方管“鸟嘴”型相贯节点平面内抗弯承载力的性能研究
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摘要
近来,钢管结构在我国结构工程领域中的应用范围越来越广,例如轻型屋面的大跨度建筑、桥梁以及桅杆结构,并取得了显著的技术及经济效益。钢管相贯节点是钢管结构的主要结点形式之一,试验研究发现:方管“鸟嘴”型相贯节点不仅比相对应的常规方管节点强度高,而且普遍比具有相近横截面的圆管节点强度高。同时,该节点优美的外观以及能够适应特殊构造的特点,使它越来越受结构师的青睐。因此,对方管“鸟嘴”型相贯节点进行深入研究具有明显的理论意义和清晰的工程实用背景。
本文通过大型有限元计算软件ANSYS对方管“鸟嘴”型相贯节点进行了非线性有限元分析,并将有限元计算结果同试验结果进行比较,发现二者吻合较好;进而考虑几何、材料非线性等因素对方管“鸟嘴”型节点平面内抗弯承载力的影响进行了一系列参数分析。研究表明:腹杆与弦杆宽度比β、弦杆宽厚比2γ、腹杆与弦杆厚度比τ对该节点的平面内抗弯能力影响很大。节点的极限抗弯承载力随β的增大而增大,随2γ和τ的减小而增大。而腹杆约束位置的改变对方管“鸟嘴”型相贯节点平面内抗弯承载力影响可以不予考虑。方管屈服强度对承载力的影响较大,随着屈服强度的增大,节点的极限弯矩也相应增大。最后本文通过承载力曲线对比分析,得出一些有用结论,可供工程设计参考。
At present,steel tubular structures are widely applied in structural engineering in China,and have obtained significant benefits on economy and technology,such as large-span building,bridges and lattice masts.Through the test,it is indicated that not only the strength of square bird-beak SHS joint is higher than the corresponding square conventional tube,but also have a higher strength than pipe joint with a similar cross-section.Because of the beautiful appearance and characteristic meeting the needs of the special structure,the joint is popular applied in the structure by the engineers. Therefore,there are very important theoretical and practical value on study and analysis of the square bird-beak SHS joint.
The non-linear finite element analysis is carded out on the square bird-beak SHS joint.Compared with the test data,the calculated results are better consistent with it. Furthermore,the factors,such as material nonlinearity and geometric nonlinearity,are considered to analyze the effect on the plane flexural capacity of bird-beak SHS joint. The conclusions could be obtained as following:first,some factors have great influence on the plan flexural capacity,including brace diameter to chord width ratioβ,chord width to chord wall thickness ratio 2γ,and brace wall thickness to chord wall thickness ratioτ,etc.The ultimate flexural capacity of joint increases as theβincreased,while increases as the 2γandτdecrease.The effect of yield strength on bearing capacity is significant,that is,the limit moment of node increases with the yield strength increases. Finally,some useful conclusions are suggested for construction projects.
本文通过大型有限元计算软件ANSYS对方管“鸟嘴”型相贯节点进行了非线性有限元分析,并将有限元计算结果同试验结果进行比较,发现二者吻合较好;进而考虑几何、材料非线性等因素对方管“鸟嘴”型节点平面内抗弯承载力的影响进行了一系列参数分析。研究表明:腹杆与弦杆宽度比β、弦杆宽厚比2γ、腹杆与弦杆厚度比τ对该节点的平面内抗弯能力影响很大。节点的极限抗弯承载力随β的增大而增大,随2γ和τ的减小而增大。而腹杆约束位置的改变对方管“鸟嘴”型相贯节点平面内抗弯承载力影响可以不予考虑。方管屈服强度对承载力的影响较大,随着屈服强度的增大,节点的极限弯矩也相应增大。最后本文通过承载力曲线对比分析,得出一些有用结论,可供工程设计参考。
At present,steel tubular structures are widely applied in structural engineering in China,and have obtained significant benefits on economy and technology,such as large-span building,bridges and lattice masts.Through the test,it is indicated that not only the strength of square bird-beak SHS joint is higher than the corresponding square conventional tube,but also have a higher strength than pipe joint with a similar cross-section.Because of the beautiful appearance and characteristic meeting the needs of the special structure,the joint is popular applied in the structure by the engineers. Therefore,there are very important theoretical and practical value on study and analysis of the square bird-beak SHS joint.
