加强K型圆钢管相贯节点的极限承载力试验研究
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摘要
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K型节点的极限承载力有时不足,限制了钢管结构在工程上的应用。因此对于加强K型节点的研究具有重要的理论及实际意义。本文主要研究弦杆内填充混凝土和在腹杆之间增加插板这两种加强方案对K型圆钢管相贯节点的有效性,给出加强后节点承载力近似计算公式。
在正确分析加强K型节点极限承载力的主要影响因素,应用正交设计方法进行试验设计,使用有限元分析软件ANSYS进行数值模拟,求解出节点的极限承载力。而试验是研究钢管节点承载力性能的最重要的方法,也是验证ANSYS数值模拟的最直接的方法。对12个加强K型节点,其中包括6个混凝土加强节点、6个插板加强节点,进行了静力单调加载的试验,得到节点的极限承载力。并将试验、有限元分析及我国规范公式计算结果进行比较,分析了产生偏差的原因。
研究分析了节点极限承载力的主要影响因素,并根据试验结果,利用多元线性回归分析,得出加强K型节点极限承载力近似计算公式,为我国钢结构规范有关圆钢管节点承载力计算公式的建立和完善提供了有价值的参考。
As one of the most fundamental joint configurations in tubular structures, The ultimate capacity of planer gap tubular K-joints is insufficient sometimes, which limit the project application of steel tube-truss. Therefore the research of reinforced joints has an important theoretical and practical significance. The main goal is to study whether the strengthen method is efficiency to steel circular K-joints, to analysis the design formulae of reinforced circular steel tubular K-joint (RCKJ).
The RCKJ experiment is designed by orthogonal design method. And then the specimens can be properly simulated to destroy in ANSYS(FEM soft). Also the ultimate capacity of RCKJ were calculated. However, test is the most important research method of ultimate capacity of tubular joints. It is also the most direct method to confirm the ANSYS simulation test. The number of RCKJ specimen is designed to be twelve with orthogonal design method. The tests on twelve RCKJ, including six reinforced circular steel tubular K-joints with a flashboard and six reinforced circular steel tubular K-joints filled with concrete, is carried out in this dissertation. Then the tests result is compared with results of finite-element analysis and design formula and the difference of them are analyzed.
The main influence factors to enhance the ultimate capacity of RCKJ are analyzed in this dissertation. Based on the results, the ultimate capacity formula of RCKJ is summarized by using multiple linear regression analysis.Finally, available references for constituting and consummating of steel tubular design formula are given.
在正确分析加强K型节点极限承载力的主要影响因素,应用正交设计方法进行试验设计,使用有限元分析软件ANSYS进行数值模拟,求解出节点的极限承载力。而试验是研究钢管节点承载力性能的最重要的方法,也是验证ANSYS数值模拟的最直接的方法。对12个加强K型节点,其中包括6个混凝土加强节点、6个插板加强节点,进行了静力单调加载的试验,得到节点的极限承载力。并将试验、有限元分析及我国规范公式计算结果进行比较,分析了产生偏差的原因。
研究分析了节点极限承载力的主要影响因素,并根据试验结果,利用多元线性回归分析,得出加强K型节点极限承载力近似计算公式,为我国钢结构规范有关圆钢管节点承载力计算公式的建立和完善提供了有价值的参考。
As one of the most fundamental joint configurations in tubular structures, The ultimate capacity of planer gap tubular K-joints is insufficient sometimes, which limit the project application of steel tube-truss. Therefore the research of reinforced joints has an important theoretical and practical significance. The main goal is to study whether the strengthen method is efficiency to steel circular K-joints, to analysis the design formulae of reinforced circular steel tubular K-joint (RCKJ).
The RCKJ experiment is designed by orthogonal design method. And then the specimens can be properly simulated to destroy in ANSYS(FEM soft). Also the ultimate capacity of RCKJ were calculated. However, test is the most important research method of ultimate capacity of tubular joints. It is also the most direct method to confirm the ANSYS simulation test. The number of RCKJ specimen is designed to be twelve with orthogonal design method. The tests on twelve RCKJ, including six reinforced circular steel tubular K-joints with a flashboard and six reinforced circular steel tubular K-joints filled with concrete, is carried out in this dissertation. Then the tests result is compared with results of finite-element analysis and design formula and the difference of them are analyzed.
The main influence factors to enhance the ultimate capacity of RCKJ are analyzed in this dissertation. Based on the results, the ultimate capacity formula of RCKJ is summarized by using multiple linear regression analysis.Finally, available references for constituting and consummating of steel tubular design formula are given.
