间隙K型节点方管桁架静力工作性能的试验研究
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摘要
为研究直接焊接方钢管桁架的静力工作性能,进行了两榀直接焊接K型间隙方钢管桁架静力试验。通过对桁架的破坏模式、荷载—轴力曲线、支杆轴力—相对位移曲线、荷载—挠度曲线和极限承载力的分析,研究了不同高跨比方钢管桁架的静力工作性能。
采用ANSYS程序依据桁架试件的实际尺寸建模,并模拟了试验边界条件和加载方式进行计算。建立了三个有限元壳单元桁架模型。模型1是不考虑焊缝影响的壳单元桁架;模型2是通过局部增大支杆壁厚来考虑焊缝影响的壳单元桁架;模型3是通过在支杆四周设置附加壳单元来考虑焊缝影响的壳单元桁架。同时将荷载—轴力曲线、支杆轴力—相对位移曲线、荷载—挠度曲线和桁架破坏模式的试验结果与有限元计算结果进行了比较,验证了利用ANSYS程序进行钢管桁架静力性能研究的可行性。此外,通过对有限元计算结果的分析,掌握了钢管桁架中K型间隙节点的应力分布和塑性发展过程。
采用ANSYS程序中的壳单元来模拟管桁架虽然准确性较高,但是模型的建立和计算比较费时间。本文用杆单元和梁单元建立的简化模型计算了桁架的杆件轴力和挠度。与有限元壳单元模型计算结果比较表明,简化模型不仅准确,而且模型建立和计算所用的时间较少。
本课题的试验研究和有限元分析将为方钢管桁架在我国发展提供一定的试验数据和分析方法。
A static test program on two trusses which include directly welded gap K-joints is carried out, the aim of the work is to study the static behavior of the directly welded SHS truss. Failure modes、load-axial force curves,、branch axial force-relative displacement curves、load-deflection curves and ultimate capacity of trusses are analyzed. The static behavior of SHS truss with different height-span ratio is studied.
The FE Package program ANSYS is adopted to calculate static strength of the SHS trusses. The truss size、boundary condition and loading mode are simulated by the FE models. Three FE models with shell elements are developed. The first model with shell elements doesn’t consider welds. The second model with shell elements considers welds by increasing the thickness of branch wall. The third model with shell elements considers welds by adding some shell elements around the branch. At the same time, load-axial force curves、branch axial force-relative displacement curves、load-deflection curves and failure modes of trusses acquired from the experiment are compared with that from the calculations. It is proved that ANSYS is feasible to calculate the static strength of SHS truss. Furthermore, the distributions of stress and developing process of the plastic zone are acquired by the finite element analysis.
It is very accurate for ANSYS to simulate SHS truss with shell elements. However, it will take a lot of time to develop the model and calculate it. The simple model is developed using link1 and beam3 elements. The axial force and deflection of truss acquired from the simple model are compared with that from the FE model with shell elements. Not only the results acquired from the simple model are very accurate, but also it takes less time to develop the model and calculate it.
The experimental research and FE analysis on SHS truss in this thesis will provide the experimental data and analytical method of SHS truss for the further development of SHS truss in China.
采用ANSYS程序依据桁架试件的实际尺寸建模,并模拟了试验边界条件和加载方式进行计算。建立了三个有限元壳单元桁架模型。模型1是不考虑焊缝影响的壳单元桁架;模型2是通过局部增大支杆壁厚来考虑焊缝影响的壳单元桁架;模型3是通过在支杆四周设置附加壳单元来考虑焊缝影响的壳单元桁架。同时将荷载—轴力曲线、支杆轴力—相对位移曲线、荷载—挠度曲线和桁架破坏模式的试验结果与有限元计算结果进行了比较,验证了利用ANSYS程序进行钢管桁架静力性能研究的可行性。此外,通过对有限元计算结果的分析,掌握了钢管桁架中K型间隙节点的应力分布和塑性发展过程。
采用ANSYS程序中的壳单元来模拟管桁架虽然准确性较高,但是模型的建立和计算比较费时间。本文用杆单元和梁单元建立的简化模型计算了桁架的杆件轴力和挠度。与有限元壳单元模型计算结果比较表明,简化模型不仅准确,而且模型建立和计算所用的时间较少。
本课题的试验研究和有限元分析将为方钢管桁架在我国发展提供一定的试验数据和分析方法。
A static test program on two trusses which include directly welded gap K-joints is carried out, the aim of the work is to study the static behavior of the directly welded SHS truss. Failure modes、load-axial force curves,、branch axial force-relative displacement curves、load-deflection curves and ultimate capacity of trusses are analyzed. The static behavior of SHS truss with different height-span ratio is studied.
