节点刚度对落地式钢管桁架静动性能的影响
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摘要
近年来，直接焊接相贯节点越来越广泛的应用于大跨度空间结构。其中落地式钢管桁架结构是对节点刚度敏感性相对较高的一种钢管结构，以前大多关于桁架结构节点承载性能的研究计算以及沿用传统理论进行稳定分析时都基本没有考虑节点刚度的影响。本文根据其不同的特性建立了不同节点刚度的整体桁架模型，进行整体桁架静动力数值分析。
落地式钢管桁架结构中节点计算时一般都是采用理想铰接假定，这种假定与存在节点刚度的实际桁架的计算结果区别有多大需要进一步分析。本文首先对圆钢管K型相贯节点在轴力作用下的刚度和承载力进行试验研究，分析了节点的破坏模式以及节点刚度对节点承载力的影响。其次，在试验的基础上，根据宁夏大学-大学生活动中心设计一榀直接焊接圆钢管K型间隙节点的落地式桁架。选择不同杆件尺寸和节点间隙来改变桁架的节点刚度，总共设计了5组不同节点刚度的桁架,并且对一组桁架分别建立了理想铰接（LINK）模型、理想刚接(BEAM)模型、壳元（SHELL）模型、简化(SIM)模型、考虑轴向弹簧杆元弹塑性的简化模型、考虑转动弹簧的模型、考虑轴向弹簧杆元弹塑性的micro-bar模型供静力分析，动力分析因为计算相对复杂所以只用了一组桁架建立刚接、铰接、半刚接模型探索性的研究了节点刚度对整体桁架动力性能的影响。
节点刚度对静力性能的影响主要通过壳元模型反应，另外对壳元模型简单的计算了罕遇地震作用，节点刚度对整体桁架动力作用的影响主要通过刚接、铰接、半刚接三种模型的比较反应出来。
Welded tubular joints have been more and more utilized in space and long spanstructures over the recent years. The console model steel tube structure is highlysensitive to joints and most studies of which are mainly focused on the calculation ofthe joints’ load-carrying capacity. Even if the traditional theory is still adopted duringanalysis, the impact of the joint stiffness is basically not taken into consideration.This thesis establishes overall steel tube unit model with different joint stiffnessaccording to their own features, and overall statistical analysis of static and dynamicforce is concluded.
The joints’ calculation in console model steel tube is widely applied in thestadium and train station with the presumption of an ideal pin-joint. Therefore furtheranalysis is needed to know how huge is the difference in the calculation of the tubewith joints’ stiffness in the real world. First, in accordance with the design of A trusswelded K type cleaved console model round steel tube in the Student Activity Centerin Ningxia University, different size of bars and joints’ cleavage were adopted tochange the tube joint stiffness,5groups of tubes in total were designed to respectivelyestablish the Shell Model, the Ideal Link Model, the Ideal BEAM Model, the SIMModel, the SIM Model that takes the plasticity of the axial spring lever into account,the revolving spring Model, the Micro-bar Model that takes the plasticity of the axialspring lever into consideration for static analysis. So complicated is the dynamicanalysis that only one group of tube establishing rigid-joint, pin-joint and semi-rigidjoint models to explore and study the impact of joint stiffness on the overall tubedynamic capacity.
The impact of the joint stiffness on static force property is mainly throughreaction of shell element model, whose rare impact of earthquake is roughlycalculated mainly through the comparison of steel-joint, pin-joint and semi-rigid jointmodels which reflects the impact of joint stiffness on the overall tube under dynamicforce.