引文
1沃登尼尔.钢管截面的结构应用.张其林,刘大康.上海:同济大学出版社, 2004: 1-6
2陈以一,陈扬骥.钢管结构相贯节点的研究现状.管结构技术交流会论文集,西安, 2001: 75-80
3《钢结构设计手册》编辑委员会.钢结构设计手册.北京:中国建筑工业出版社, 2004: 61-62
4陈以一,陈扬骥,詹琛.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
5吴昌栋,陈云波.钢管结构在建筑上的应用.工业建筑, 1997, 10(2): 10-15
6陈以一,沈祖炎,詹琛.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): 26-39
7苑藜.方圆钢管相贯节点数值模拟试验分析. [合肥工业大学硕士论文]. 2003: 8
8 J. A. Yura. Ultimate Capacity of Circular Tubular Joints. ASCE, 1981, 107(10): 1965-1984
9 Y. Kurobane. Ultimate Resistance of Unstiffened Tubular Joints. Journal of Structural Engineering, ASCE, 1984, 110(2): 385-400
10 J. C. Paul. Ultimate Resistance of Unstiffened Multiplanar Tubular TT- and KK-Joints. Journal of Structural Engineering, ASCE, 1994, 120(10): 2853-2870
11 W. F. Cofer. Analysis of Welded Tubular Connection Using Continum damage Mecha- nics. Journal of Structural Engineering, ASCE, 1994, 118(3), 828-845
12陈继祖,陆化谱.焊接管节点设计承载力公式研究.大连工学院学报, 1986, 25(2), 47-52
13陶广亚.直接焊接圆钢管XK型空间节点非线性有限元分析. [合肥工业大学硕士论文]. 2004: 2
14 X. L. Zhao, G. J. Hancock. T-joints in Rectangular Hollow Sections Subject to Combi- ned Actions. Journal of Structural Engineering, 1991, 117(8): 2258-2277
15 J. A. Packer. Web Crippling of Rectangular hollow Sections. Journal of Structural Engineering, ASCE, 1984, 110(10), 2357-2373
16 J. Mouty. Theoretical Prediction of Welded Joint Strength. Proc. of the 4th Inte-rnational Symposium on Hollow Structural Sections. Toroflto, 1997: 825-830
17 X. L. Zhao. Deformation Limited and Ultimate Strength of Welded T-joints in Cold-formed RHS Sections. Journal of Constructional Steel Research, 2000, 53(5): 149-165
18陈以一,沈祖炎,虞晓华.大直径钢管节点极限承载力的试验及分析.工程力学(增刊), 1996: 51-55
19丁芸孙.圆管结构相贯节点几个设计问题的探讨.空间结构, 2002, 8(2): 56-64
20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
21宋彧,李丽娟,张贵文.建筑结构试验.重庆:重庆大学出版社, 2001: 14-19
22蔡正詠,王足献.正交设计在混凝土中的应用.北京:中国建筑工业出版社, 1985: 1-15
23 L. H. Han, G. H. Yao, X. L. Zhao. Tests and Calculations for Hollow Structural Steel (HSS) Stub Columns Filled with Self-consolidating Concrete (SCC). Journal of Constructional Steel Research, 2005, (61): 1241-1269
24 U. Brian. Strength of Concrete Filled Steel Box Columns Incorporating Local Buckling. Journal of Structural Engineering, 2000, 126(3): 341-352
25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.土木工程学报, 2004, 37(5): 1-6
26 M. M. Lee. Parametric Equation for Distribution of Stress Concentration Factors in Tubular K-joints under out-of-plane Moment Loading. International Journal of Fatigue, 1998, 20(6): 449-461
27 B. Wang, N. Hu, Y. Kurobane. Damage Criterion and Safety Assessment Approach to Tubular Joints. Engineering Structure, 2000, 22(5): 424-434
28 Rasmussen. K. J. R, Young. B. Tests of X-and K-joints in SHS stainless steel tubes. Journal of Structural Engineering, 2001, 127(10): 1173-1182
29 Van. Wingerde. A. M, Packer. J. A, Warden R. J. Simplified SCF formulae and graphs for CHS and RHS K- and KK-connections. Journal of Constructional Steel Research, 2001, 57(3): 221-252
30中华人民共和国建设部.钢结构设计规范GB50017-2003.北京:中国建筑工业出版社, 2003: 105-108
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, 2004, 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张巧珍.混凝土加强大直径K型圆钢管相贯节点的静力性能研究. [燕山大学硕士论文]. 2005: 43
