直接焊接圆钢管XK型空间节点非线性有限元分析
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摘要
本文利用ANSYS有限元程序实现了对钢管相贯节点的弹塑性非线性分析，跟踪结构在整个加载阶段各点的应力、应变变化过程，求出了节点的极限承载力。把本文计算的管节点的荷载位移曲线与文献的试验曲线进行了比较，验证了本文计算方法和计算结果的正确性。文章接着对不同几何参数的XK型圆管相贯节点进行了非线性有限元分析，计算了它们的极限承载力，研究了管节点的受力性能和塑性区的扩展问题。将有限元计算结果与国内规范进行了比较，为规范的进一步修订提供了参考建议。在非线性有限元求解过程中，考虑了网格精度、边界条件、材料特性等因素，使得到的极限承载力具有较高的工程精度。论文在对不同几何参数的XK型空间汇交钢管节点进行大量算例分析的基础上，分析了各参数对节点极限承载力的影响，获得了极限承载力随各几何参数的变化规律以及节点破坏模式，考察了主管所受荷载对极限承载力的影响，提出了对工程设计有益的建议，供工程设计人员和修订规范时参考。
In the paper, nonlinear finite element method (FEM) analysis of multi-planar joints of steel tubular members has been realized by ansys software. It traces the whole process of stress-strain of total loading stages, and the ultimate bearing capacity of the joints is gained. The paper has proved the correction of the methods & results of calculating by comparing the curved line of the loading-displacement of CHS with that gained in experiments. An inelastic and nonlinear finite element analysis of XK-type CHS joints has been completed. Then it makes the nonlinear FEM analysis of the multi-planar XK-type joints of steel tubular members, calculates the ultimate bearing capacity of various geometric parameters joints and does some research on the bearing capacity and plasticity areas. By comparing the results of finite element with domestic code, the paper also provides suggestions for further revising of the code. In order to provide the ultimate bearing capacity with a higher engineering precision, a lot of factors including grid dimension , boundary conditions and material properties are taken into consideration in the nonlinear finite element analysis. Based on a series of numerical analysis of steel tubular XK-type joints of various geometric parameters, the effect of the various geometric parameters on ultimate bearing capacity has been investigated. The regulations that the ultimate strength varies with geometric parameters and the destroying models of joints are obtained. The effect of stress of the chord on the ultimate strength is also investigated. Some constructive suggestions to the engineering design are put forward for reference in design and code revision.
In the paper, nonlinear finite element method (FEM) analysis of multi-planar joints of steel tubular members has been realized by ansys software. It traces the whole process of stress-strain of total loading stages, and the ultimate bearing capacity of the joints is gained. The paper has proved the correction of the methods & results of calculating by comparing the curved line of the loading-displacement of CHS with that gained in experiments. An inelastic and nonlinear finite element analysis of XK-type CHS joints has been completed. Then it makes the nonlinear FEM analysis of the multi-planar XK-type joints of steel tubular members, calculates the ultimate bearing capacity of various geometric parameters joints and does some research on the bearing capacity and plasticity areas. By comparing the results of finite element with domestic code, the paper also provides suggestions for further revising of the code. In order to provide the ultimate bearing capacity with a higher engineering precision, a lot of factors including grid dimension , boundary conditions and material properties are taken into consideration in the nonlinear finite element analysis. Based on a series of numerical analysis of steel tubular XK-type joints of various geometric parameters, the effect of the various geometric parameters on ultimate bearing capacity has been investigated. The regulations that the ultimate strength varies with geometric parameters and the destroying models of joints are obtained. The effect of stress of the chord on the ultimate strength is also investigated. Some constructive suggestions to the engineering design are put forward for reference in design and code revision.