落地式钢管桁架结构中节点计算时一般都是采用理想铰接假定，这种假定与存在节点刚度的实际桁架的计算结果区别有多大需要进一步分析。本文首先对圆钢管K型相贯节点在轴力作用下的刚度和承载力进行试验研究，分析了节点的破坏模式以及节点刚度对节点承载力的影响。其次，在试验的基础上，根据宁夏大学-大学生活动中心设计一榀直接焊接圆钢管K型间隙节点的落地式桁架。选择不同杆件尺寸和节点间隙来改变桁架的节点刚度，总共设计了5组不同节点刚度的桁架,并且对一组桁架分别建立了理想铰接（LINK）模型、理想刚接(BEAM)模型、壳元（SHELL）模型、简化(SIM)模型、考虑轴向弹簧杆元弹塑性的简化模型、考虑转动弹簧的模型、考虑轴向弹簧杆元弹塑性的micro-bar模型供静力分析，动力分析因为计算相对复杂所以只用了一组桁架建立刚接、铰接、半刚接模型探索性的研究了节点刚度对整体桁架动力性能的影响。
节点刚度对静力性能的影响主要通过壳元模型反应，另外对壳元模型简单的计算了罕遇地震作用，节点刚度对整体桁架动力作用的影响主要通过刚接、铰接、半刚接三种模型的比较反应出来。
Welded tubular joints have been more and more utilized in space and long spanstructures over the recent years. The console model steel tube structure is highlysensitive to joints and most studies of which are mainly focused on the calculation ofthe joints’ load-carrying capacity. Even if the traditional theory is still adopted duringanalysis, the impact of the joint stiffness is basically not taken into consideration.This thesis establishes overall steel tube unit model with different joint stiffnessaccording to their own features, and overall statistical analysis of static and dynamicforce is concluded.
The joints’ calculation in console model steel tube is widely applied in thestadium and train station with the presumption of an ideal pin-joint. Therefore furtheranalysis is needed to know how huge is the difference in the calculation of the tubewith joints’ stiffness in the real world. First, in accordance with the design of A trusswelded K type cleaved console model round steel tube in the Student Activity Centerin Ningxia University, different size of bars and joints’ cleavage were adopted tochange the tube joint stiffness,5groups of tubes in total were designed to respectivelyestablish the Shell Model, the Ideal Link Model, the Ideal BEAM Model, the SIMModel, the SIM Model that takes the plasticity of the axial spring lever into account,the revolving spring Model, the Micro-bar Model that takes the plasticity of the axialspring lever into consideration for static analysis. So complicated is the dynamicanalysis that only one group of tube establishing rigid-joint, pin-joint and semi-rigidjoint models to explore and study the impact of joint stiffness on the overall tubedynamic capacity.
The impact of the joint stiffness on static force property is mainly throughreaction of shell element model, whose rare impact of earthquake is roughlycalculated mainly through the comparison of steel-joint, pin-joint and semi-rigid jointmodels which reflects the impact of joint stiffness on the overall tube under dynamicforce.
引文
[1] A.I.J. Recommendation for the design and fabrication of tubular structuresin steel.3rded.,Architectural Institute of Japan,1990.(in Japanese)
[2] Yura. J.A.,Zettlemoyer. N, Edwards. I.E,“Ultimate Capacity of CircularTubular joints,”Journal of the Structural Division, ASCE Vol.107, NoST10,Proc. Paper16600, Oct.,pp.1965-1983
[3] Kuro bane, Y. Makino. Y. and Ochi, K,“Ultimate Resistance of unstiffenedTubular Joints,”Journal of structural Engineering, V01.110, No.2,February,1984, PP.385—400
[4] Billington. C.J., Lalant M.,Recent Research and Advances in the Design ofTubular Joints, the Steel Construction Institute,1988.
[5] Scola, J.,Redwood, R.G,“Behaviour of axially loaded tubular v-joints,” J.Construct Steel Research,Vol.16,1990．
[6] Paul. J.C. Kurobane. Y.,“Ultimate Resistance of Unstiffened MultiplanarTubular TT and KK Joints,”Journal of Structural Engineering Vol.120, No.10, October,1994, pp.2853-2870
[7] Makino, Y, Kurobane, Y.,Ochi, K., et a1., Database of Test and NumericalAnalysis Results for Unstiffened Tubular Joints, II W Doc. XV-E-96-220,Hungary,1996
[8]张志良.焊接方管节点极限承载力的试验研究和非线性有限元分析.同济大学申请硕士学位论文,上海:同济大学建筑工程系,1988.
