圆钢管相贯节点极限承载力分析与足尺试验研究
|
摘要
本文研究的内容主要包括平面K型圆钢管搭接节点极限承载力的有限元研究和圆钢管相贯节点极限承载力的足尺试验研究两部分。
平面K型间隙节点是钢管结构中一种最基本的节点形式。然而，在实际工程中的K型节点经常会遇到支管在与主管交汇处部分搭接的情况。平面K型搭接节点的受力性能与K型间隙节点有较大区别。本文采用通用有限元程序ANSYS对81个搭接节点进行了非线性有限元分析研究。分析时考虑了四个无量纲参数，即支管直径与主管的直径之比β；主管的直径与壁厚之比γ；支管壁厚与主管壁厚之比τ以及支管搭接率O_v对搭接节点破坏模式和极限承载力的影响。同时，本文还分析了27个K型间隙节点用以比较二者受力性能的差别。
试验研究是研究钢管节点承载力性能的最重要的方法。由于实际工程中，钢管相贯节点的尺寸一般比较大，足尺试验研究则更具研究意义。本文对长沙贺龙体育场钢屋盖结构中的6个圆钢管相贯节点，其中包括2个K型节点、3个KK型节点和1个KKT型节点，进行了静力单调加载的足尺试验。并将试验结果与有限元分析结果和我国规范公式计算结果进行了比较，分析了偏差产生的原因。本文的试验研究为国际节点数据库增添了足尺节点试验数据资料，并新增了KKT型节点的试验数据。为我国钢结构规范有关圆管节点承载力计算公式的建立和完善提供了有意义的参考。
Finite-element study on the ultimate strength of planer overlap tubular K-joints and full scale tests on the ultimate strength of CHS joints are researched in this dissertation.
Planer gap tubular K-joints are one of the most fundamental joint configurations in tubular structures. However, the brace member of K-joint may meet at the chord member partially in the many structures. So there are great difference between behavior of overlap tubular K-joints and that of gap tubular K-joints. Analysis of nonlinear finite-element for ultimate strength of 81 overlap tubular K-joints with ANSYS program is carried out in this dissertation. The influence of nondimensional joints parameters β,γ, τ and ov on failure mode and ultimate strength of overlap tubular K-joints is studied. Simultaneously, 27 tubular gap K-joints are analyzed for comparative purposes.
Test study is the most important research method of ultimate strength of tubular joints. Because the size of tubular joints used in practice engineering is always large, the full scale tests study is of significance much more. Full scale tests on Six CHS joints, including 2 K-joints, 3 KK-joints and 1 KKT-joints, used in roof structures of the palaestra in Chang sha is carried out in this dissertation. Then the tests result is compared with results of finite-element analysis and design formulae and the difference of them are analyzed. The results of full scale tests in this dissertation can reinforce international database of test and numerical analysis results for unstiffened tubular joints. And database of test of KKT-joints is produced. Finally, available references for constituting and consummating of CHS design formulae are given.
平面K型间隙节点是钢管结构中一种最基本的节点形式。然而，在实际工程中的K型节点经常会遇到支管在与主管交汇处部分搭接的情况。平面K型搭接节点的受力性能与K型间隙节点有较大区别。本文采用通用有限元程序ANSYS对81个搭接节点进行了非线性有限元分析研究。分析时考虑了四个无量纲参数，即支管直径与主管的直径之比β；主管的直径与壁厚之比γ；支管壁厚与主管壁厚之比τ以及支管搭接率O_v对搭接节点破坏模式和极限承载力的影响。同时，本文还分析了27个K型间隙节点用以比较二者受力性能的差别。
试验研究是研究钢管节点承载力性能的最重要的方法。由于实际工程中，钢管相贯节点的尺寸一般比较大，足尺试验研究则更具研究意义。本文对长沙贺龙体育场钢屋盖结构中的6个圆钢管相贯节点，其中包括2个K型节点、3个KK型节点和1个KKT型节点，进行了静力单调加载的足尺试验。并将试验结果与有限元分析结果和我国规范公式计算结果进行了比较，分析了偏差产生的原因。本文的试验研究为国际节点数据库增添了足尺节点试验数据资料，并新增了KKT型节点的试验数据。为我国钢结构规范有关圆管节点承载力计算公式的建立和完善提供了有意义的参考。
Finite-element study on the ultimate strength of planer overlap tubular K-joints and full scale tests on the ultimate strength of CHS joints are researched in this dissertation.