引文
[1] 余国音等，方钢管桁架的设计、试验与工程应用[A]，建筑钢结构应用技术论文集[C]，1995，92～99
[2] 张耀春，吉林滑冰练习馆轻钢结构设计[J]，钢结构，1991(1)，42～44
[3] 张连一、张耀春，哈尔滨冰雪艺术展览馆钢结构工程设计[J]，工业建筑，1994(10)
[4] 付继飞，冷弯方形管桁架梁焊接工艺和质量控制[J]，工业建筑，1995(5)，45～48
[5] 武振宇、张耀春，直接焊接T型钢管节点性能的试验研究[J]，钢结构，999(2)，Vol．14
[6] 沈祖炎、陈以一、陈扬骥、刘鹏，《广州体育馆钢结构屋盖体系试验研究与分析报告》(第二分册)，《节点试验研究报告》[M]，2000
[7] 詹琛，空间直接焊接圆钢管节点足尺试验研究[J]，上海：同济大学土木工程系，2000
[8] 同济大学钢结构研究室，成都双流机场扩建工程航站楼钢屋盖结构试验研究与分析—相贯节点试验研究报告[C]，2000，12
[9] Yura, J.A., et al. Ultimate Capacity of circular Tublar Joints[J], ASCE, 1981, 107(10), 1965～1984
[10] Yoshiaki Kurobane, et al. Ultimate Resistance of Unstiffened Tublar Joints[J], J. struct. Engrg., ASCE, 110 (2), 385～400, 1984
[11] Paul, J.C, Ultimate Resistance of Unstiffened Multiplanar Tubular TT-and KK-Joints[J], J. Struct. ASCE, 1994, 120(10):2853～2870
[12] Cofer, W.f., et al, Analysis of Welded Tubular Connection Using Continum damage Mechanics[J], J. Struct. Engrg., ASCE, 118(3), 1994,828～845
[13] 陈继祖、陆化谱，焊接管节点设计承载力公式研究[J]，大连工学院学报，1986，25(2)，47-52
[14] Packer, J.A., Web Crippling of Rectangular hollow Sections[J], J. Struct. Engrg., ASCE, 110(10), 1984, 2357～237
[15] Packer, J.A., review of American RHS Web Crippling Provisions[J], J. Struct. engrg., ASCE, 113(12), 1987, 2508～2513
[16] Zhao, X. L., and Hancock, G. J., Plastic Mechanism Analysis of T-Joints in RHS Under Concentrated Force[J], Res. Report No. 644, Univ. of Sydney, 1991
[17] Korol, R.M., et al., Finite Element Analysis of RHS T-Joints[J],
J. Struct. Engrg., ASCE, 108(9), 1982, 2081～2098
[18] 张志良、沈祖炎、陈学潮，方管节点极限承载力的非线性有限元分析[J]，土木工程学报，1990，23(1)，12～22
[19] 沈祖炎、张志良，焊接方管节点极限承载力计算[J]，同济大学学报，1990，18(3)，273～279
[20] Jwardenier and J.W.B. stark:The static strength of welded lattice girder joints in structural hollow sections Cidect report nr. 5Q/78/4
[21] 刘建平，钢管相贯节点的研究现状和动态[J]，钢结构，Vol．18，No．66，2003(4)
[22] 贺东哲等，管节点承载力的非线性有限元分析[J]，工程力学，Vol．17，No．4，2000(8)
[23] 刘建平等，方圆管相贯极限承载力研究[J]，建筑结构，Vol．31，No．8，2001(8)
[24] 刘建平等，圆管相贯节点极限承载力有限元分析[J]，建筑结构，2002，Vol．32，No．7
[25] G.J. Van der Vegte, The static strength of uniplannar and multipl-annar tubular T-and X-joints[D]. delft university, The Netherlands, 1995
[26] 陈以一等，圆钢管空间相贯节点试验研究[J]，土木工程学报，Vol．36，No．8，2003
[27] Architecture Institute of Japan. Recommendations for the Design and Fabrication of Tubular Structures in Steel [R]. 日本建筑学会, 1990
[28] American Welding Society, StructuralWelding Code-Steel[S]. ANSI/AWS D1.1, Miami, 1994
[29] Wardenier, J., Hollow sections in structural application[J], Bouwen met Staal, Netherlands, 2002
[30] ANSYS用户使用手册，美国ANSYS公司北京办事处
[31] 嘉木工作室，《有限元实例分析教程》[M]，机械工业出版社，2002
[32] 任重，《ANSYS实用分析教程》[M]，北京大学出版社，2003，95
[33] 陈以一、陈扬骥，钢管结构相贯节点的研究现状[J]，建筑结构，Vol．32，No．7，2002．
[34] E.M. Dexter, Static Strength of Axially Loaded Tubular K-Joints(I:Behavior) [J], J. Struct. ASCE, 1999(2)
[35] 翟红，大直径圆钢管空间KK型节点滞回性能研究[D]，上海：同济大学土木工程系，2003
[36] Yura, J.A. Zettlemoyer, N. and Edwards, I, F, Ulimate capacity equations for tubular joints, procoffshore technol, conf, 1980.
