节点刚度对方管Warren桁架静动力性能的影响
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摘要
Warren钢管桁架是一种常见的桁架形式。目前,桁架设计基于理想铰接假定,而实际桁架在其节点处都有一定的刚度。本文利用有限元软件ANSYS分析节点刚度对桁架静动力性能的影响。
首先,按照《钢结构设计规范》设计一榀直接焊接K型间隙方钢管Warren桁架。改变桁架杆件尺寸、节点间隙使其节点刚度发生变化。其次,建立壳元模型、理想铰接模型、理想刚接模型。并以micro-bar模型为基础对壳元模型进行简化,建立一系列模型:简化模型、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。
最后,利用壳元模型静力计算的结果分析节点刚度对桁架静力性能的影响。用壳元模型与其他模型进行对比,分析出哪种模型与壳元模型吻合最好。本文还将单独节点与壳元整体模型中节点的静力性能进行了对比分析,得出一些结论。用壳元模型计算罕遇地震下的动力反应,并与简化模型进行对比。然后,用壳元模型、简化模型、考虑轴向弹簧杆元弹塑性的简化模型、理想刚接模型对考虑节点刚度后桁架的动力性能进行了探索性的研究。
Warren truss is a sort of familiar steel tube structure. At present, the design of truss is on the basis of pin-joint assumption. But there is certain stiffness in actual truss joints. In this paper, the effect of joint stiffness on static and dynamical behavior of SHS-truss is studied by ANSYS.
First, one warren truss with gapped K-type joints is designed according to the Code for design of steel structure. Then the member dimensions and joint gap dimensions are changed. The main purpose is to change the stiffness of joints.
Second, shell truss model、pin-joint model、rigid-joint model are developed.On the basis of micro-bar model,a series of models are developed,such as simplified model、the simplified model considering the plasticity of spring-bar、model of considering the rotational spring、micro-bar model considering the plasticity of spring-bar.
Finally, the effect of joint stiffness on static behavior of SHS-truss is analyzed by shell truss model.Comparing the results with other models, the model mostly agreeing with shell truss model is found out. In this paper, separate joints are developed to compare with the joints in shell truss model. Response of shell truss model under severe earthquake is carried out by ANSYS. Then the Response of truss under severe earthquake is calculated by simplified model.Using shell truss model、rigid-joint model、simplified model、the simplified model considering the plasticity of spring-bar, the effect of joint stiffness on dynamical behavior of SHS-truss is analyzed.
首先,按照《钢结构设计规范》设计一榀直接焊接K型间隙方钢管Warren桁架。改变桁架杆件尺寸、节点间隙使其节点刚度发生变化。其次,建立壳元模型、理想铰接模型、理想刚接模型。并以micro-bar模型为基础对壳元模型进行简化,建立一系列模型:简化模型、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。
最后,利用壳元模型静力计算的结果分析节点刚度对桁架静力性能的影响。用壳元模型与其他模型进行对比,分析出哪种模型与壳元模型吻合最好。本文还将单独节点与壳元整体模型中节点的静力性能进行了对比分析,得出一些结论。用壳元模型计算罕遇地震下的动力反应,并与简化模型进行对比。然后,用壳元模型、简化模型、考虑轴向弹簧杆元弹塑性的简化模型、理想刚接模型对考虑节点刚度后桁架的动力性能进行了探索性的研究。
Warren truss is a sort of familiar steel tube structure. At present, the design of truss is on the basis of pin-joint assumption. But there is certain stiffness in actual truss joints. In this paper, the effect of joint stiffness on static and dynamical behavior of SHS-truss is studied by ANSYS.
First, one warren truss with gapped K-type joints is designed according to the Code for design of steel structure. Then the member dimensions and joint gap dimensions are changed. The main purpose is to change the stiffness of joints.
Second, shell truss model、pin-joint model、rigid-joint model are developed.On the basis of micro-bar model,a series of models are developed,such as simplified model、the simplified model considering the plasticity of spring-bar、model of considering the rotational spring、micro-bar model considering the plasticity of spring-bar.
Finally, the effect of joint stiffness on static behavior of SHS-truss is analyzed by shell truss model.Comparing the results with other models, the model mostly agreeing with shell truss model is found out. In this paper, separate joints are developed to compare with the joints in shell truss model. Response of shell truss model under severe earthquake is carried out by ANSYS. Then the Response of truss under severe earthquake is calculated by simplified model.Using shell truss model、rigid-joint model、simplified model、the simplified model considering the plasticity of spring-bar, the effect of joint stiffness on dynamical behavior of SHS-truss is analyzed.
