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(中國(guó)建筑標(biāo)準(zhǔn)設(shè)計(jì)研究院，北京 100048)
［摘要］在頂?shù)捉卿撨B接的三參數(shù)冪函數(shù)模型中，求解初始剛度的傳統(tǒng)方法是將頂角鋼假定為懸臂梁模型，但這一假定與試驗(yàn)及有限元分析結(jié)果有出入。根據(jù)頂?shù)捉卿撨B接破壞時(shí)的塑性鉸分布規(guī)律，提出了符合頂角鋼實(shí)際受力狀態(tài)和變形特征的剛架模型，并推導(dǎo)了頂?shù)捉卿撨B接初始剛度和極限承載力的解析表達(dá)式。
［關(guān)鍵詞］頂?shù)捉卿撨B接；半剛性；初始剛度；極限承載力
Calculation of initial stiffness and ultimate bearing capacity of top-and-seat angle connections
Yuan Ruiwen, Yang Weibiao, Lu Lei(China Institute of Building Standard Design & Research, Beijing 100048, China)
Abstract:In three parameter power models of top-and-seat angle connections, the cantilever beam assumption model for top angle is made in the traditional method to determine the initial stiffness of the semi-rigid connection. However, the assumption is discrepancy with experiment and finite element method analysis. A frame model is raised, based on the distributing orderliness of plastic hinges which is consistent with the actural load carrying state and distortion character of the top angle, and the analytic expressions of initial stiffness and ultimate bearing capacity are derived.
Keywords:top-and-seat angle connections; semi-rigid; initial stiffness; ultimate bearing capacity
作者簡(jiǎn)介：袁銳文，高級(jí)工程師，Email:yuanrw@126.com。
參考文獻(xiàn)
［1］Eurocode 3: Design of Steel Structures—Part 1-8: Design of Joints［Ｓ］. EN1993-1-8:2005.
［2］陳惠發(fā).鋼框架穩(wěn)定設(shè)計(jì)［Ｍ］//周綏平，譯.上海：世界圖書出版社，1999.
［3］XU YANGHUI, et al.Experiment and Analysis of Bolted Semi-rigid Beam-column Connections Part Ⅱ: 3-D Finite Element Analysis of the Connections Using Angles［Ｃ］//Mazzolani，ed.Behaviour of Steel Structures in Seismic Area.Rotterdam：balkema，2000：207-214.
［4］DRUCKER D C.The effect of shear on the plastic bending of beams［Ｊ］.Journal of Applied Mecchanics, ASME, 23(4)：509-514.