[9]沈祖炎，罗永峰.矩形钢管屋架的试验研究[J].钢结构.1995,10(1):58~61
[10]虞晓华.大型直接汇交焊接K型圆钢管节点极限承载力研究.同济大学申请硕士学位论文,上海:同济大学建筑工程系,1996
[11] Chen,Y, Shen,Z Y, Yu,X.H., Full scale loading test on and analysis of K-CHS joint,5th Int.Coil.Of Stability and Ductility of Steel Structures,1997
[12]武振宇,张耀春.直接焊接T型钢管节点性能的实验研究[J].钢结构.1999,14(2):36~40
[13]陈以一.圆钢管相贯节点抗弯刚度和承载力实验[J].建筑结构学报.2001,22(6):25~30
[14]舒兴平,朱邵宁,夏心红等.长沙贺龙体育场钢屋盖圆管相贯节点足尺试验研究[J].建筑结构学报,2004,25(3):11~13
[15]武振宇,武胜,张耀春.不等宽K型间隙方管节点承载力计算的塑性铰线法[J].土木工程学报.2004,37(5):1~6
[16]张志良，沈祖炎，陈学潮．方管节点极限承载力的非线形有限元分析[J]．北京：土木工程学报,1990,23(1):12-21
[17]沈祖炎,张志良焊接方管节点极限承载力计算[J].上海:同济大学学报,1990,18(3):273—279
[18] Paul.J.C, vander Valk C.A.C, Wardenier J. The static strength of circularmultiplanar X-joints. In: Niemi E, Makelainen P, eds. Tubular Structures, TheThird International Symposium. Finland:1990.73~80
[19] Vander Vegte G J. The Static Strength of Uniplanar and Multiplanar Tubular Tand X Joints. Netherlands: Delft University Press,1995
[20]贺东哲.空间管节点静力承载性能的非线性分析与研究:[硕士学位论文].北京：清华大学土木工程系,1999
[21]刘建平,郭彦林,陈国栋.圆管相贯节点极限承载力有限元分析[J].建筑结构，2002，32（7）：56~59
[22]刘建平,郭彦林,陈国栋.K型方、圆管相贯节点的极限承载力非线性有限元分析[J].建筑科学,2001,7（2）：50~53
[23] Lee M.M.K. Strength, stress and fracture analyses of offshore tubular joinsusing finite elements. Journal of Constructional Steel Research.1999,51:265~286
[24] Lee. M.M.K. Wilmshrust. S.R. Numerical modeling of CHS joints withmultiplanarouble K-K configuration. Journal of Constructional Steel Research.1995,32:281~301
[25] Kos kimaki. M., Nimi. E. Finite element studies on the behaviour ofrectangular hollow section K-joints. In: Niemi E, Makelainen P, eds. TubularStructures, The Third International Symposium. Finland:1990.28~37
[26] Davies G, Roodbaraky K. Use of finite elements as a tool in evaluating thestrength of joints in rectangular hollow sections. In: Niemi E, Makelainen P, eds.Tubular Structures, The Third International Symposium. Finland:1990.214~223
[27] Cao J. J. Packer J. A. Kosteski N. Experimental study of connections betweenlongitudinal plates and RHS columns. In: Cao Y. S, vander Vegte G. J, eds.Proceedings of the Eighth International Symposium on Tubular Structures Sing-apore:1998.635-643
[28] Cao J.J., Packer J. A., Kosteski. N. are metric finite element study ofconnections between longitudinal plates and RHS columns. In: Cho Y. S,vander Vegte G. J. eds. Proceedings of the Eighth International Symposium onTubular Structures Singapore:1998.645-655.
[29] Kosteski N, Packer J A. Experimental examination of branch plate-to-RHSmember connection types. In: Puthli R, Herion S, eds. Proceedings of theNinth International Symposium on Tubular Structures. Dusseldorf:2001.135-144
[30] Kosteski N. Packer J A. FEM evaluation of stiffened longitudinal branchplate-to-RHS member connections. In: Puthli R, Herion S, eds. Proceedingsof the Ninth International Symposium on Tubular Structures. Dusseldorf:2001.145-154
[31]傅振岐,何保康,顾强.矩形管间隙K型节点极限承载力的有限元分析[J].西安建筑科技大学学报,1996,28（4）:428~432
[32]陈誉,赵宪忠,陈以一.平面K型圆钢管搭接节点有限元参数分析与极限承载力计算公式[J].建筑结构学报,2006,27（4）:30~36
[33]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）：23~29
[34]陈誉,陈以一,黄永强.矩形钢管桁架节点局部传力模拟的试验研究和有限元分析[J].工业建筑.2005,35(11):10~13
[35]童乐为,陈茁,陈以一等.不同焊接方式下圆钢管节点力学性能的试验比较.结构工程师，2006，22（2）：58~62
[36]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[J].华南理工大学学报（自然科学版）,2002,30（10）：103~106
[37]郑政宝,冯敏.关于刚接平面桁架次内力的探讨[J].浙江建筑.2005,22(5):15~22
[38]王燕,苏波.半刚性钢框架的动力分析[J].力学与实践.2005,27(4):51~55
[39]陈誉,赵宪忠,陈以一.平面K型圆钢管搭接节点有限元参数分析与极限承载力计算公式[J].建筑结构学报.2006,27(4):30~36
[40] Cofer. W F. Jubran. J S. Analysis of welded tubular connections usingcontinuum damage mechanics. Journal of Structural Engineering.1992,118(3):828~845
[41]王仁,黄文彬.塑性力学引论[M].北京:北京大学出版社,1992,5.42~45
[42]王秀丽,李强.圆管相贯节点的承载力性能研究[J].甘肃科学，2006,18:90~97.
