平面弯曲下带加劲肋的T型方管节点极限承载力分析
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摘要
为得到加劲肋加强T型方管节点承受平面内弯矩作用下极限承载力提高系数ψ的表达式,本文在试验与有限元对比的基础上,用ABAQUS软件进行了参数化分析,并用Origin软件进行了回归分析。结果表明:支管与主管截面宽度之比β=0.4~0.7时,节点的破坏主要是上壁面屈服所致,加劲肋加强T节点极限承载力平均是无加劲肋节点的2.55倍;节点承载力与加劲肋厚度t_w、加劲肋宽度b_w、β皆呈正相关,影响程度为β>b_w>t_w;加劲肋承载力M_S随加劲肋厚度与主管截面宽度之比τ、加劲肋宽度与主管截面宽度之比η和β的增加而增加,其中三者影响程度大小次序为β>η>τ,提高系数ψ随τ、η的增加而增大,其中η的影响大于τ,β对ψ的影响不大。最后得出了加劲肋加强T型方管节点承受平面内弯矩时极限承载力的计算公式。
In this paper, to get the ultimate bearing capacity improvement coefficient ψ of rib stiffener strengthen RHS T-type joint loaded by in-plane bending,on the basis of the tests and comparison with the finite element analysis,ABAQUS parametric analysis and ORIGIN regression analysis are conducted. The results show that when β is 0.4 to 0.7, chord face yielding is the mainly mode of failure, the ultimate bearing capacity of rib stiffener strengthen T-type joint is 2.55 times compared to the no rib stiffener T-type joint, the ultimate bearing capacity of T-type joint is positive correlated with parameters t_w,b_w,β, and in the order of β>b_w>t_w,the ultimate bearing capacity of rib stiffener M_S increases with increasing τ,η,β, and in the order of β>η>τ, the improvement coefficient ψ increases with increasing τ,η, the influence of η is more than τ, the parameters β has little effect to the improvement coefficient ψ. Finally, the ultimate bearing capacity calculation formula of rib stiffener strengthen RHS T-type joint loaded by in-plane bending is obtained.
In this paper, to get the ultimate bearing capacity improvement coefficient ψ of rib stiffener strengthen RHS T-type joint loaded by in-plane bending,on the basis of the tests and comparison with the finite element analysis,ABAQUS parametric analysis and ORIGIN regression analysis are conducted. The results show that when β is 0.4 to 0.7, chord face yielding is the mainly mode of failure, the ultimate bearing capacity of rib stiffener strengthen T-type joint is 2.55 times compared to the no rib stiffener T-type joint, the ultimate bearing capacity of T-type joint is positive correlated with parameters t_w,b_w,β, and in the order of β>b_w>t_w,the ultimate bearing capacity of rib stiffener M_S increases with increasing τ,η,β, and in the order of β>η>τ, the improvement coefficient ψ increases with increasing τ,η, the influence of η is more than τ, the parameters β has little effect to the improvement coefficient ψ. Finally, the ultimate bearing capacity calculation formula of rib stiffener strengthen RHS T-type joint loaded by in-plane bending is obtained.
引文
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[15]中国建筑技术研究院.高层民用建筑钢结构技术规程:JGJ99-98[S].北京:中国建筑工业出版社,2003.(China Construction Technology Research Institute.Technical specification for steel structures of tall civil buildings:JGJ99-98[S].Beijing:China Building Industry Press,2003(in Chinese)).
[16]曹国峰.大跨度重型钢管相贯节点与典型加劲节点的试验与理论研究[D].上海:同济大学,2006.(CAO Guofeng.Experimental and theoretical study on long span heavy steel tubular joints and typical stiffening joints[D].Shanghai:Tongji University,2006(in Chinese)).
[17]MASHIRI F R,ZHAO X L.Plastic mechanism analysis of welded thin-walled T-joints made up of circular braces and square chords under in-plane bending[J].Thin-walled structures,2004,42(5):759-783.
[18]PACKER J A,WARDENIER,ZHAO X L,et al.Design guide for rectangular hollow section(RHS)joints under predominantly static loading[M].Amsterdam,Holland:Verlag TüV Rheinland,1992.
[19]PACKER J A,HENDERSON J E.空心管结构连接设计指南[M].曹俊杰,译.北京:科学出版社,1997:176-177.(PACKER J A,HENDERSON J E.Guide for structural connection design of hollow tubes[M].CAO Junjie,translated.Beijing:Science Press,1997:176-177(in Chinese)).
[2]陈以一,陈扬骥.钢管结构相贯节点的研究现状[J].建筑结构,2002,32(7):52-55.(CHEN Yiyi,CHEN Yangji.Research status of tubular steel tubular joints[J].Building structure,2002,32(7):52-55(in Chinese)).
[3]施刚,班慧勇,石永久,等.高强度钢材钢结构的工程应用及研究进展[J].工业建筑,2012,42(1):1-7.(SHI Gang,BAN Huiyong,SHI Yongjiu,et al.Engineering application and recent research progress on high strength steel structures[J].Industrial construction,2012,42(1):1-7(in Chinese)).
