- 摘 要
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（1 西安建筑科技大學(xué)土木工程學(xué)院， 西安 710055；2 西安建筑科技大學(xué)結(jié)構(gòu)工程與抗震教育部重點實驗室， 西安 710055）
［摘要］針對傳統(tǒng)鋼框筒結(jié)構(gòu)耗能能力不足及強震作用后結(jié)構(gòu)修復(fù)難度大等問題，提出一種震后可快速恢復(fù)功能的可更換剪切型耗能梁段高強鋼框筒結(jié)構(gòu)（HSS-FTS）。為研究該結(jié)構(gòu)的滯回性能，采用ABAQUS建立了單層單跨HSS-FTS足尺結(jié)構(gòu)有限元模型并對其進行非線性滯回分析，以耗能梁段的長度、加勁肋間距、翼緣寬厚比和腹板高厚比為參數(shù)，通過分析模型的承載力、剛度、延性和耗能等，研究以上參數(shù)對結(jié)構(gòu)滯回性能的影響規(guī)律。結(jié)果表明：改變耗能梁段長度對結(jié)構(gòu)承載力、剛度、延性和耗能能力影響較為顯著；耗能梁段加勁肋間距滿足現(xiàn)行抗規(guī)要求時，改變耗能梁段加勁肋間對結(jié)構(gòu)滯回性能影響不大；當耗能梁段翼緣寬厚比減小時，結(jié)構(gòu)的承載力、剛度和耗能能力略有增強，但對結(jié)構(gòu)的延性影響較?。划敻拱甯吆癖葴p小時，結(jié)構(gòu)的承載力、剛度和耗能能力顯著提高。在滿足結(jié)構(gòu)設(shè)計要求的前提下，為保證結(jié)構(gòu)具有良好的滯回性能，基于本文的分析結(jié)果，建議耗能梁段長度?。?-60～0-87）Mp/Vp；耗能梁段加勁肋間距需滿足抗規(guī)要求；耗能梁段翼緣寬厚比取4-7～6-7；耗能梁段腹板高厚比取21-6～30-2。
［關(guān)鍵詞］鋼框筒； 剪切型耗能梁段； 高強鋼； 滯回性能
中圖分類號：TU391文獻標識碼：A文章編號：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
*國家自然基金項目（51708444），陜西省自然科學(xué)基礎(chǔ)研究計劃（2018JQ5074），陜西省教育廳專項科研計劃項目(18JK0456），陜西省高?？茀f(xié)青年人才托舉計劃項目（20170517），陜西省博士后科研項目資助（2017年）。
作者簡介：連鳴，博士，副教授，碩士生導(dǎo)師，Email：lianming@xauat.edu.cn。