Planer gap tubular K-joints are one of the most fundamental joint configurations in tubular structures. However, the brace member of K-joint may meet at the chord member partially in the many structures. So there are great difference between behavior of overlap tubular K-joints and that of gap tubular K-joints. Analysis of nonlinear finite-element for ultimate strength of 81 overlap tubular K-joints with ANSYS program is carried out in this dissertation. The influence of nondimensional joints parameters β,γ, τ and ov on failure mode and ultimate strength of overlap tubular K-joints is studied. Simultaneously, 27 tubular gap K-joints are analyzed for comparative purposes.
Test study is the most important research method of ultimate strength of tubular joints. Because the size of tubular joints used in practice engineering is always large, the full scale tests study is of significance much more. Full scale tests on Six CHS joints, including 2 K-joints, 3 KK-joints and 1 KKT-joints, used in roof structures of the palaestra in Chang sha is carried out in this dissertation. Then the tests result is compared with results of finite-element analysis and design formulae and the difference of them are analyzed. The results of full scale tests in this dissertation can reinforce international database of test and numerical analysis results for unstiffened tubular joints. And database of test of KKT-joints is produced. Finally, available references for constituting and consummating of CHS design formulae are given.
引文
[1] 陈以一，陈扬骥．钢管结构相贯节点的研究现状．见：管结构技术交流会论文集．西安：空间结构委员会．2001，11：227～234
[2] 吴昌栋，陈云波．钢管结构在建筑工程中的应用．工业建筑．，1997，27(2)：10～15
[3] 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．1996，29(6)：102～109
[4] Gibstein, M.B.,The Static Strength of T-joints Subjected to in-plane Bending, Det Norske Veritas Report. 1976: 76～137
[5] Sparrow, K.D., Stamenkovic,A., Experimental Determination of the Ultimate Static Strength of T-joints in Circular Hollow Steel Sections Subjects to Axial and Mement, Proc. Int. Conf., "Joints in Structural Steel Work", Teeside,1981
[6] Kurobane,Y., Ultimate Resistance of Unstiffened Tubular Joints, J.Struct. Engrg., ASCE,1984, 110(2): 385～400
[7] Zhao,X.L., Hancock, G.J., Square and Rectangular Hollow Sections Subject to Combined Actions, J. Struct. Engrg., ASCE,1991,117(8): 2258～2277
[8] M.R.Morgan., M.M.K.LEE., Stress Concentration Factors in Tubular K-Joints under Inplane Moment Loading, J. Struct. Engrg., ASCE,1998,124(4): 382～390