[4]RAJU K R,RAO M N K.Elastoplastic behaviour of unstiffened and stiffened steel tubular T-joints[J].Computers&structures,1995,55(5):907-914.
[5]LEE M M K,LLEWELYN Parry A.Strength prediction for ring-stiffened DT-joints in offshore jacket structures[J].Engineering structures,2005,27(3):421-430.
[6]赵宪忠,陈誉,陈以一,等.平面K型圆钢管搭接节点静力性能的试验研究[J].建筑结构学报,2006,27(4):39-47.(ZHAO Xianzhong,CHEN Yu,CHEN Yiyi,et al.Experimental study on static behavior of unstiffened,overlapped CHS K-joints[J].Journal of building structures,2006,27(4):39-47(in Chinese)).
[7]王伟,陈以一.圆钢管相贯节点的非刚性能与计算公式[J].工业建筑,2005,35(11):5-9.(WANG Wei,CHEN Yiyi.Non-rigid behavior and design formula of steel tubular joints[J].Industrial construction,2005,35(11):5-9(in Chinese)).
[8]李自林,吴亮秦,朱斌,等.不同加强措施下N型圆钢管相贯节点力学性能的试验比较[J].工程力学,2008,25(11):179-185.(LI Zilin,WU Liangqin,ZHU Bin,et al.Experimental comparision of static behavior of tubular N-joints reinforced in different ways[J].Engineering mechanics,2008,25(11):179-185(in Chinese)).
[9]隋伟宁,陈以一,王占飞,等.垫板加强圆主管和支管T形相贯节点抗拉性能研究[J].土木工程学报,2013,46(5):22-30.(SUI Weining,CHEN Yiyi,WANG Zhanfei,et al.Study on tensile performance of doubler plate reinforced T-joint with circular chord and brace[J].China civil engineering journal,2013,46(5):22-30(in Chinese)).
[10]陈以一,赵必大,王伟,等.平面KK型圆钢管相贯节点平面外受弯性能研究[J].土木工程学报,2010,43(11):8-16.(CHEN Yiyi,ZHAO Bida,WANG Wei,et al.Study on out of plane flexural behavior of plane KK tubular steel tubular joints[J].China civil engineering journal,2010,43(11):8-16(in Chinese)).
[11]史越川.带内加劲板的矩形钢管焊接节点性能研究[D].上海:同济大学,2007.(SHI Yuechuan.Study on welded joint of rectangular steel tube with internal stiffening plate[D].Shanghai:Tongji University,2007(in Chinese)).
[12]陈以一,李万祺,赵宪忠,等.国家体育场焊接方管桁架单K节点试验研究[J].建筑结构,2007,28(2):54-58.(CHEN Yiyi,LI Wanqi,ZHAO Xianzhong,et al.Experimental research on single K-joint in roof truss with welded box section members used in the national stadium[J].Building structure,2007,28(2):54-58(in Chinese)).
[13]赵宪忠,陈龙中,陈以一,等.国家体育场桁架柱外柱节点试验研究[J].建筑结构学报,2007,28(2):81-86,96.(ZHAO Xianzhong,CHEN Longzhong,CHEN Yiyi,et al.Experimental study on truss column outer column joints of national stadium[J].Journal of building structures,2007,28(2):81-86,96(in Chinese)).
[14]中华人民共和国建设部.钢结构设计规范:GB 50017-2003[S].北京:中国计划出版社,2003.(Ministry of Construction of the PRC.Code for design of steel structures:GB 50017-2003[S].Beijing:China Planning Press,2003(in Chinese)).
[15]中国建筑技术研究院.高层民用建筑钢结构技术规程:JGJ99-98[S].北京:中国建筑工业出版社,2003.(China Construction Technology Research Institute.Technical specification for steel structures of tall civil buildings:JGJ99-98[S].Beijing:China Building Industry Press,2003(in Chinese)).
[16]曹国峰.大跨度重型钢管相贯节点与典型加劲节点的试验与理论研究[D].上海:同济大学,2006.(CAO Guofeng.Experimental and theoretical study on long span heavy steel tubular joints and typical stiffening joints[D].Shanghai:Tongji University,2006(in Chinese)).
[17]MASHIRI F R,ZHAO X L.Plastic mechanism analysis of welded thin-walled T-joints made up of circular braces and square chords under in-plane bending[J].Thin-walled structures,2004,42(5):759-783.
[18]PACKER J A,WARDENIER,ZHAO X L,et al.Design guide for rectangular hollow section(RHS)joints under predominantly static loading[M].Amsterdam,Holland:Verlag TüV Rheinland,1992.
[19]PACKER J A,HENDERSON J E.空心管结构连接设计指南[M].曹俊杰,译.北京:科学出版社,1997:176-177.(PACKER J A,HENDERSON J E.Guide for structural connection design of hollow tubes[M].CAO Junjie,translated.Beijing:Science Press,1997:176-177(in Chinese)).