The non-linear finite element analysis is carded out on the square bird-beak SHS joint.Compared with the test data,the calculated results are better consistent with it. Furthermore,the factors,such as material nonlinearity and geometric nonlinearity,are considered to analyze the effect on the plane flexural capacity of bird-beak SHS joint. The conclusions could be obtained as following:first,some factors have great influence on the plan flexural capacity,including brace diameter to chord width ratioβ,chord width to chord wall thickness ratio 2γ,and brace wall thickness to chord wall thickness ratioτ,etc.The ultimate flexural capacity of joint increases as theβincreased,while increases as the 2γandτdecrease.The effect of yield strength on bearing capacity is significant,that is,the limit moment of node increases with the yield strength increases. Finally,some useful conclusions are suggested for construction projects.
引文
[1]陈志华,吴锋,阎翔宇等.国内空间结构节点综述.建筑科学,2007,23(9):93-97.
[2]陈以一,陈扬骥.钢管结构相贯节点的研究现状.建筑结构,2002,32(7):52-55.
[3]吴卫华.K型钢管搭接节点极限承载力的非线性分析.西安建筑科技大学硕士论文,2005年6月.
[4]J.沃登尼尔(著),张其林,刘大康(译).钢管截面的结构应用(HOLLOW SECTIONS IN STRUCTURAL APPLICATIONS).上海.同济大学出版社.2004.1.
[5]Eastwood W.and Wood A.A,Welded Joints in Tubular Structures Involving Rectangular Sections,Conference on Joints in Structures,Session A Paper2,University of Sheffield,England,1970.
[6]Eastwood W.and Wood A.A,Recent Research on Joints in Tubular Structures,Canadian Structural Engineering Conference,Toronto,Ontario,1970.
[7]Packer JA,Wardenier J,Kurobane Y,Dutta D,Yeomans N.Design guide for rectangular hollow section(RHS) joints under predominantly static loading(3).CIDECT ed.Cologne(Germany):Verlag TUV Rheinland;1992.ISBN:3-8249-0089-0.
[8]Vander Vegte GJ.The static strength of uni-planar and multi-planar tubular T- and X-joints.Ph.D.thesis,Delft University Press,Netherlands,1995.
[9]J.A.Packer,J.E.Henderson,J.J.Cao(曹俊杰译).空心管结构连接设计指南.北京,科学出版社.1997
[10]Davies G,Kelly R.Bird Beak joints in square hollow sections-a finite element investigation.In:Proceedings of the fourth pacific structural steel conference.Structural connections.Vol.2.Oxford:Pergamon Press;1995:65-72.
[11]Owen JS,Davies G,Kelly RB.A comparison of the behaviour of RHS bird-beak joints with normal RHS and CHS systems.Tubular structures,vol.Ⅶ.Rotterdam:Balkema;1996:173-80.
[12]Owen JS,Davies G,Kelly RB.The influence of member orientation on the resistance of cross joints in square RHS construction.Journal of Constructional Steel Research 2001:57(3);253-278
[13]Hall S,Owen JS.The behaviour of hollow section connections under seismic loading.The Structural Engineer Magazine.17 February 2004.p.22-4
[14]A.D.Christitsas,D.T.Pachoumis,C.N.Kalfas,E.G.Galoussis.FEM analysis of conventional and square bird-beak SHS joint subject to in-plane bending moment-experimental study.Journal of Constructional Steel Research 2007:63(10);1361-1372
[15]陈以一,王伟,赵忠宪等.圆钢管相贯节点抗弯刚度和承载力试验.建筑结构学报,2001(6):25-30.