The FE Package program ANSYS is adopted to calculate static strength of the SHS trusses. The truss size、boundary condition and loading mode are simulated by the FE models. Three FE models with shell elements are developed. The first model with shell elements doesn’t consider welds. The second model with shell elements considers welds by increasing the thickness of branch wall. The third model with shell elements considers welds by adding some shell elements around the branch. At the same time, load-axial force curves、branch axial force-relative displacement curves、load-deflection curves and failure modes of trusses acquired from the experiment are compared with that from the calculations. It is proved that ANSYS is feasible to calculate the static strength of SHS truss. Furthermore, the distributions of stress and developing process of the plastic zone are acquired by the finite element analysis.
It is very accurate for ANSYS to simulate SHS truss with shell elements. However, it will take a lot of time to develop the model and calculate it. The simple model is developed using link1 and beam3 elements. The axial force and deflection of truss acquired from the simple model are compared with that from the FE model with shell elements. Not only the results acquired from the simple model are very accurate, but also it takes less time to develop the model and calculate it.
The experimental research and FE analysis on SHS truss in this thesis will provide the experimental data and analytical method of SHS truss for the further development of SHS truss in China.
引文
1 J.A.Packer, J.E.Henderson,J.J.CAO(曹俊杰)著.空心管结构连接设计指南.科学出版社,1997
2 J.沃登尼尔.钢管截面的结构应用.同济大学出版社
3李廉锟.结构力学.高等教育出版社
4李月华.钢桁架结构次应力影响分析.郑州大学工学硕士学位论文. 2005.04
5苏锐.直接焊接方管桁架支杆计算长度系数研究.哈尔滨工业大学工科硕士学位论文. 2005.1
6向斌.直接焊接K型、KK型间隙方管节点静力性能的研究.哈尔滨工业大学工科硕士学位论文. 2005.1
7王慧.方钢管桁架次应力有限元分析.武汉大学硕士学位论文. 2005.05
8中华人民共和国国家标准.钢结构设计规范(GB50017-2003)
9 Lalani.M. Developments in Tubular Joints Technology for Offshore Structures 2nd International Offshore and Polar Engineering Conference. 1992
10 CIDECT. Design Guide for CHS Joints under Predominantly Static Loading. 1990
11日本建筑学会.钢管构造设计施工指南和解说. 1990
12 Reber.J.B. Ultimate Strength Design of Tubular Joints. Structure Division. 1977
13 M.G.Coutie, G.Davies, A.Philiastides, K.Roodbaraky and N.Yeomans. Fully Overlapped RHS Joints-Isolated Joints and Truss. Proceedings of the Third International Symposium on Tubular Structures, Lappenranta (Finland), 1989: 1~10
14 George.S.Frater, Jeffrey.A.Packer. Weldment Design for RHS Truss Connections. I: Applications.J.Struct.Engrg, ASCE. 1992, 118 (10): 2784~2803
15 George.S.Frater, Jeffrey.A.Packer. Weldment Design for RHS Truss Connections.Ⅱ: Experimentation.J.Struct.Engrg, ASCE. 1992, 118(10): 2784~2803
16 Joop C.Paul, Yuji Makino, Yoshiaki Kurobane. Ultimate Resistance of Unsriffened Multiplanar Tubular TT-and KK-joints. J.Struct.Engrg, ASCE. 1994,120(10):2853~2870
17 Gandhi P, Stig Berge. Fatigue Behavior of T-Joints Square Chords and Circular Braces. Journal of Structural Engineering, 1998, 124(4): 399~404
18 Zhao.X.L. Deformation Limit and Ultimate Strength of Welded T-joints in Cold-formed RHS Sections. Journal of constr steel RES, 2000,53(3): 149~165
19 Rasmussen.K.J.R, Young.B. Tests of X- and K-joints in SHS Stainless Steel Tubes. Journal of Struct Engrg. 2001,127(10): 1173~1182
20 J.A.Packer, etal, Ultimate Strength of Gapped Joints in RHS Truss, J.Struct. Engrg.ASCE, 1982, 108(2): 411~431
21 Zhao,X.L and Hancock.G.J. Plastic Mechanism Analysis of T-joints in RHS Under Concentrated Force. Res.Report No.R644, Univ.of Sydney, 1991.
