（1 西安建筑科技大学土木工程学院， 西安 710055；2 西安建筑科技大学结构工程与抗震教育部重点实验室， 西安 710055）

［摘要］针对传统钢框筒结构耗能能力不足及强震作用后结构修复难度大等问题，提出一种震后可快速恢复功能的可更换剪切型耗能梁段高强钢框筒结构（HSS-FTS）。为研究该结构的滞回性能，采用ABAQUS建立了单层单跨HSS-FTS足尺结构有限元模型并对其进行非线性滞回分析，以耗能梁段的长度、加劲肋间距、翼缘宽厚比和腹板高厚比为参数，通过分析模型的承载力、刚度、延性和耗能等，研究以上参数对结构滞回性能的影响规律。结果表明：改变耗能梁段长度对结构承载力、刚度、延性和耗能能力影响较为显著；耗能梁段加劲肋间距满足现行抗规要求时，改变耗能梁段加劲肋间对结构滞回性能影响不大；当耗能梁段翼缘宽厚比减小时，结构的承载力、刚度和耗能能力略有增强，但对结构的延性影响较小；当腹板高厚比减小时，结构的承载力、刚度和耗能能力显著提高。在满足结构设计要求的前提下，为保证结构具有良好的滞回性能，基于本文的分析结果，建议耗能梁段长度取（0-60～0-87）Mp/Vp；耗能梁段加劲肋间距需满足抗规要求；耗能梁段翼缘宽厚比取4-7～6-7；耗能梁段腹板高厚比取21-6～30-2。

［关键词］钢框筒； 剪切型耗能梁段； 高强钢； 滞回性能

中图分类号：TU391文献标识码：A文章编号：1002-848X(2020)01-0083-08

Numerical analyses on hysteretic behaviors of high-strength steel fabricated framed-tube structure with replaceable shear type energy-dissipated beam section

Lian Ming1,2, Li Haoxiang1, Mo Wenru1, Su Mingzhou1,2

(1 School of Civil Engineering, Xi′an University of Architecture and Technology, Xi′an 710055, China;2 Key Lab of Structural Engineering and Earthquake Resistance, Ministry of Education (XAUAT), Xi′an 710055, China)

Abstract:The traditional steel framed-tube structure has poor energy dissipation capacity and difficult to recover after severe earthquakes, so the high-strength steel fabricated framed-tube structure (HSS-FTS) with replaceable shear type energy-dissipated beam section was proposed. In order to study the hysteretic behavior of HSS-FTS, several finite element models (FEMs) of one-layer one-span HSS-FTS structure were established by software ABAQUS to conduct the nonlinear hysteretic analysis. The length of the energy-dissipated beam section, the spacing of stiffeners, the width thickness ratio of flange and the height thickness ratio of web were taken as parameters. The influence of the above parameters on the hysteretic behavior of the structure was studied by analyzing the bearing capacity, stiffness, ductility and energy dissipation of the model. The results show that: the change of the length of the energy-dissipated beam section has a significant effect on the bearing capacity, stiffness, ductility and energy dissipation capacity of the structure ductility; when the spacing of the stiffeners of the energy-dissipated beam section meets the current requirements of the resistance code, the change of the stiffeners of the energy-dissipated beam section has little effect on the hysteretic behavior of the structural ductility; when the width thickness ratio of the flange of the energy-dissipated beam section is reduced, the bearing capacity, stiffness and energy dissipation capacity of the structure are slightly enhanced, but it has a slight effect on the structural ductility; when the ratio of web height to thickness decreases, the bearing capacity, stiffness and energy dissipation capacity of the structure increase significantly. On the premise of meeting the structural design requirements, in order to ensure the good hysteretic behavior of the structure, it is suggested that the length of the energy-dissipated beam section can take (0-60～0-87) Mp/Vp; the stiffener spacing of the energy-dissipated beam section should meet the requirements of the code; the width thickness ratio of the flange of the energy-dissipated beam section should be 4-7～6-7; the height thickness ratio of the web of the energy dissipated beam section should be 21-6～30-2.

Keywords:steel framed-tube; shear type energy-dissipated beam section; high strength steel; hysteretic behavior

*国家自然基金项目（51708444），陕西省自然科学基础研究计划（2018JQ5074），陕西省教育厅专项科研计划项目(18JK0456），陕西省高校科协青年人才托举计划项目（20170517），陕西省博士后科研项目资助（2017年）。

作者简介：连鸣，博士，副教授，硕士生导师，Email：lianming@xauat.edu.cn。