[16]陈以一,陈扬骥,詹琛等.圆钢管空间相贯节点的试验研究.土木工程学报,2003,36(8):24-30.
[17]陈以一,沈祖炎,翟红,陈扬骥等.圆钢管相贯节点滞回特性的实验研究.建筑结构学报,2003,30(12):59-62.
[18]舒兴平,朱邵宁,朱正荣等.K型圆钢管搭接节点极限承载力研究.建筑结构学报,2004,25(5):71-77.
[19]张君,武秀丽.空间XK型圆钢管相贯节点极限承载力非线性有限元分析.钢结构.2005,20(4):18-21.
[20]陈誉,彭兴黔.空间KK型双弦杆圆钢管搭接节点有限元参数分析与极限承载力计算公式.建筑结构学报,2007,28(3):38-44.
[21]李自林,朱斌,吴亮秦等.N型圆钢管相贯节点滞回性能的试验研究.建筑结构学报,2008,29(9):69-74.
[22]方敏勇,郝际平.方管平面X型相贯节点极限承弯能力分析.重庆建筑大学学报.2003,25(6):43-44.
[23]刘佳丽.K型方管搭接节点的极限承载力研究.钢结构,2008,28(2):4-6.
[24]高尔心,肖耀祖,马玉良等.K行方管加强节点的承载力性能研究.山西建筑,2008,34(23):5-6.
[25]刘建平,郭彦林.K型方、圆管相贯节点的极限承载力非线性有限元分析.建筑科学.2001,17(2):50-53.
[26]吴 庆,周明智.T、Y型方圆相贯管节点极限承载力有限元分析.淮南工业学院学报.2002,22(4):66-70.
[27]舒兴平,朱正荣,王元清等.N型方圆管相贯节点足尺试验研究.建筑结构学报.2006,27(1):66-70.
[28]朱正荣,舒兴平等.搭接N型方圆钢管节点极限承载力研究.湖南大学学报(自然科学版).2008,35(1):11-15.
[29]陈绍蕃.钢结构设计原理.第三版.北京.科学出版社.2003.
[30]尚晓江,丘峰,赵海峰,李文颖等.ANSYS结构有限元高级分析方法与范例应用.北京,中国水利水电出版社.2005.
[31]宛高旗.Y型和K型圆钢管相贯节点转动刚度的性能研究.西安建筑科技大学硕士学位论文.2008年5月.
[32]吴博.切口梁弯扭屈曲承载力有限元研究.西安建筑科技大学硕士学位论文.2007年6月.
[33]Eurocode3:Design of steel structures.Part1-1:General roles and roles for buildings.The European Standard EN 1993-1-1:2005 has the stares of a British Standard.
[2]陈以一,陈扬骥.钢管结构相贯节点的研究现状.建筑结构,2002,32(7):52-55.
[3]吴卫华.K型钢管搭接节点极限承载力的非线性分析.西安建筑科技大学硕士论文,2005年6月.
[4]J.沃登尼尔(著),张其林,刘大康(译).钢管截面的结构应用(HOLLOW SECTIONS IN STRUCTURAL APPLICATIONS).上海.同济大学出版社.2004.1.
[5]Eastwood W.and Wood A.A,Welded Joints in Tubular Structures Involving Rectangular Sections,Conference on Joints in Structures,Session A Paper2,University of Sheffield,England,1970.
[6]Eastwood W.and Wood A.A,Recent Research on Joints in Tubular Structures,Canadian Structural Engineering Conference,Toronto,Ontario,1970.
[7]Packer JA,Wardenier J,Kurobane Y,Dutta D,Yeomans N.Design guide for rectangular hollow section(RHS) joints under predominantly static loading(3).CIDECT ed.Cologne(Germany):Verlag TUV Rheinland;1992.ISBN:3-8249-0089-0.
[8]Vander Vegte GJ.The static strength of uni-planar and multi-planar tubular T- and X-joints.Ph.D.thesis,Delft University Press,Netherlands,1995.