引文
1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
2武振宇,张耀春.直接焊接T型钢管节点性能的实验研究.钢结构. 1999, 14(2): 36~40
3陈以一.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
4武振宇,谭慧光,张耀春.不等宽T型方管节点静力工作性能的研究.哈尔滨建筑大学学报. 2002, 35(6): 14~17
5王伟,陈以一.圆钢管相贯节点局部刚度的参数公式.同济大学学报. 2003, 31(5): 516~520
6娄俊杰,郭彦林.钢管桁架压杆稳定性分析及节点偏心性能研究.清华大学硕士论文. 2004. 06
7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): 14~20
8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
9武振宇. K型、KK型间隙方钢管节点静力工作性能的试验研究.建筑结构学报. 2004, 25(2): 32~38
10赵鹏飞,钱基宏,赵基达.复合受力状态下矩形钢管相贯节点的承载力研究.建筑结构学报. 2005,26(6): 64~70
11郑政宝,冯敏.关于刚接平面桁架次内力的探讨.浙江建筑. 2005 22(5): 15~22
12王燕,苏波.半刚性钢框架的动力分析.力学与实践. 2005, 27(4): 51~55
13雷淑忠,王屹东,汤荣伟.相贯节点矩形钢管桁架通廊结构设计问题探讨结构工程师. 2005, 21(2): 14~17
14童丽萍,胡振中,冯志杰.郑州大学体育馆钢屋盖动力特性分析.世界地震工程. 2006, 22(1): 84~88
15陈绍蕃.钢桁架的次应力和极限状态.钢结构. 2005, 20(4): 1~4
16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.工业建筑. 2005, 35(11): 10~13
17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.
18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
19吕西林,戴雅萍.苏州国际博览中心屋盖结构分析和并联K型圆钢管相贯节点研究.建筑结构学报. 2006,24(4): 51~60
20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.建筑结构学报. 2006,27(4): 30~36
21舒兴平,任森智.钢管相贯节点焊接缺陷类型及对极限承载力的影响.建筑结构. 2006, 01期
22邢丽,赵阳.矩形钢管焊接球节点的有限元分析与试验研究.浙江大学学报, 2006,40(9): 1560~1564
23郭会国.半刚性连接方管桁架结构的非线性分析.东南大学硕士论文. 2006. 04
24王啸,郝际平.方钢管相贯节点转动刚度研究.建筑与结构设计. 2007, 15(4): 15~18
25 J. A. Packer, J.E. Henderson, J.J. Cao(曹俊杰).空心管结构连接设计指南.科学出版社. 1997:1~124,316~370
26 Fessler H, Mockford P B, Webster J J. Parametric Equations for the Flexibility Matrices of Single Brace Tubblar Joints in Offshore Structures.Proc Instn Civ Engr,Part 2 ,1986
27 API RPZA. Recommended Practice for Planning Design and Constructing Fixed Offshore Platforms. USA Washington D C, 1987
28 Uduma K. Survey of Existing Studies on the Strength and Seformation of Spherical Soints in Steel Space Trusses[J]. Engineering Journal of the American Institute of Steel Construction. 1989, 26(3): 102~109
29 Ueda Y, Rashed S M H, Nakacho K. An Improved Joint Model and Equations of Tabular Joints. Journal of Offshore Mechanics and Arctic Engineering. 1990
30 Rung Y Contact Dynamics of a Spherical Joint and a Jointed Truss-cell System[J]. AIAA Journa1. 1991, 29(1): 81~88
31 George S Frater. Performance of Welded Rectangular Hollow Structural Section Trusses Ph.D.thesis, University of Toronto. 1991
32 Paul, J. C. Ultimate Resistance of Unstiffened Multiplanar Tubular TT and KKJoints, J Structural Engineering ASCE, 1994
33 Dune K Miller. Lessons Learned from the Northridge Earthquake[J]. Engineering Structures, 1998, 20(4-6): 249~260
34 Stephen A Malrin. Lessons from Damage to Steel Buildings during the Northridge Earthquake[J]. Engineering Structures. 1998, 20(4-6): 261~270
35 M Nakashima, K Inoue, M Tada. Classification of Damage to Steel Buildings Observed in the 1995 Hgogoken-Nanbu Earthquake[J]. Engineering Structures, 1998, 20(4-6): 271~281.