[9] C.K.Soh., T.K.Chan., S.K.Yu., Limit Analysis of Ultimate Strength of Tubular X-Joints, J. Struct. Engrg., ASCE,2000,126(7): 790～797
[10] Makino, Y., Experimental Study on Ultimate Capacity and Deformation for Tubular Joints, Doctoral dissertation, Osaka University,1984
[11] Scola, J., Redwood, R.G., Behaviour of Axially Loaded Tubular V-Joints, J. Construct Steel Research, 1990, vol 16
[12] Paul,J.C., Ultimate Resistance ofUnstiffened Multiplanar Tubular TT and KK Joints, J. Struct. Engrg., ASCE,1994,120(10): 2853～2870
[13] M.M.K.Lee., S.R.Wilmshurst., Parametric Study of Strength of Tubular Multiplanar KK-Joints, J. Struct. Engrg., ASCE, 1996,122(8): 893～904
[14] M.M.K.Lee., S.R.Wilmshurst., Strength of Multiplanar Tubular KK-Joints under Antisymmetrical Axial Loading, J. Struct. Engrg.,ASCE, 1997, 123(6): 755～764
[15] Makino, Y., Kurobane, Y., Ochi,K.,Vegte,G.J., Wilmshurst, S.R., Database of Test and Numeilcal Analysis Results for Unstiffened Tubular Joints, ⅡW Doc. XV-E-96-220,1996
[16] C.T, Kang., D.G.Moffat., J.Mistry., Strength of DT Tubular Joints with Brace and Chord Compression, J. Struct. Engrg., ASCE,1995,124(7): 775～783
[17] Sing-Ping Chiew., Chee-Kiong Soh., Nai-Wen Wu., Experimental and Numerical Stress Analyses of Tubular XT-Joint, J. Struct. Engrg., ASCE, 1999, 125(11: 1239～1248
[18] Sing-Ping Chiew., Chee-Kiong Soh., Nai-Wen Wu., Experimental and Numerical SCF Studies of Multiplanar Tubular XX-Joint, J. Struct. Engrg., ASCE, 2000, 126(11): 1331～1338
[19] 陈继祖，陆化普．焊接管节点设计承载力公式研究．大连工学院学报，1996，25(2)：47～52
[20] 陈铁云，朱正宏，吴水云．塑性节点法的研究及其在薄壳结构中的应用．计算结构力学及其应用，1991，8(3)：342～248
[21] 杨国贤，陈延国．受拉T型管节点静承载力分析的实用计算法．大连工学院学报，1987，26(2)：101～106
[22] 陈以一，沈祖炎，詹琛等．直接汇交节点三重屈服线模型及试验验证．土木工程学报．1999，32(6)：26～31
[23] 刘建平，郭彦林，陈国栋．方圆相贯节点极限承载力研究．建筑结构．2001，31(8)：21～24
[24] 刘建平，郭彦林．K型方、圆相贯节点的极限承载力非线性有限元分析．建筑科学．200l，17(2：50～53
[25] 刘建平，郭彦林．管节点弹塑性大挠度有限元分析．青海大学学报(自然科学版)．2001，19(1)：38～42
[26] 陈以一，王伟，赵宪忠等．圆钢管相贯节点抗弯刚度和承载力实验．建筑结构学报，2001，22(6)：25～30
[27] 同济大学钢结构研究室．成都双流机场扩建工程航站楼钢结构屋盖结构试验研究与分析—相贯节点试验研究报告，2000
[28] 詹琛．空间直接焊接圆钢管节点足尺试验研究：[同济大学申请硕士学位论文]．上海：同济大学，2000
[29] 中华人民共和国国家标准：钢结构设计规范GBJ17—88及条文说明，中
国计划出版社，1989
[30] 中华人民共和国国家标准：钢结构设计规范(征求意见稿)GB50017—，北京钢铁设计研究总院《钢结构设计规范》国家标准管理组，1999
[31] E.M.Dexter., M.M.K.Lee., Static Strength of Axially Loaded Tubular K-Joints. Ⅰ: Behavior, J. Struct. Engrg., ASCE, 1999, 125(2): 194～201
[32] E.M.Dexter., M.M.K.Lee., Static Strength of Axially Loaded Tubular K-Joints. Ⅱ: Ultimate Capacity, J. Struct. Engrg., ASCE, 1999, 125(2): 202～210
[33] F.Gazzola., M.M.K.Lee., E.M.Dexter., Design Equation for Overlap Tubular K-Joints under Axial Loading, J. Struct. Engrg., ASCE,2000,126(7):: 798～808
