平面K型钢管相贯节点滞回性能分析及试验研究
|
摘要
作为大跨度空间钢结构的形式之一，钢管结构具有结构性能优越以及经济效益良好两大优点，它将建筑与结构协调统一起来。因此，钢管结构成为了近代各类大型标志性建筑所频繁采用的一种结构形式。圆钢管由于其独特的优越性能被广泛应用于空间桁架结构中。圆钢管K形搭接相贯节点因其耗钢量低、受力性能好、承载力大、工艺专业化等诸多优点，日渐成为钢管结构的主要节点形式之一。本文以试验为背景，结合非线性有限元分析，探讨了平面K型圆钢管搭接节点在内隐蔽焊缝焊接与否情况下的受力性能、破坏模式以及对节点承载力的影响的对比分析,此在国内尚无相关研究报道。节点作为空间结构最重要的组成部分，其在反复荷载作用下的荷载—变形曲线（滞回曲线）是对其延性、耗能能力、强度、刚度等力学性能的综合反映。对K型搭接相贯节点内隐藏焊缝焊与不焊两种模型在弦杆轴向往复荷载作用下进行试验研究和有限元模拟计算，对比分析得到节点试件的破坏模式和滞回曲线，同时有限元模拟分析所得结果和试验所得结果较为吻合。结果表明：隐藏焊缝焊接节点破坏时是局部的，最终是搭接管在焊缝处被拉断；不焊节点的破坏模式是焊缝整体破坏，隐藏焊缝不焊对节点承载力的影响不能忽视。通过有限元模拟分析来代替相贯节点滞回性能试验是可行的。
Tubular structure is frequently applied in all kinds of large spanstructures in these days. It assorts with structure and architecture in a walk, providedwith predominant structural capacity and satisfied economy benefit. Steel tubes beenused in large span truss structures because of excellent properties. Overlap tubular Kjoints are common features in tubular structures because of their low steel-consuming,excellent mechanics performance, large bearing capacity and special techniques. Onthe basis of overlapped CHS K-joints mode tests, nonlinear FE analyses on jointspecimens are made. The dissertation discusses and analyzed the effect of behavior,failure mechanism and ultimate capacity of overlapped CHS K-joints under the hiddenseam welded or not, which is not available in the national investigation. Joints are themost important parts of the space structure; the load-deformation curve (hystereticcurve) under repeated loading is the comprehensive reflection of their mechanicalproperties such as ductility, energy dissipation capacity, strength, stiffness and so on.By the simulation experiment analysis and the finite element simulation between thetwo models of hidden welding and no-welding hidden in K-type node in the chordaxial reciprocating load resulted in the failure modes and hysteretic curve, the resultof comparative analysis about finite elements is consistent with that of experimentstudy. The results show that the detriment at hidden welding seam node is partly, thetake–over is broken down at the welds finally. The welding line is destroyed overallwhen facing the detriment of no-welding node. The carrying capacity of the hiddenwelding is obvious. Through the finite element simulation analysis instead of phasethrough node hysteretic performance test is feasible.
Tubular structure is frequently applied in all kinds of large spanstructures in these days. It assorts with structure and architecture in a walk, providedwith predominant structural capacity and satisfied economy benefit. Steel tubes beenused in large span truss structures because of excellent properties. Overlap tubular Kjoints are common features in tubular structures because of their low steel-consuming,excellent mechanics performance, large bearing capacity and special techniques. Onthe basis of overlapped CHS K-joints mode tests, nonlinear FE analyses on jointspecimens are made. The dissertation discusses and analyzed the effect of behavior,failure mechanism and ultimate capacity of overlapped CHS K-joints under the hiddenseam welded or not, which is not available in the national investigation. Joints are themost important parts of the space structure; the load-deformation curve (hystereticcurve) under repeated loading is the comprehensive reflection of their mechanicalproperties such as ductility, energy dissipation capacity, strength, stiffness and so on.By the simulation experiment analysis and the finite element simulation between thetwo models of hidden welding and no-welding hidden in K-type node in the chordaxial reciprocating load resulted in the failure modes and hysteretic curve, the resultof comparative analysis about finite elements is consistent with that of experimentstudy. The results show that the detriment at hidden welding seam node is partly, thetake–over is broken down at the welds finally. The welding line is destroyed overallwhen facing the detriment of no-welding node. The carrying capacity of the hiddenwelding is obvious. Through the finite element simulation analysis instead of phasethrough node hysteretic performance test is feasible.
引文
[1]陈以一，陈扬骥.钢管结构相贯节点的研究现状。建筑结构，200232(7):52-55.
[2] J.A.PackeS J.E.Henderson(曹俊杰译)。空心管结构连接设计指南,北京:科学出版社,1997.