[43]王伟.圆钢管相贯节点非钢性能及对结构整体行为的影响效应[D]:[博士学位论文].上海：同济大学土木工程系，77~79
[44] J.A. Packer, J.E. Henderson, J.J. Cao（曹俊杰）.空心管结构连接设计指南[M].科学出版社.1997:1~124,316~370
[45]沈冲.节点刚度对方管Warren桁架静动力性能的影响[D]:[硕士学位论文]，哈尔滨:哈尔滨工业大学土木工程学院，17~23
[2] Yura. J.A.,Zettlemoyer. N, Edwards. I.E,“Ultimate Capacity of CircularTubular joints,”Journal of the Structural Division, ASCE Vol.107, NoST10,Proc. Paper16600, Oct.,pp.1965-1983
[3] Kuro bane, Y. Makino. Y. and Ochi, K,“Ultimate Resistance of unstiffenedTubular Joints,”Journal of structural Engineering, V01.110, No.2,February,1984, PP.385—400
[4] Billington. C.J., Lalant M.,Recent Research and Advances in the Design ofTubular Joints, the Steel Construction Institute,1988.
[5] Scola, J.,Redwood, R.G,“Behaviour of axially loaded tubular v-joints,” J.Construct Steel Research,Vol.16,1990．
[6] Paul. J.C. Kurobane. Y.,“Ultimate Resistance of Unstiffened MultiplanarTubular TT and KK Joints,”Journal of Structural Engineering Vol.120, No.10, October,1994, pp.2853-2870
[7] Makino, Y, Kurobane, Y.,Ochi, K., et a1., Database of Test and NumericalAnalysis Results for Unstiffened Tubular Joints, II W Doc. XV-E-96-220,Hungary,1996
[8]张志良.焊接方管节点极限承载力的试验研究和非线性有限元分析.同济大学申请硕士学位论文,上海:同济大学建筑工程系,1988.
[9]沈祖炎，罗永峰.矩形钢管屋架的试验研究[J].钢结构.1995,10(1):58~61
[10]虞晓华.大型直接汇交焊接K型圆钢管节点极限承载力研究.同济大学申请硕士学位论文,上海:同济大学建筑工程系,1996
[11] Chen,Y, Shen,Z Y, Yu,X.H., Full scale loading test on and analysis of K-CHS joint,5th Int.Coil.Of Stability and Ductility of Steel Structures,1997
[12]武振宇,张耀春.直接焊接T型钢管节点性能的实验研究[J].钢结构.1999,14(2):36~40
[13]陈以一.圆钢管相贯节点抗弯刚度和承载力实验[J].建筑结构学报.2001,22(6):25~30
[14]舒兴平,朱邵宁,夏心红等.长沙贺龙体育场钢屋盖圆管相贯节点足尺试验研究[J].建筑结构学报,2004,25(3):11~13
[15]武振宇,武胜,张耀春.不等宽K型间隙方管节点承载力计算的塑性铰线法[J].土木工程学报.2004,37(5):1~6
[16]张志良，沈祖炎，陈学潮．方管节点极限承载力的非线形有限元分析[J]．北京：土木工程学报,1990,23(1):12-21
[17]沈祖炎,张志良焊接方管节点极限承载力计算[J].上海:同济大学学报,1990,18(3):273—279
[18] Paul.J.C, vander Valk C.A.C, Wardenier J. The static strength of circularmultiplanar X-joints. In: Niemi E, Makelainen P, eds. Tubular Structures, TheThird International Symposium. Finland:1990.73~80
[19] Vander Vegte G J. The Static Strength of Uniplanar and Multiplanar Tubular Tand X Joints. Netherlands: Delft University Press,1995
[20]贺东哲.空间管节点静力承载性能的非线性分析与研究:[硕士学位论文].北京：清华大学土木工程系,1999
[21]刘建平,郭彦林,陈国栋.圆管相贯节点极限承载力有限元分析[J].建筑结构，2002，32（7）：56~59
[22]刘建平,郭彦林,陈国栋.K型方、圆管相贯节点的极限承载力非线性有限元分析[J].建筑科学,2001,7（2）：50~53
[23] Lee M.M.K. Strength, stress and fracture analyses of offshore tubular joinsusing finite elements. Journal of Constructional Steel Research.1999,51:265~286