[34] 沈祖炎．直接焊管结构节点极限承载力计算．钢结构，1991，14(4)：34～38
[35] 陈绍蕃．钢结构设计原理．第二版．北京：科学出版社，1998
[36] 王国强．实用工程数值模拟技术及其在ANSYS上的实践．第一版．西安：西北工业大学出版社，1999
[37] 黎永．局部构造对钢框架梁—柱刚性节点性能的影响分析：[湖南大学硕士学位论文]．长沙：湖南大学，2002
[38] 嘉木工作室．ANSYS5.7有限元实例分析教程．机械工业出版社，2002
[39] 博嘉科技．有限元分析软件—ANSYS融会与贯通．中国水利水电出版社，2002
[40] 美国ANSYS公司北京办事处．ANSYS用户使用手册，1998
[41] 美国ANSYS公司北京办事处．ANSYS非线性分析指南．1998
[42] 武振宇，张耀春．直接焊接T型钢管节点性能的试验研究．钢结构．1999，14(2)：36～40
[43] 樊海涛．X型方钢管混凝土受压节点极限承载力研究：[湖南大学硕士学位论文]．长沙：湖南大学，2001
[44] 郭彦林，兰勇，高玉峰等．三管梭形钢格构柱足尺破坏性稳定试验研究．建筑结构学报．2002，23(5)：31～40
[45] 沈祖炎，陈扬骥，陈以一等．上海八万人体育场屋盖的整体模型和节点试验研究．空间结构．1996，2(1)：343～348
[46] 赵宪忠，陈以一，沈祖炎等．双向贯通式钢管节点力学性能的试验研究．工业建筑．2001，31(2)：48～50
[47] 姚振纲，刘祖华．建筑结构试验．上海：同济大学出版社，1996
[48] 徐芝纶．弹性力学．北京：高等教育出版社，1998
[49] 夏志皋．塑性力学．上海：同济大学出版社，2002
[2] 吴昌栋，陈云波．钢管结构在建筑工程中的应用．工业建筑．，1997，27(2)：10～15
[3] 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．1996，29(6)：102～109
[4] Gibstein, M.B.,The Static Strength of T-joints Subjected to in-plane Bending, Det Norske Veritas Report. 1976: 76～137
[5] Sparrow, K.D., Stamenkovic,A., Experimental Determination of the Ultimate Static Strength of T-joints in Circular Hollow Steel Sections Subjects to Axial and Mement, Proc. Int. Conf., "Joints in Structural Steel Work", Teeside,1981
[6] Kurobane,Y., Ultimate Resistance of Unstiffened Tubular Joints, J.Struct. Engrg., ASCE,1984, 110(2): 385～400
[7] Zhao,X.L., Hancock, G.J., Square and Rectangular Hollow Sections Subject to Combined Actions, J. Struct. Engrg., ASCE,1991,117(8): 2258～2277
[8] M.R.Morgan., M.M.K.LEE., Stress Concentration Factors in Tubular K-Joints under Inplane Moment Loading, J. Struct. Engrg., ASCE,1998,124(4): 382～390
[9] C.K.Soh., T.K.Chan., S.K.Yu., Limit Analysis of Ultimate Strength of Tubular X-Joints, J. Struct. Engrg., ASCE,2000,126(7): 790～797
[10] Makino, Y., Experimental Study on Ultimate Capacity and Deformation for Tubular Joints, Doctoral dissertation, Osaka University,1984
[11] Scola, J., Redwood, R.G., Behaviour of Axially Loaded Tubular V-Joints, J. Construct Steel Research, 1990, vol 16
[12] Paul,J.C., Ultimate Resistance ofUnstiffened Multiplanar Tubular TT and KK Joints, J. Struct. Engrg., ASCE,1994,120(10): 2853～2870
[13] M.M.K.Lee., S.R.Wilmshurst., Parametric Study of Strength of Tubular Multiplanar KK-Joints, J. Struct. Engrg., ASCE, 1996,122(8): 893～904
[14] M.M.K.Lee., S.R.Wilmshurst., Strength of Multiplanar Tubular KK-Joints under Antisymmetrical Axial Loading, J. Struct. Engrg.,ASCE, 1997, 123(6): 755～764