[9]J.A.Packer,J.E.Henderson,J.J.Cao(曹俊杰译).空心管结构连接设计指南.北京,科学出版社.1997
[10]Davies G,Kelly R.Bird Beak joints in square hollow sections-a finite element investigation.In:Proceedings of the fourth pacific structural steel conference.Structural connections.Vol.2.Oxford:Pergamon Press;1995:65-72.
[11]Owen JS,Davies G,Kelly RB.A comparison of the behaviour of RHS bird-beak joints with normal RHS and CHS systems.Tubular structures,vol.Ⅶ.Rotterdam:Balkema;1996:173-80.
[12]Owen JS,Davies G,Kelly RB.The influence of member orientation on the resistance of cross joints in square RHS construction.Journal of Constructional Steel Research 2001:57(3);253-278
[13]Hall S,Owen JS.The behaviour of hollow section connections under seismic loading.The Structural Engineer Magazine.17 February 2004.p.22-4
[14]A.D.Christitsas,D.T.Pachoumis,C.N.Kalfas,E.G.Galoussis.FEM analysis of conventional and square bird-beak SHS joint subject to in-plane bending moment-experimental study.Journal of Constructional Steel Research 2007:63(10);1361-1372
[15]陈以一,王伟,赵忠宪等.圆钢管相贯节点抗弯刚度和承载力试验.建筑结构学报,2001(6):25-30.
[16]陈以一,陈扬骥,詹琛等.圆钢管空间相贯节点的试验研究.土木工程学报,2003,36(8):24-30.
[17]陈以一,沈祖炎,翟红,陈扬骥等.圆钢管相贯节点滞回特性的实验研究.建筑结构学报,2003,30(12):59-62.
[18]舒兴平,朱邵宁,朱正荣等.K型圆钢管搭接节点极限承载力研究.建筑结构学报,2004,25(5):71-77.
[19]张君,武秀丽.空间XK型圆钢管相贯节点极限承载力非线性有限元分析.钢结构.2005,20(4):18-21.
[20]陈誉,彭兴黔.空间KK型双弦杆圆钢管搭接节点有限元参数分析与极限承载力计算公式.建筑结构学报,2007,28(3):38-44.
[21]李自林,朱斌,吴亮秦等.N型圆钢管相贯节点滞回性能的试验研究.建筑结构学报,2008,29(9):69-74.
[22]方敏勇,郝际平.方管平面X型相贯节点极限承弯能力分析.重庆建筑大学学报.2003,25(6):43-44.
[23]刘佳丽.K型方管搭接节点的极限承载力研究.钢结构,2008,28(2):4-6.
[24]高尔心,肖耀祖,马玉良等.K行方管加强节点的承载力性能研究.山西建筑,2008,34(23):5-6.
[25]刘建平,郭彦林.K型方、圆管相贯节点的极限承载力非线性有限元分析.建筑科学.2001,17(2):50-53.
[26]吴 庆,周明智.T、Y型方圆相贯管节点极限承载力有限元分析.淮南工业学院学报.2002,22(4):66-70.
[27]舒兴平,朱正荣,王元清等.N型方圆管相贯节点足尺试验研究.建筑结构学报.2006,27(1):66-70.
[28]朱正荣,舒兴平等.搭接N型方圆钢管节点极限承载力研究.湖南大学学报(自然科学版).2008,35(1):11-15.
[29]陈绍蕃.钢结构设计原理.第三版.北京.科学出版社.2003.
[30]尚晓江,丘峰,赵海峰,李文颖等.ANSYS结构有限元高级分析方法与范例应用.北京,中国水利水电出版社.2005.
[31]宛高旗.Y型和K型圆钢管相贯节点转动刚度的性能研究.西安建筑科技大学硕士学位论文.2008年5月.
[32]吴博.切口梁弯扭屈曲承载力有限元研究.西安建筑科技大学硕士学位论文.2007年6月.
[33]Eurocode3:Design of steel structures.Part1-1:General roles and roles for buildings.The European Standard EN 1993-1-1:2005 has the stares of a British Standard.