[3]丁芸孙.圆管结构相贯节点几个设计问题的探讨[J].空间结构,2002,8(02):56-64
[4]吴昌栋,陈云波.钢管结构在建筑工程中的应用[J].工业建筑,1997,27(02):10-24.
[5]刘建平.钢管相贯节点的研究现状和动向[J].钢结构,2003,18(04):13-15.
[6]武振宇,张耀春.直接焊接钢管节点静力工作性能的研究现状.哈尔滨建筑大学学报.199629(6):102~109
[7]武振宇,张耀春.曲壳有限元法中曲面交线处位移连续性问题的坐标转换法.哈尔滨建筑大学学报.1997,30(5):20~23
[8]武振宇,谭急光.不等宽T型力一钢管弦杆表面塑性铰线分析模型的研究.工程力学增刊.1998:336~340
[9]武振宇,张耀春.直接焊接T型钢管节点性能的实验研究.钢结构.1994,14(21):36~39
[10]武振宇,张耀春,谭急光.不等宽T型力一管节点性能的有限元分析.工程力学增刊.1999:154~158
[11]陈以申祖炎,詹探.直接汇交节点三重屈服线模型及试验验证.上木工程学报.1999,32(6):26~31
[12]武振宇,谭急光,张耀春.不等宽T型力一钢管节点的刚度计算.哈尔滨建筑大学学报.2002,35(5):13~16
[13]武振宇,张耀春.等宽T型力一管节点承载力计算.钢结构.2002,4(17):13~15
[14]武胜,武振宇.等宽K型间隙力一管节点静力工作性能的研究.哈尔滨工业大学学报.2003,35(13)
[15]武振宇,张壮南,丁玉坤,张耀春.K型、KK型间隙力一钢管节点静力工作性能的试验研究.建筑工程学报.2004,25(2):32~38
[16]丁玉坤,武振宇,张华山,张壮南.K型、KK型搭接力一管节点的试验研究.土木工程程学报.2005,38(4):25~31
[17]陈以一,陈扬骥,詹深.圆钢管空间相贯节点的实验研究.土木工程学报.2003，36(8):24~30
[18]向斌.直接焊接K型、KK型间隙力一管节点静力性能的研究.哈尔滨工业大学工学硕士论文.2005:1~91
[19]沈冲.直接焊接K型、KK型间隙方圆管节点静力性能的研究.哈尔滨工业大学工学硕士论文.2005:1~106
[20]王斌.曲弦杆的空间KK和平面K型的圆管点的静力性能研究.同济大学工学硕士论文.2005:1~08
[21]吴捷.圆钢管结构K型搭接节点受力性能及设计力一法研究.东南大学工学硕士论文.2006:1~91
[22]陈誉.平面K型圆钢管搭接节点静力性能研究.同济大学工学博士学位论文.2006:1~128
[23]王渊阳.K型间隙力一钢管析架静力工作性能的试验研究.哈尔滨工业大学工学硕士论文.2007:1~111
[24]沈冲.节点刚度对力一管平面WARREN析架静动力性能的影响.哈尔滨工业大学工学硕士学位论文.2007:1~64
[25]何小辉.节点刚度对力一管空间三角形析架静动力性能的影响.哈尔滨工业大学工学硕士学位论文.2007:1~82
[26]武振宇,陈鹏,王渊阳.T型力一管节点滞回性能的试验研究.上木工程学报.2008,41(12):8~13
[27]高洋.K型间隙方钢管节点滞回性能的试验研究.哈尔滨工业大学工学硕士论文.2008:1~82
[28]凌道盛,徐兴.非线性有限元及程序[M].杭州:浙江大学出版社,2004.
[29] Vegte Makino Y.Wardenier J“The Influence of Boundary Conditions on TheChord Load Effect for CHS Gap K-joints”connections in stee structure
[30] Lee M M K.Wilinshurst S R Numerical Modelling of CHS Joints withMultiplanar Double-K Configuration1995(08)
[31] F.Gazzola,M.M.K.Lee and E.M.Dexter.Desigu Equation for Overlap TubularK-Joints under Axial Loading.Journal of Structral Engineering,ASCE，JUL.2000:798~808
[32]朱庆科,舒宣武.平面K型钢管相贯节点极限承载力有限元分析华南理工大学学报(自然科学版),第30卷第12期,2002年12月:62~66
[33]舒宣武,朱庆科.空间KK型钢管相贯节点极限承载力有限元分析华南理工大学学报(自然科学版),第30卷第10期,2002年10月:102~106
[34]詹琛,陈以一,沈祖炎.圆钢管节点的强度计算公式‘钢结构，第14卷第1期，1999年1月:51~54
[35]陈鹏.T型方管节点滞回性能的试验研究【D].哈尔滨:哈尔滨工业大学,2007.
