884aa四虎影成人精品,99久久国产综合精品女图图等你,97在线观看永久免费视频,久久精品国产精品亚洲38,ⅵdeodesetv性欧美

(1 湖南大學(xué)土木工程學(xué)院鋼結(jié)構(gòu)研究所，長沙 410082； 2 廣州市建筑工程職業(yè)學(xué)校，廣州 510403)
［摘要］對K形管板節(jié)點(diǎn)極限承載力進(jìn)行了非線性有限元分析，分析表明，該節(jié)點(diǎn)有四種主要破壞模式：受壓支管局部屈曲破壞模式、節(jié)點(diǎn)板屈服破壞模式、節(jié)點(diǎn)板屈服與支管聯(lián)合破壞模式、節(jié)點(diǎn)板屈服與主管壁過度塑性變形聯(lián)合破壞模式。對無量綱幾何參數(shù)分析表明，節(jié)點(diǎn)極限承載力隨主管徑厚比增加而減少，隨支主管直徑比增加而增加；支管插入板的長度與支管直徑之比對極限承載力影響不大；板厚與主管壁厚比小于1.2、支管壁厚與板厚比小于0.6時，極限承載力隨其增大而增大；板長與主管直徑比在節(jié)點(diǎn)板有效寬度內(nèi)，極限承載力增加。對節(jié)點(diǎn)設(shè)計中無量綱幾何參數(shù)的合理選用提出了建議。采用最小二乘法回歸了K形管板節(jié)點(diǎn)的極限承載力公式。
［關(guān)鍵詞］K形管板節(jié)點(diǎn)；非線性有限元分析；極限承載力；無量綱幾何參數(shù)；破壞模式；回歸公式
Nonlinear finite element analysis on ultimate strength of tube-gusset K-joints
Shu Xingping1, Xiao Youqing1，2, Yuan Zhishen1, Peng Huanjia1(1 Steel Structural Institute of Civil Engineering College, Hunan University, Changsha 410082, China；2 Guangzhou Architectural Engineering Vocational School, Guangzhou 510403, China)
Abstract:Nonlinear finite element analysis of the ultimate strength of the tube-gusset K-joints was carried out by ANSYS program. Four typical failure modes were discovered through the nonlinear finite element analysis. The four typical failure modes are brace local buckling,plate yielding,the combination of plate yielding and brace failure and the combination of plate yielding and chord excessive plastic deformation failure. The ultimate strength of the joints increases as γ reduces and β increases, it has no significantly increased as ν increases. The ultimate strength increases as τ1<1.2，τ2<0.6 and as α increases in the effective width. The rational values of nondimensional geometric parameters were presented. At last, the regression formula of the ultimate strength of tube-gusset K-joints by the method of least squares was presented.
Keywords:tube-gusset K-joint; nonlinear finite element analysis; ultimate strength; nondimensional geometric parameter； failure mode； regression formula
作者簡介：舒興平，博士，教授，一級注冊結(jié)構(gòu)工程師，Email:shuxingping@sina.com。
參考文獻(xiàn)
［1］舒興平.高等鋼結(jié)構(gòu)分析與設(shè)計［M］. 北京：科學(xué)出版社，2006.
［2］丁蕓孫.圓管結(jié)構(gòu)相貫節(jié)點(diǎn)幾個設(shè)計問題的討論［J］. 空間結(jié)構(gòu), 2002, 8 (2):56-64.
［3］SWINDEN LABORATORIES. Slotted end plate connection［J］.British Steel Technical, 1992, 22 (4):25-32.
［4］GIRARD C, PICARD A, FAFARD M.Finite element modelling of the shear lag effects in an HSS welded to a gusset plate［J］. Canadian Journal of Civil Engineering,1995, 22 (5):651-659.
［5］ZHAO X L, HANCOCK G J. Longitudianal fillet welds in thin coldformed RHS members［J］. Journal of Civil Engineer,1995, 121(11):1683-1690.
［6］ZHAO X L,AL MAHAIDI R,KIEW K P. Longitudianal fillet welds in thin-walled C450 RHS members［J］.Journal of Civil Engineering,1999,25(8):821-828.
［7］KOROL R M. Shear lag in slotted HSS tension members［J］.Canadian Journal of Civil Engineering,1996,23(3):1350-1354.
［8］CHENG J J R,KULAK G L,KHOO H. Strength of slotted tubular tension members［J］.Canadian Journal of Civil Engineering, 1998, 25(2):982-991.
［9］李明浩，馬人樂.鋼管塔塔柱與腹桿插板連接點(diǎn)的彈性受力分析［J］. 特種結(jié)構(gòu)，2002，19(3):15-17.
［10］郭健，孫炳楠，葉尹. 高聳鋼管塔的節(jié)點(diǎn)應(yīng)力分析［J］. 鋼結(jié)構(gòu)，2002,17(6):63-65.
［11］郭勇，孫炳楠，郭健,等.節(jié)點(diǎn)板連接K型鋼管節(jié)點(diǎn)的應(yīng)力集中［J］. 建筑結(jié)構(gòu)，2004,34(6):51-54.
［12］余世策,孫炳楠,葉尹,等.高聳鋼管塔的節(jié)點(diǎn)極限承載力的試驗研究與理論分析［J］.工程力學(xué),2004,21(3):155-161.
［13］夏志斌,姚諫. 鋼結(jié)構(gòu)［M］.杭州:浙江大學(xué)出版社,1996.
［14］劉建平,郭彥林. 管節(jié)點(diǎn)彈塑性大撓度有限元分析［J］.青海大學(xué)學(xué)報:自然科學(xué)版, 2001,19(1): 38-42.
［15］舒興平,丁兆龍,陳方紅,等. 管板連接軸心受拉構(gòu)件受拉極限承載力試驗研究［J］.建筑結(jié)構(gòu)學(xué)報,2007,28(5):61-68.
［16］GAZZOLA F, LEE M M K, DEXTER E M. Design equation