[37] 陈以一等，直接汇交节点三重屈服线模型及试验验证[J]，土木工程学报，1999，Vol．32，No．6
[38] 刘建平等，K型方、圆相贯节点的极限承载力非线性有限元分析[J]．建筑科学，Vol．17，NO．2，2001
[39] 陈以一等，圆钢管相贯节点抗弯刚度和承载力实验[J]，建筑结构学报，Vol．22，No．6，2001．25～30
[40] 《钢结构设计规范》(GB50017-2003)，北京，中国建筑工业出版社，2003
[41] 魏明钟，《钢结构》[M]，武汉工业大学出版社，2000
[42] 王梅，T型方圆相贯节点非线性分析[D]，合肥：合肥工业大学土木建筑工程学院，2002
[2] 张耀春，吉林滑冰练习馆轻钢结构设计[J]，钢结构，1991(1)，42～44
[3] 张连一、张耀春，哈尔滨冰雪艺术展览馆钢结构工程设计[J]，工业建筑，1994(10)
[4] 付继飞，冷弯方形管桁架梁焊接工艺和质量控制[J]，工业建筑，1995(5)，45～48
[5] 武振宇、张耀春，直接焊接T型钢管节点性能的试验研究[J]，钢结构，999(2)，Vol．14
[6] 沈祖炎、陈以一、陈扬骥、刘鹏，《广州体育馆钢结构屋盖体系试验研究与分析报告》(第二分册)，《节点试验研究报告》[M]，2000
[7] 詹琛，空间直接焊接圆钢管节点足尺试验研究[J]，上海：同济大学土木工程系，2000
[8] 同济大学钢结构研究室，成都双流机场扩建工程航站楼钢屋盖结构试验研究与分析—相贯节点试验研究报告[C]，2000，12
[9] Yura, J.A., et al. Ultimate Capacity of circular Tublar Joints[J], ASCE, 1981, 107(10), 1965～1984
[10] Yoshiaki Kurobane, et al. Ultimate Resistance of Unstiffened Tublar Joints[J], J. struct. Engrg., ASCE, 110 (2), 385～400, 1984
[11] Paul, J.C, Ultimate Resistance of Unstiffened Multiplanar Tubular TT-and KK-Joints[J], J. Struct. ASCE, 1994, 120(10):2853～2870
[12] Cofer, W.f., et al, Analysis of Welded Tubular Connection Using Continum damage Mechanics[J], J. Struct. Engrg., ASCE, 118(3), 1994,828～845
[13] 陈继祖、陆化谱，焊接管节点设计承载力公式研究[J]，大连工学院学报，1986，25(2)，47-52
[14] Packer, J.A., Web Crippling of Rectangular hollow Sections[J], J. Struct. Engrg., ASCE, 110(10), 1984, 2357～237
[15] Packer, J.A., review of American RHS Web Crippling Provisions[J], J. Struct. engrg., ASCE, 113(12), 1987, 2508～2513
[16] Zhao, X. L., and Hancock, G. J., Plastic Mechanism Analysis of T-Joints in RHS Under Concentrated Force[J], Res. Report No. 644, Univ. of Sydney, 1991
[17] Korol, R.M., et al., Finite Element Analysis of RHS T-Joints[J],
J. Struct. Engrg., ASCE, 108(9), 1982, 2081～2098
[18] 张志良、沈祖炎、陈学潮，方管节点极限承载力的非线性有限元分析[J]，土木工程学报，1990，23(1)，12～22
[19] 沈祖炎、张志良，焊接方管节点极限承载力计算[J]，同济大学学报，1990，18(3)，273～279
[20] Jwardenier and J.W.B. stark:The static strength of welded lattice girder joints in structural hollow sections Cidect report nr. 5Q/78/4
[21] 刘建平，钢管相贯节点的研究现状和动态[J]，钢结构，Vol．18，No．66，2003(4)
[22] 贺东哲等，管节点承载力的非线性有限元分析[J]，工程力学，Vol．17，No．4，2000(8)
[23] 刘建平等，方圆管相贯极限承载力研究[J]，建筑结构，Vol．31，No．8，2001(8)
[24] 刘建平等，圆管相贯节点极限承载力有限元分析[J]，建筑结构，2002，Vol．32，No．7
[25] G.J. Van der Vegte, The static strength of uniplannar and multipl-annar tubular T-and X-joints[D]. delft university, The Netherlands, 1995
[26] 陈以一等，圆钢管空间相贯节点试验研究[J]，土木工程学报，Vol．36，No．8，2003
[27] Architecture Institute of Japan. Recommendations for the Design and Fabrication of Tubular Structures in Steel [R]. 日本建筑学会, 1990
[28] American Welding Society, StructuralWelding Code-Steel[S]. ANSI/AWS D1.1, Miami, 1994
[29] Wardenier, J., Hollow sections in structural application[J], Bouwen met Staal, Netherlands, 2002
[30] ANSYS用户使用手册，美国ANSYS公司北京办事处
[31] 嘉木工作室，《有限元实例分析教程》[M]，机械工业出版社，2002
[32] 任重，《ANSYS实用分析教程》[M]，北京大学出版社，2003，95
[33] 陈以一、陈扬骥，钢管结构相贯节点的研究现状[J]，建筑结构，Vol．32，No．7，2002．
[34] E.M. Dexter, Static Strength of Axially Loaded Tubular K-Joints(I:Behavior) [J], J. Struct. ASCE, 1999(2)
[35] 翟红，大直径圆钢管空间KK型节点滞回性能研究[D]，上海：同济大学土木工程系，2003
[36] Yura, J.A. Zettlemoyer, N. and Edwards, I, F, Ulimate capacity equations for tubular joints, procoffshore technol, conf, 1980.
[37] 陈以一等，直接汇交节点三重屈服线模型及试验验证[J]，土木工程学报，1999，Vol．32，No．6
[38] 刘建平等，K型方、圆相贯节点的极限承载力非线性有限元分析[J]．建筑科学，Vol．17，NO．2，2001
[39] 陈以一等，圆钢管相贯节点抗弯刚度和承载力实验[J]，建筑结构学报，Vol．22，No．6，2001．25～30
[40] 《钢结构设计规范》(GB50017-2003)，北京，中国建筑工业出版社，2003
[41] 魏明钟，《钢结构》[M]，武汉工业大学出版社，2000
[42] 王梅，T型方圆相贯节点非线性分析[D]，合肥：合肥工业大学土木建筑工程学院，2002