[24] Lee. M.M.K. Wilmshrust. S.R. Numerical modeling of CHS joints withmultiplanarouble K-K configuration. Journal of Constructional Steel Research.1995,32:281~301
[25] Kos kimaki. M., Nimi. E. Finite element studies on the behaviour ofrectangular hollow section K-joints. In: Niemi E, Makelainen P, eds. TubularStructures, The Third International Symposium. Finland:1990.28~37
[26] Davies G, Roodbaraky K. Use of finite elements as a tool in evaluating thestrength of joints in rectangular hollow sections. In: Niemi E, Makelainen P, eds.Tubular Structures, The Third International Symposium. Finland:1990.214~223
[27] Cao J. J. Packer J. A. Kosteski N. Experimental study of connections betweenlongitudinal plates and RHS columns. In: Cao Y. S, vander Vegte G. J, eds.Proceedings of the Eighth International Symposium on Tubular Structures Sing-apore:1998.635-643
[28] Cao J.J., Packer J. A., Kosteski. N. are metric finite element study ofconnections between longitudinal plates and RHS columns. In: Cho Y. S,vander Vegte G. J. eds. Proceedings of the Eighth International Symposium onTubular Structures Singapore:1998.645-655.
[29] Kosteski N, Packer J A. Experimental examination of branch plate-to-RHSmember connection types. In: Puthli R, Herion S, eds. Proceedings of theNinth International Symposium on Tubular Structures. Dusseldorf:2001.135-144
[30] Kosteski N. Packer J A. FEM evaluation of stiffened longitudinal branchplate-to-RHS member connections. In: Puthli R, Herion S, eds. Proceedingsof the Ninth International Symposium on Tubular Structures. Dusseldorf:2001.145-154
[31]傅振岐,何保康,顾强.矩形管间隙K型节点极限承载力的有限元分析[J].西安建筑科技大学学报,1996,28（4）:428~432
[32]陈誉,赵宪忠,陈以一.平面K型圆钢管搭接节点有限元参数分析与极限承载力计算公式[J].建筑结构学报,2006,27（4）:30~36
[33]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）：23~29
[34]陈誉,陈以一,黄永强.矩形钢管桁架节点局部传力模拟的试验研究和有限元分析[J].工业建筑.2005,35(11):10~13
[35]童乐为,陈茁,陈以一等.不同焊接方式下圆钢管节点力学性能的试验比较.结构工程师，2006，22（2）：58~62
[36]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[J].华南理工大学学报（自然科学版）,2002,30（10）：103~106
[37]郑政宝,冯敏.关于刚接平面桁架次内力的探讨[J].浙江建筑.2005,22(5):15~22
[38]王燕,苏波.半刚性钢框架的动力分析[J].力学与实践.2005,27(4):51~55
[39]陈誉,赵宪忠,陈以一.平面K型圆钢管搭接节点有限元参数分析与极限承载力计算公式[J].建筑结构学报.2006,27(4):30~36
[40] Cofer. W F. Jubran. J S. Analysis of welded tubular connections usingcontinuum damage mechanics. Journal of Structural Engineering.1992,118(3):828~845
[41]王仁,黄文彬.塑性力学引论[M].北京:北京大学出版社,1992,5.42~45
[42]王秀丽,李强.圆管相贯节点的承载力性能研究[J].甘肃科学，2006,18:90~97.
[43]王伟.圆钢管相贯节点非钢性能及对结构整体行为的影响效应[D]:[博士学位论文].上海：同济大学土木工程系，77~79
[44] J.A. Packer, J.E. Henderson, J.J. Cao（曹俊杰）.空心管结构连接设计指南[M].科学出版社.1997:1~124,316~370
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