[36] J.沃登尼尔著;张其林,刘大康译:钢管截面的结构应用[M].同济大学出版社，2004.1.
[37] Lu H L, Winkel G D, Yu Y, Wardenier J. Deformation limit for the ultimatestrength of hollow section joints. In:Grundy P,Holgate A,Wong B,eds.Proceedings of the Sixth International Symposium on Tubular Structures.Melbourne:1994.341-349.
[38] Zhao X L.Deformation limit and ultimate strength of welded T joints incold-formed RHS sections.Journal of Constructional Steel Research.2000,53:149-165.
[39]蒋剑锋.圆钢管K形相贯搭接节点的试验研究和理论分析[D].南京:东南大学，2007.
[40] Yura J A,Zettlemoyer N,Edwards I F.Ultimate capacity equations for tubularjoints.l2th Annual Offshore Technology Conference.OTC3690,Houston:1980.113-117.
[41] Xiao-LingZhao:Deformation limitation and ultimate strength of welded T-jointsin cold-formed RHS sections,Journal of Constructional Steel Research,53(2000)149-165.
[42] F.Gazzola,M.M.K.Lee and E.M.Dexter.Design Equation for Overlap TubularK-Joints under Axial Loading.Jouxnal of Structral Engineering,ASCE,JUL.2000:798~808
[43] E.M.Dexter and M.M.K.Lee.Static strength of Axially Loaded tubular K-jointsI:Behavior.Journal of stuctural Engineering,ASCE,1999,125N0.2:194-201
[44] Zhao.X.L.Yeld Line Theory for Analysis of Localized Failure In Thin-WallStructure.Tongji University.1995
[45] Choo Y S, Qian X D,Liew J Y R,Wardenier J.Static strength of thick-walled CHSX-oints-part Lnew approach in strength definition.Journal of ConstructionalSteel Research.2003,59:1201-1228.
[46] Kosteski N,Packer J A,Puthli R S.A finite element method based yield loaddetermination procedure for hollow structural section connections.Journal ofConstructional Steel Research.2003,59:453-471
[2] J.A.PackeS J.E.Henderson(曹俊杰译)。空心管结构连接设计指南,北京:科学出版社,1997.
[3]丁芸孙.圆管结构相贯节点几个设计问题的探讨[J].空间结构,2002,8(02):56-64
[4]吴昌栋,陈云波.钢管结构在建筑工程中的应用[J].工业建筑,1997,27(02):10-24.
[5]刘建平.钢管相贯节点的研究现状和动向[J].钢结构,2003,18(04):13-15.
[6]武振宇,张耀春.直接焊接钢管节点静力工作性能的研究现状.哈尔滨建筑大学学报.199629(6):102~109
[7]武振宇,张耀春.曲壳有限元法中曲面交线处位移连续性问题的坐标转换法.哈尔滨建筑大学学报.1997,30(5):20~23
[8]武振宇,谭急光.不等宽T型力一钢管弦杆表面塑性铰线分析模型的研究.工程力学增刊.1998:336~340
[9]武振宇,张耀春.直接焊接T型钢管节点性能的实验研究.钢结构.1994,14(21):36~39
[10]武振宇,张耀春,谭急光.不等宽T型力一管节点性能的有限元分析.工程力学增刊.1999:154~158
[11]陈以申祖炎,詹探.直接汇交节点三重屈服线模型及试验验证.上木工程学报.1999,32(6):26~31
[12]武振宇,谭急光,张耀春.不等宽T型力一钢管节点的刚度计算.哈尔滨建筑大学学报.2002,35(5):13~16
[13]武振宇,张耀春.等宽T型力一管节点承载力计算.钢结构.2002,4(17):13~15
[14]武胜,武振宇.等宽K型间隙力一管节点静力工作性能的研究.哈尔滨工业大学学报.2003,35(13)
[15]武振宇,张壮南,丁玉坤,张耀春.K型、KK型间隙力一钢管节点静力工作性能的试验研究.建筑工程学报.2004,25(2):32~38
[16]丁玉坤,武振宇,张华山,张壮南.K型、KK型搭接力一管节点的试验研究.土木工程程学报.2005,38(4):25~31
[17]陈以一,陈扬骥,詹深.圆钢管空间相贯节点的实验研究.土木工程学报.2003，36(8):24~30
[18]向斌.直接焊接K型、KK型间隙力一管节点静力性能的研究.哈尔滨工业大学工学硕士论文.2005:1~91
[19]沈冲.直接焊接K型、KK型间隙方圆管节点静力性能的研究.哈尔滨工业大学工学硕士论文.2005:1~106
[20]王斌.曲弦杆的空间KK和平面K型的圆管点的静力性能研究.同济大学工学硕士论文.2005:1~08
[21]吴捷.圆钢管结构K型搭接节点受力性能及设计力一法研究.东南大学工学硕士论文.2006:1~91
[22]陈誉.平面K型圆钢管搭接节点静力性能研究.同济大学工学博士学位论文.2006:1~128
[23]王渊阳.K型间隙力一钢管析架静力工作性能的试验研究.哈尔滨工业大学工学硕士论文.2007:1~111
[24]沈冲.节点刚度对力一管平面WARREN析架静动力性能的影响.哈尔滨工业大学工学硕士学位论文.2007:1~64
[25]何小辉.节点刚度对力一管空间三角形析架静动力性能的影响.哈尔滨工业大学工学硕士学位论文.2007:1~82
[26]武振宇,陈鹏,王渊阳.T型力一管节点滞回性能的试验研究.上木工程学报.2008,41(12):8~13
[27]高洋.K型间隙方钢管节点滞回性能的试验研究.哈尔滨工业大学工学硕士论文.2008:1~82
[28]凌道盛,徐兴.非线性有限元及程序[M].杭州:浙江大学出版社,2004.