36张明莉.插板加强RK型圆钢管相贯节点受力性能研究. [燕山大学硕士论文]. 2005: 49
37 ANSYS基本过程手册.美国: ANSYS公司北京办事处, 2001:13-18
38 ANSYS非线性分析指南.美国: ANSYS公司北京办事处, 1998:34-41
39刘永健,周绪红,刘君平.矩形钢管混凝土K型节点受力性能试验.建筑科学与工程学报, 2007, (2): 36-42
40 A. S. Karamanos, A. Romeijn, J. Wardenier. Stress Concentrations in Tubular Gap K-joints Mechanics and Fatigue Design. Engineering Structures, 2000, 24(2): 36-42
41 M. M. K. Lee. Strength, Stress and Fracture Analyses of Offshore Tubular Joints Using Finite Element. Journal of Constructional Steel Research, 1999, (51): 265-286
42 H. L. J. Pang, C. W. Lee. Three-dimensional Finite Element Analysis of a tubular T-joint under Combined Axial and Bending Loading. International Journal of Fatigue, 1995, 17(5): 313-320
43俭济斌.多因素试验正交优选法.北京:科学出版社, 1976: 1-33
44北京大学数学力学系数学专业概率统计组.正交设计-一种安排多因素试验的数学方法.北京:人民教育出版社, 1976: 217
45罗尧,张楠. K型搭接节点承载力性能分析及建议公式.钢结构, 2004, 19(3): 23-26
46汪荣鑫.数理统计.西安:西安交通大学出版社, 1986: 10
47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
48樊海涛. X型方钢管混凝土受压节点极限承载力研究. [湖南大学硕士论文]. 2001: 14-18
49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
50童乐为,王新毅,陈以一等.国家体育场焊接方管桁架双弦杆KK型节点试验研究.建筑结构学报, 2007, 28(2): 49-53
51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
52陈绍蕃.钢结构设计原理.北京:科学出版社, 2005: 67-84
53北京土木建筑学会.建筑材料试验手册.北京:冶金工业出版社, 2006: 38-40
54蒋玉川,张建海,李章政.弹性力学与有限单元法.北京:科学出版社, 2006: 9-13
55陈笃.塑性力学概要.北京:高等教育出版社, 2005: 37-53
56姚振纲,刘祖华.建筑结构试验.上海:同济大学出版社, 1996: 44-51
57李忠献.工程结构试验理论与技术.天津:天津大学出版社, 2004: 83-131
58商跃进.有限元原理与ANSYS应用指南.北京:清华大学出版社, 2005: 67-80
59徐鹤山. ANSYS建筑钢结构工程实例分析.北京:机械工业出版社, 2007: 125-150
2陈以一,陈扬骥.钢管结构相贯节点的研究现状.管结构技术交流会论文集,西安, 2001: 75-80
3《钢结构设计手册》编辑委员会.钢结构设计手册.北京:中国建筑工业出版社, 2004: 61-62
4陈以一,陈扬骥,詹琛.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
5吴昌栋,陈云波.钢管结构在建筑上的应用.工业建筑, 1997, 10(2): 10-15
6陈以一,沈祖炎,詹琛.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): 26-39
7苑藜.方圆钢管相贯节点数值模拟试验分析. [合肥工业大学硕士论文]. 2003: 8
8 J. A. Yura. Ultimate Capacity of Circular Tubular Joints. ASCE, 1981, 107(10): 1965-1984
9 Y. Kurobane. Ultimate Resistance of Unstiffened Tubular Joints. Journal of Structural Engineering, ASCE, 1984, 110(2): 385-400
10 J. C. Paul. Ultimate Resistance of Unstiffened Multiplanar Tubular TT- and KK-Joints. Journal of Structural Engineering, ASCE, 1994, 120(10): 2853-2870
11 W. F. Cofer. Analysis of Welded Tubular Connection Using Continum damage Mecha- nics. Journal of Structural Engineering, ASCE, 1994, 118(3), 828-845
12陈继祖,陆化谱.焊接管节点设计承载力公式研究.大连工学院学报, 1986, 25(2), 47-52
13陶广亚.直接焊接圆钢管XK型空间节点非线性有限元分析. [合肥工业大学硕士论文]. 2004: 2
14 X. L. Zhao, G. J. Hancock. T-joints in Rectangular Hollow Sections Subject to Combi- ned Actions. Journal of Structural Engineering, 1991, 117(8): 2258-2277
15 J. A. Packer. Web Crippling of Rectangular hollow Sections. Journal of Structural Engineering, ASCE, 1984, 110(10), 2357-2373
16 J. Mouty. Theoretical Prediction of Welded Joint Strength. Proc. of the 4th Inte-rnational Symposium on Hollow Structural Sections. Toroflto, 1997: 825-830
17 X. L. Zhao. Deformation Limited and Ultimate Strength of Welded T-joints in Cold-formed RHS Sections. Journal of Constructional Steel Research, 2000, 53(5): 149-165