22 Zhao,X.L and Hancock,G.J. T-Joints in Rectangular Hollow Section Subject to Combined Actions. J.Struct.Engrg. 1991,117(8): 2258~2277
23 Yura.J.A, etal. Ultimate CaPacity of Circular Tubular Joints. ASCE. 1981, 107(10): 1965~1984
24 Yoshiaki Kurobane, etal. Ultimate Resistance of Unstiffened Tubular Joints. J.Struct.Engrg. ASCE, 1984, 110(2): 385~440
25 Korol.R.M, etal. Finite Element Analysis of RHS T-Joints. J.Struct.Engrg, ASCE, 1982, 108(9):2081~2098
26 Cofer.W.F, etal. Analysis of Welded Tubular Connections Using Contimuum Damage Mechanics. J.Structu.Engrg, ASCE, 1992, 118(3): 828~845
27 M.M.K. Lee, S.R. Wilmshurst. Numerical Modeling of CHS Joints with Multiplanar Double-K Configuration. Journal of Constructional Steel Research, 1995,32:281~301
28 Arno M.van Wingerde, Jeffrey A.Packer, Jaap Wardenier. SCF Formula for Fatigue Design of K-connections between Square Hollow Sections. J.Constr.steel Res.1997,43:87～118
29 J.J.Cao, J.A.Packer, G.J.Yang. Yield Line Analysis of RHS Connections with Axial Loads. J.Constr.Steel Res. 1998,48:1～25
30 Saidanl.M. The Effect of Joint Eccentrieity on the Distribution of Forces inRHS Lattice Girders. Journal of constr steel RES, 1998,47:200~221
31 E.M.Dexter, M.M.K.Lee. Static Strength of Axially Loaded Tubular K-joints.Ⅰ: Behaavior.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 Wingerde.A.M, Packer J.A, Wardenier J. Simplified SCF Formula and Graphs for CHS and RHS K- and KK-connections. Journal of Constr Steel Res, 2001,57:221~252
35余国音,杨建平.方管K型焊接节点的静力强度与疲劳强度.钢结构. 1987,2(2):27~31
36陈云波,张勇,贺贤娟. 45m大跨度钢管屋架的设计与试验研究.钢结构. 1992,2(3):67~70
37沈祖炎,罗永峰,陈扬骥.矩形钢管屋架的试验研究.钢结构. 1995,10 (1):58~61
38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
39詹深.空间直接焊接圆钢管节点足尺试验研究.同济大学工学硕士学位论文. 2000
40刘鹏.方圆汇交平面钢管节点的刚度研究.同济大学工学硕士学位论文. 2001
41武振宇,张状南,丁玉坤. K型、KK型间隙节点方钢管节点静力工作性能的研究.建筑结构学报. 2004,25(2):32~38
42张壮南,武振宇,丁玉坤.弦杆轴向压力作用下K型、KK型间隙方管节点静力工作性能的试验研究.土木工程学报. 2005,38(4):32~37
43丁玉坤,武振宇,张状南. K型、KK型搭接方管节点的试验研究.土木工程学报. 2005,38(4):25~31
44杨艳敏,孙润香,张云龙. 24m跨钢管屋架的静力试验研究.吉林建筑工程学院学报. 2003,20(1):14~16
45陈以一,王伟.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
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54武振宇,张耀春.轴向力作用下T型方管节点的塑性铰线分析.土木工程学报. 2002,35(4):20~24
55武胜,武振宇.等宽K型间隙方管节点静力工作性能研究.哈尔滨工业大学学报. 2003,35(3):269~275
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57武振宇,武胜.弦杆轴力作用下等宽K型间隙方管节点性能的研究.建筑科学. 2004,20(1):14~25