[29] Vegte Makino Y.Wardenier J“The Influence of Boundary Conditions on TheChord Load Effect for CHS Gap K-joints”connections in stee structure
[30] Lee M M K.Wilinshurst S R Numerical Modelling of CHS Joints withMultiplanar Double-K Configuration1995(08)
[31] F.Gazzola,M.M.K.Lee and E.M.Dexter.Desigu Equation for Overlap TubularK-Joints under Axial Loading.Journal of Structral Engineering,ASCE，JUL.2000:798~808
[32]朱庆科,舒宣武.平面K型钢管相贯节点极限承载力有限元分析华南理工大学学报(自然科学版),第30卷第12期,2002年12月:62~66
[33]舒宣武,朱庆科.空间KK型钢管相贯节点极限承载力有限元分析华南理工大学学报(自然科学版),第30卷第10期,2002年10月:102~106
[34]詹琛,陈以一,沈祖炎.圆钢管节点的强度计算公式‘钢结构，第14卷第1期，1999年1月:51~54
[35]陈鹏.T型方管节点滞回性能的试验研究【D].哈尔滨:哈尔滨工业大学,2007.
[36] J.沃登尼尔著;张其林,刘大康译:钢管截面的结构应用[M].同济大学出版社，2004.1.
[37] Lu H L, Winkel G D, Yu Y, Wardenier J. Deformation limit for the ultimatestrength of hollow section joints. In:Grundy P,Holgate A,Wong B,eds.Proceedings of the Sixth International Symposium on Tubular Structures.Melbourne:1994.341-349.
[38] Zhao X L.Deformation limit and ultimate strength of welded T joints incold-formed RHS sections.Journal of Constructional Steel Research.2000,53:149-165.
[39]蒋剑锋.圆钢管K形相贯搭接节点的试验研究和理论分析[D].南京:东南大学，2007.
[40] Yura J A,Zettlemoyer N,Edwards I F.Ultimate capacity equations for tubularjoints.l2th Annual Offshore Technology Conference.OTC3690,Houston:1980.113-117.
[41] Xiao-LingZhao:Deformation limitation and ultimate strength of welded T-jointsin cold-formed RHS sections,Journal of Constructional Steel Research,53(2000)149-165.
[42] F.Gazzola,M.M.K.Lee and E.M.Dexter.Design Equation for Overlap TubularK-Joints under Axial Loading.Jouxnal of Structral Engineering,ASCE,JUL.2000:798~808
[43] E.M.Dexter and M.M.K.Lee.Static strength of Axially Loaded tubular K-jointsI:Behavior.Journal of stuctural Engineering,ASCE,1999,125N0.2:194-201
[44] Zhao.X.L.Yeld Line Theory for Analysis of Localized Failure In Thin-WallStructure.Tongji University.1995
[45] Choo Y S, Qian X D,Liew J Y R,Wardenier J.Static strength of thick-walled CHSX-oints-part Lnew approach in strength definition.Journal of ConstructionalSteel Research.2003,59:1201-1228.
[46] Kosteski N,Packer J A,Puthli R S.A finite element method based yield loaddetermination procedure for hollow structural section connections.Journal ofConstructional Steel Research.2003,59:453-471
© 2004-2018 中国地质图书馆版权所有 京ICP备05064691号 京公网安备11010802017129号 地址：北京市海淀区学院路29号 邮编：100083 电话：办公室：(+86 10)66554848；文献借阅、咨询服务、科技查新：66554700 |