18陈以一,沈祖炎,虞晓华.大直径钢管节点极限承载力的试验及分析.工程力学(增刊), 1996: 51-55
19丁芸孙.圆管结构相贯节点几个设计问题的探讨.空间结构, 2002, 8(2): 56-64
20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
21宋彧,李丽娟,张贵文.建筑结构试验.重庆:重庆大学出版社, 2001: 14-19
22蔡正詠,王足献.正交设计在混凝土中的应用.北京:中国建筑工业出版社, 1985: 1-15
23 L. H. Han, G. H. Yao, X. L. Zhao. Tests and Calculations for Hollow Structural Steel (HSS) Stub Columns Filled with Self-consolidating Concrete (SCC). Journal of Constructional Steel Research, 2005, (61): 1241-1269
24 U. Brian. Strength of Concrete Filled Steel Box Columns Incorporating Local Buckling. Journal of Structural Engineering, 2000, 126(3): 341-352
25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.土木工程学报, 2004, 37(5): 1-6
26 M. M. Lee. Parametric Equation for Distribution of Stress Concentration Factors in Tubular K-joints under out-of-plane Moment Loading. International Journal of Fatigue, 1998, 20(6): 449-461
27 B. Wang, N. Hu, Y. Kurobane. Damage Criterion and Safety Assessment Approach to Tubular Joints. Engineering Structure, 2000, 22(5): 424-434
28 Rasmussen. K. J. R, Young. B. Tests of X-and K-joints in SHS stainless steel tubes. Journal of Structural Engineering, 2001, 127(10): 1173-1182
29 Van. Wingerde. A. M, Packer. J. A, Warden R. J. Simplified SCF formulae and graphs for CHS and RHS K- and KK-connections. Journal of Constructional Steel Research, 2001, 57(3): 221-252
30中华人民共和国建设部.钢结构设计规范GB50017-2003.北京:中国建筑工业出版社, 2003: 105-108
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, 2004, 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张巧珍.混凝土加强大直径K型圆钢管相贯节点的静力性能研究. [燕山大学硕士论文]. 2005: 43
36张明莉.插板加强RK型圆钢管相贯节点受力性能研究. [燕山大学硕士论文]. 2005: 49
37 ANSYS基本过程手册.美国: ANSYS公司北京办事处, 2001:13-18
38 ANSYS非线性分析指南.美国: ANSYS公司北京办事处, 1998:34-41
39刘永健,周绪红,刘君平.矩形钢管混凝土K型节点受力性能试验.建筑科学与工程学报, 2007, (2): 36-42
40 A. S. Karamanos, A. Romeijn, J. Wardenier. Stress Concentrations in Tubular Gap K-joints Mechanics and Fatigue Design. Engineering Structures, 2000, 24(2): 36-42
41 M. M. K. Lee. Strength, Stress and Fracture Analyses of Offshore Tubular Joints Using Finite Element. Journal of Constructional Steel Research, 1999, (51): 265-286
42 H. L. J. Pang, C. W. Lee. Three-dimensional Finite Element Analysis of a tubular T-joint under Combined Axial and Bending Loading. International Journal of Fatigue, 1995, 17(5): 313-320
43俭济斌.多因素试验正交优选法.北京:科学出版社, 1976: 1-33
44北京大学数学力学系数学专业概率统计组.正交设计-一种安排多因素试验的数学方法.北京:人民教育出版社, 1976: 217
45罗尧,张楠. K型搭接节点承载力性能分析及建议公式.钢结构, 2004, 19(3): 23-26
46汪荣鑫.数理统计.西安:西安交通大学出版社, 1986: 10
47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
48樊海涛. X型方钢管混凝土受压节点极限承载力研究. [湖南大学硕士论文]. 2001: 14-18
49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
50童乐为,王新毅,陈以一等.国家体育场焊接方管桁架双弦杆KK型节点试验研究.建筑结构学报, 2007, 28(2): 49-53
51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
52陈绍蕃.钢结构设计原理.北京:科学出版社, 2005: 67-84
53北京土木建筑学会.建筑材料试验手册.北京:冶金工业出版社, 2006: 38-40
54蒋玉川,张建海,李章政.弹性力学与有限单元法.北京:科学出版社, 2006: 9-13
55陈笃.塑性力学概要.北京:高等教育出版社, 2005: 37-53
56姚振纲,刘祖华.建筑结构试验.上海:同济大学出版社, 1996: 44-51
57李忠献.工程结构试验理论与技术.天津:天津大学出版社, 2004: 83-131
58商跃进.有限元原理与ANSYS应用指南.北京:清华大学出版社, 2005: 67-80
59徐鹤山. ANSYS建筑钢结构工程实例分析.北京:机械工业出版社, 2007: 125-150