58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). 2002,30(12):62~66
59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). 2002,30(10): 103~107
60陈以一,陈扬骥.钢管结构相贯节点的研究现状.建筑结构. 2002,32 (7): 52~55
61张扬.直接焊接KT型搭接方管节点静力性能研究.哈尔滨工业大学硕士学位论文. 2006,7
62陈巧珍.建筑材料试验计算手册.广东科技出版社, 1992:390~437
63叶枝容.建筑材料标准规范实施手册.中国建筑工业出版社, 1994:665~683
64秦绪福.直接焊接方管桁架支杆计算长度系数研究.哈尔滨工业大学工科硕士学位论文. 2007,7
65沈冲.节点刚度对方管桁架静动力性能的影响.哈尔滨工业大学硕士学位论文. 2007,7
2 J.沃登尼尔.钢管截面的结构应用.同济大学出版社
3李廉锟.结构力学.高等教育出版社
4李月华.钢桁架结构次应力影响分析.郑州大学工学硕士学位论文. 2005.04
5苏锐.直接焊接方管桁架支杆计算长度系数研究.哈尔滨工业大学工科硕士学位论文. 2005.1
6向斌.直接焊接K型、KK型间隙方管节点静力性能的研究.哈尔滨工业大学工科硕士学位论文. 2005.1
7王慧.方钢管桁架次应力有限元分析.武汉大学硕士学位论文. 2005.05
8中华人民共和国国家标准.钢结构设计规范(GB50017-2003)
9 Lalani.M. Developments in Tubular Joints Technology for Offshore Structures 2nd International Offshore and Polar Engineering Conference. 1992
10 CIDECT. Design Guide for CHS Joints under Predominantly Static Loading. 1990
11日本建筑学会.钢管构造设计施工指南和解说. 1990
12 Reber.J.B. Ultimate Strength Design of Tubular Joints. Structure Division. 1977
13 M.G.Coutie, G.Davies, A.Philiastides, K.Roodbaraky and N.Yeomans. Fully Overlapped RHS Joints-Isolated Joints and Truss. Proceedings of the Third International Symposium on Tubular Structures, Lappenranta (Finland), 1989: 1~10
14 George.S.Frater, Jeffrey.A.Packer. Weldment Design for RHS Truss Connections. I: Applications.J.Struct.Engrg, ASCE. 1992, 118 (10): 2784~2803
15 George.S.Frater, Jeffrey.A.Packer. Weldment Design for RHS Truss Connections.Ⅱ: Experimentation.J.Struct.Engrg, ASCE. 1992, 118(10): 2784~2803
16 Joop C.Paul, Yuji Makino, Yoshiaki Kurobane. Ultimate Resistance of Unsriffened Multiplanar Tubular TT-and KK-joints. J.Struct.Engrg, ASCE. 1994,120(10):2853~2870
17 Gandhi P, Stig Berge. Fatigue Behavior of T-Joints Square Chords and Circular Braces. Journal of Structural Engineering, 1998, 124(4): 399~404
18 Zhao.X.L. Deformation Limit and Ultimate Strength of Welded T-joints in Cold-formed RHS Sections. Journal of constr steel RES, 2000,53(3): 149~165
19 Rasmussen.K.J.R, Young.B. Tests of X- and K-joints in SHS Stainless Steel Tubes. Journal of Struct Engrg. 2001,127(10): 1173~1182
20 J.A.Packer, etal, Ultimate Strength of Gapped Joints in RHS Truss, J.Struct. Engrg.ASCE, 1982, 108(2): 411~431
21 Zhao,X.L and Hancock.G.J. Plastic Mechanism Analysis of T-joints in RHS Under Concentrated Force. Res.Report No.R644, Univ.of Sydney, 1991.