36 E Watanabe, K Sugiura, K Nagata, Y Kitane. Performances and Damages to Steel Structures During the 1995 Hogoken-Nanbu Earthquake[J]. Engineering Strnctures. 1998, 20(4-6): 282~290
37 Davis. G.. Kelly R. and Crockett P. Effect of Angle on the Strength of Overlapped RHS K-and X-joints, Tubular structural, Rotterdam Balkema, 1996
38 Joseph. E.Bondaryk. Vibration of Truss Structures. Department of Ocean Engineering Massachusetts Institute of Technology. 1997
39 Yanrong Yu.The Static Strength of Uniplanar and Multipanlar Connections In Rectangular Hollow Sections[D]. Fihe Netherlands: Delft University, 1997
40 M. Saidani. The Effect of Joint Eccentricity on the Distribution of Forces in RHS Lattice Girders. J.Constr.Steel Res.1998,47:211~221
41 E. M. Dexter, M M K Lee. Static Strength of Axially Loaded Tubular K-Joints. Journal of Structural Engineering, 1999
42 T. C.Fung, C.K. Soh,W.M.Gho.Ultimate Capacity of Completely Overlapped Tubular Joints. I:An Experimental Investigation.Journal of Constructional Steel Research.2001,57: 855~880
43 Kim. J. R. Rasmussen, Ben Young. Tests of X- and K-Joints in SHS Stainless Steel Tubes. J. Struct. Engrg. 2001, 127(10): 1173~1182
44 M. Elchalakani, X. L. Zhao, R. H. Grzebieta Plastic Mechanism Analysis of Circular Tubes under Pure Bending. International Journal of Mechanical Sciences, 2002
45 Chen. Y, Liu. D. K, Wardenier. J. Design Recommendation for RHS K-Joints with 50% Overlap. CIDECT Report SBN-2005. Faculty of Civil Engineering and Geosciences. Delft University of Technology.
46 Chen. Y, Liu. D. K, WardeniecJ, Design Recommendation for RHS K-Joints with 100% Overlap. CIDECT Report SBN-2005. Faculty of Civil Engineering and Geosciences, Delft University of Technology.
2武振宇,张耀春.直接焊接T型钢管节点性能的实验研究.钢结构. 1999, 14(2): 36~40
3陈以一.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
4武振宇,谭慧光,张耀春.不等宽T型方管节点静力工作性能的研究.哈尔滨建筑大学学报. 2002, 35(6): 14~17
5王伟,陈以一.圆钢管相贯节点局部刚度的参数公式.同济大学学报. 2003, 31(5): 516~520
6娄俊杰,郭彦林.钢管桁架压杆稳定性分析及节点偏心性能研究.清华大学硕士论文. 2004. 06
7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): 14~20
8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
9武振宇. K型、KK型间隙方钢管节点静力工作性能的试验研究.建筑结构学报. 2004, 25(2): 32~38
10赵鹏飞,钱基宏,赵基达.复合受力状态下矩形钢管相贯节点的承载力研究.建筑结构学报. 2005,26(6): 64~70
11郑政宝,冯敏.关于刚接平面桁架次内力的探讨.浙江建筑. 2005 22(5): 15~22
12王燕,苏波.半刚性钢框架的动力分析.力学与实践. 2005, 27(4): 51~55
13雷淑忠,王屹东,汤荣伟.相贯节点矩形钢管桁架通廊结构设计问题探讨结构工程师. 2005, 21(2): 14~17
14童丽萍,胡振中,冯志杰.郑州大学体育馆钢屋盖动力特性分析.世界地震工程. 2006, 22(1): 84~88
15陈绍蕃.钢桁架的次应力和极限状态.钢结构. 2005, 20(4): 1~4
16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.工业建筑. 2005, 35(11): 10~13
17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.
