China)

机构地区：[1]长安大学建筑工程学院,陕西西安710061 [2]西安建筑科技大学土木工程学院,陕西西安710055 [3]恒大地产集团西安有限公司,陕西西安710000

出　　处：《西安建筑科技大学学报（自然科学版）》2018年第4期506-512,共7页Journal of Xi'an University of Architecture & Technology(Natural Science Edition)

基　　金：国家自然科学基金项目(51178382;51708038);陕西省自然科学基金项目(2018JQ5016);中央高校基本科研业务费项目(300102288102)

摘　　要：为研究高强钢组合Y形偏心支撑钢框架这种新型结构体系的抗震性能和震后可修复性,在试验的基础上对3种组合Y形偏心支撑钢框架进行有限元分析.采用ANSYS软件建模,3-D实体单元划分网格,考虑材料非线性和几何非线性,研究变量为耗能梁段长度.结果表明:耗能梁段长度对试件的初始刚度影响较大,对极限承载力影响较小;耗能梁段长度对破坏模式影响较大,在位移角相同的条件下,短耗能梁段的剪切变形发展更充分,长耗能梁段将导致钢框架节点弯矩大幅增长,使得框架梁先于梁段发生破坏,震后修复难度增加.为保证高强钢组合Y形偏心支撑钢框架的耗能梁段弹塑性变形发展充分,作为第一道抗震防线首先发生破坏,建议耗能梁段长度与层高的比值不宜大于0.25.High strength steel composite Y-type eccentrically braced frame is a new structure system.In order to study the seismic behavior and the retrofit of this system,based on the experimental research,3 HEY specimens were analyzed by nonlinear finite element method.The 3-D solid elements were adopted in the finite element model by the ANSYS software and the geometric and material nonlinearities were calculated simultaneously.Result showed that the link length had greatly influence on the initial stiffness and failure modes,but had little influence on the ultimate load capacity.At the same drift,the shear yielding deformation is well developed in the shorter link.As the link length increases,the moment of the frame joint is larger,which will lead the frame beam fracture before the link damaged,and the seismic retrofitting became hard to complete.For excellent performance of the link and easy seismic retrofitting,the ratio of the link length to the height of the high strength steel composite Y-type eccentrically braced frame is suggested to be no more than 0.25.

关 键 词：偏心支撑 塑性转角 层间侧移角 震后修复 耗能梁段长度 

分 类 号：TU392.1[建筑科学—结构工程]