22 Zhao,X.L and Hancock,G.J. T-Joints in Rectangular Hollow Section Subject to Combined Actions. J.Struct.Engrg. 1991,117(8): 2258~2277
23 Yura.J.A, etal. Ultimate CaPacity of Circular Tubular Joints. ASCE. 1981, 107(10): 1965~1984
24 Yoshiaki Kurobane, etal. Ultimate Resistance of Unstiffened Tubular Joints. J.Struct.Engrg. ASCE, 1984, 110(2): 385~440
25 Korol.R.M, etal. Finite Element Analysis of RHS T-Joints. J.Struct.Engrg, ASCE, 1982, 108(9):2081~2098
26 Cofer.W.F, etal. Analysis of Welded Tubular Connections Using Contimuum Damage Mechanics. J.Structu.Engrg, ASCE, 1992, 118(3): 828~845
27 M.M.K. Lee, S.R. Wilmshurst. Numerical Modeling of CHS Joints with Multiplanar Double-K Configuration. Journal of Constructional Steel Research, 1995,32:281~301
28 Arno M.van Wingerde, Jeffrey A.Packer, Jaap Wardenier. SCF Formula for Fatigue Design of K-connections between Square Hollow Sections. J.Constr.steel Res.1997,43:87～118
29 J.J.Cao, J.A.Packer, G.J.Yang. Yield Line Analysis of RHS Connections with Axial Loads. J.Constr.Steel Res. 1998,48:1～25
30 Saidanl.M. The Effect of Joint Eccentrieity on the Distribution of Forces inRHS Lattice Girders. Journal of constr steel RES, 1998,47:200~221
31 E.M.Dexter, M.M.K.Lee. Static Strength of Axially Loaded Tubular K-joints.Ⅰ: Behaavior.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 Wingerde.A.M, Packer J.A, Wardenier J. Simplified SCF Formula and Graphs for CHS and RHS K- and KK-connections. Journal of Constr Steel Res, 2001,57:221~252
35余国音,杨建平.方管K型焊接节点的静力强度与疲劳强度.钢结构. 1987,2(2):27~31
36陈云波,张勇,贺贤娟. 45m大跨度钢管屋架的设计与试验研究.钢结构. 1992,2(3):67~70
37沈祖炎,罗永峰,陈扬骥.矩形钢管屋架的试验研究.钢结构. 1995,10 (1):58~61
38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
39詹深.空间直接焊接圆钢管节点足尺试验研究.同济大学工学硕士学位论文. 2000
40刘鹏.方圆汇交平面钢管节点的刚度研究.同济大学工学硕士学位论文. 2001
41武振宇,张状南,丁玉坤. K型、KK型间隙节点方钢管节点静力工作性能的研究.建筑结构学报. 2004,25(2):32~38
42张壮南,武振宇,丁玉坤.弦杆轴向压力作用下K型、KK型间隙方管节点静力工作性能的试验研究.土木工程学报. 2005,38(4):32~37
43丁玉坤,武振宇,张状南. K型、KK型搭接方管节点的试验研究.土木工程学报. 2005,38(4):25~31
44杨艳敏,孙润香,张云龙. 24m跨钢管屋架的静力试验研究.吉林建筑工程学院学报. 2003,20(1):14~16
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