18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
19吕西林,戴雅萍.苏州国际博览中心屋盖结构分析和并联K型圆钢管相贯节点研究.建筑结构学报. 2006,24(4): 51~60
20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.建筑结构学报. 2006,27(4): 30~36
21舒兴平,任森智.钢管相贯节点焊接缺陷类型及对极限承载力的影响.建筑结构. 2006, 01期
22邢丽,赵阳.矩形钢管焊接球节点的有限元分析与试验研究.浙江大学学报, 2006,40(9): 1560~1564
23郭会国.半刚性连接方管桁架结构的非线性分析.东南大学硕士论文. 2006. 04
24王啸,郝际平.方钢管相贯节点转动刚度研究.建筑与结构设计. 2007, 15(4): 15~18
25 J. A. Packer, J.E. Henderson, J.J. Cao(曹俊杰).空心管结构连接设计指南.科学出版社. 1997:1~124,316~370
26 Fessler H, Mockford P B, Webster J J. Parametric Equations for the Flexibility Matrices of Single Brace Tubblar Joints in Offshore Structures.Proc Instn Civ Engr,Part 2 ,1986
27 API RPZA. Recommended Practice for Planning Design and Constructing Fixed Offshore Platforms. USA Washington D C, 1987
28 Uduma K. Survey of Existing Studies on the Strength and Seformation of Spherical Soints in Steel Space Trusses[J]. Engineering Journal of the American Institute of Steel Construction. 1989, 26(3): 102~109
29 Ueda Y, Rashed S M H, Nakacho K. An Improved Joint Model and Equations of Tabular Joints. Journal of Offshore Mechanics and Arctic Engineering. 1990
30 Rung Y Contact Dynamics of a Spherical Joint and a Jointed Truss-cell System[J]. AIAA Journa1. 1991, 29(1): 81~88
31 George S Frater. Performance of Welded Rectangular Hollow Structural Section Trusses Ph.D.thesis, University of Toronto. 1991
32 Paul, J. C. Ultimate Resistance of Unstiffened Multiplanar Tubular TT and KKJoints, J Structural Engineering ASCE, 1994
33 Dune K Miller. Lessons Learned from the Northridge Earthquake[J]. Engineering Structures, 1998, 20(4-6): 249~260
34 Stephen A Malrin. Lessons from Damage to Steel Buildings during the Northridge Earthquake[J]. Engineering Structures. 1998, 20(4-6): 261~270
35 M Nakashima, K Inoue, M Tada. Classification of Damage to Steel Buildings Observed in the 1995 Hgogoken-Nanbu Earthquake[J]. Engineering Structures, 1998, 20(4-6): 271~281.
36 E Watanabe, K Sugiura, K Nagata, Y Kitane. Performances and Damages to Steel Structures During the 1995 Hogoken-Nanbu Earthquake[J]. Engineering Strnctures. 1998, 20(4-6): 282~290
37 Davis. G.. Kelly R. and Crockett P. Effect of Angle on the Strength of Overlapped RHS K-and X-joints, Tubular structural, Rotterdam Balkema, 1996
38 Joseph. E.Bondaryk. Vibration of Truss Structures. Department of Ocean Engineering Massachusetts Institute of Technology. 1997
39 Yanrong Yu.The Static Strength of Uniplanar and Multipanlar Connections In Rectangular Hollow Sections[D]. Fihe Netherlands: Delft University, 1997
40 M. Saidani. The Effect of Joint Eccentricity on the Distribution of Forces in RHS Lattice Girders. J.Constr.Steel Res.1998,47:211~221
41 E. M. Dexter, M M K Lee. Static Strength of Axially Loaded Tubular K-Joints. Journal of Structural Engineering, 1999
42 T. C.Fung, C.K. Soh,W.M.Gho.Ultimate Capacity of Completely Overlapped Tubular Joints. I:An Experimental Investigation.Journal of Constructional Steel Research.2001,57: 855~880
43 Kim. J. R. Rasmussen, Ben Young. Tests of X- and K-Joints in SHS Stainless Steel Tubes. J. Struct. Engrg. 2001, 127(10): 1173~1182
44 M. Elchalakani, X. L. Zhao, R. H. Grzebieta Plastic Mechanism Analysis of Circular Tubes under Pure Bending. International Journal of Mechanical Sciences, 2002
45 Chen. Y, Liu. D. K, Wardenier. J. Design Recommendation for RHS K-Joints with 50% Overlap. CIDECT Report SBN-2005. Faculty of Civil Engineering and Geosciences. Delft University of Technology.
46 Chen. Y, Liu. D. K, WardeniecJ, Design Recommendation for RHS K-Joints with 100% Overlap. CIDECT Report SBN-2005. Faculty of Civil Engineering and Geosciences, Delft University of Technology.