[15] Makino, Y., Kurobane, Y., Ochi,K.,Vegte,G.J., Wilmshurst, S.R., Database of Test and Numeilcal Analysis Results for Unstiffened Tubular Joints, ⅡW Doc. XV-E-96-220,1996
[16] C.T, Kang., D.G.Moffat., J.Mistry., Strength of DT Tubular Joints with Brace and Chord Compression, J. Struct. Engrg., ASCE,1995,124(7): 775～783
[17] Sing-Ping Chiew., Chee-Kiong Soh., Nai-Wen Wu., Experimental and Numerical Stress Analyses of Tubular XT-Joint, J. Struct. Engrg., ASCE, 1999, 125(11: 1239～1248
[18] Sing-Ping Chiew., Chee-Kiong Soh., Nai-Wen Wu., Experimental and Numerical SCF Studies of Multiplanar Tubular XX-Joint, J. Struct. Engrg., ASCE, 2000, 126(11): 1331～1338
[19] 陈继祖，陆化普．焊接管节点设计承载力公式研究．大连工学院学报，1996，25(2)：47～52
[20] 陈铁云，朱正宏，吴水云．塑性节点法的研究及其在薄壳结构中的应用．计算结构力学及其应用，1991，8(3)：342～248
[21] 杨国贤，陈延国．受拉T型管节点静承载力分析的实用计算法．大连工学院学报，1987，26(2)：101～106
[22] 陈以一，沈祖炎，詹琛等．直接汇交节点三重屈服线模型及试验验证．土木工程学报．1999，32(6)：26～31
[23] 刘建平，郭彦林，陈国栋．方圆相贯节点极限承载力研究．建筑结构．2001，31(8)：21～24
[24] 刘建平，郭彦林．K型方、圆相贯节点的极限承载力非线性有限元分析．建筑科学．200l，17(2：50～53
[25] 刘建平，郭彦林．管节点弹塑性大挠度有限元分析．青海大学学报(自然科学版)．2001，19(1)：38～42
[26] 陈以一，王伟，赵宪忠等．圆钢管相贯节点抗弯刚度和承载力实验．建筑结构学报，2001，22(6)：25～30
[27] 同济大学钢结构研究室．成都双流机场扩建工程航站楼钢结构屋盖结构试验研究与分析—相贯节点试验研究报告，2000
[28] 詹琛．空间直接焊接圆钢管节点足尺试验研究：[同济大学申请硕士学位论文]．上海：同济大学，2000
[29] 中华人民共和国国家标准：钢结构设计规范GBJ17—88及条文说明，中
国计划出版社，1989
[30] 中华人民共和国国家标准：钢结构设计规范(征求意见稿)GB50017—，北京钢铁设计研究总院《钢结构设计规范》国家标准管理组，1999
[31] E.M.Dexter., M.M.K.Lee., Static Strength of Axially Loaded Tubular K-Joints. Ⅰ: Behavior, J. Struct. Engrg., ASCE, 1999, 125(2): 194～201
[32] E.M.Dexter., M.M.K.Lee., Static Strength of Axially Loaded Tubular K-Joints. Ⅱ: Ultimate Capacity, J. Struct. Engrg., ASCE, 1999, 125(2): 202～210
[33] F.Gazzola., M.M.K.Lee., E.M.Dexter., Design Equation for Overlap Tubular K-Joints under Axial Loading, J. Struct. Engrg., ASCE,2000,126(7):: 798～808
[34] 沈祖炎．直接焊管结构节点极限承载力计算．钢结构，1991，14(4)：34～38
[35] 陈绍蕃．钢结构设计原理．第二版．北京：科学出版社，1998
[36] 王国强．实用工程数值模拟技术及其在ANSYS上的实践．第一版．西安：西北工业大学出版社，1999
[37] 黎永．局部构造对钢框架梁—柱刚性节点性能的影响分析：[湖南大学硕士学位论文]．长沙：湖南大学，2002
[38] 嘉木工作室．ANSYS5.7有限元实例分析教程．机械工业出版社，2002
[39] 博嘉科技．有限元分析软件—ANSYS融会与贯通．中国水利水电出版社，2002
[40] 美国ANSYS公司北京办事处．ANSYS用户使用手册，1998
[41] 美国ANSYS公司北京办事处．ANSYS非线性分析指南．1998
[42] 武振宇，张耀春．直接焊接T型钢管节点性能的试验研究．钢结构．1999，14(2)：36～40
[43] 樊海涛．X型方钢管混凝土受压节点极限承载力研究：[湖南大学硕士学位论文]．长沙：湖南大学，2001
[44] 郭彦林，兰勇，高玉峰等．三管梭形钢格构柱足尺破坏性稳定试验研究．建筑结构学报．2002，23(5)：31～40
[45] 沈祖炎，陈扬骥，陈以一等．上海八万人体育场屋盖的整体模型和节点试验研究．空间结构．1996，2(1)：343～348
[46] 赵宪忠，陈以一，沈祖炎等．双向贯通式钢管节点力学性能的试验研究．工业建筑．2001，31(2)：48～50
[47] 姚振纲，刘祖华．建筑结构试验．上海：同济大学出版社，1996
[48] 徐芝纶．弹性力学．北京：高等教育出版社，1998
[49] 夏志皋．塑性力学．上海：同济大学出版社，2002