冷弯薄壁型钢梁柱斜节点的抗震性能研究
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摘要
本文通过试验研究结合有限元模拟的方法,对冷弯C型钢梁柱斜节点的抗震性能进行研究分析。梁、柱均采用双肢C型钢腹板相连;节点连接处以热轧钢板内插作为节点板;通过高强螺栓将节点板和两块C型冷弯型钢紧紧的连接在一起。根据屋面坡度设置了梁柱节点处夹角为100°,从而构成C型冷弯型钢梁柱斜节点的构造形式。
论文对6个试件进行了在反复荷载作用下的试验,研究了各试件节点板域的应变分布以及节点板厚度、螺栓间距对节点受力性能的影响,得到了节点在反复荷载作用下的M ?Φ和P ?Δ滞回曲线,对节点的破坏机理、承载力退化、刚度退化、延性及耗能性能进行了相应的探索性分析。试验结果表明:此类节点的承载能力随节点板厚度和螺栓间距的加大呈递增趋势,承载力退化稳定;节点初始刚度大,刚度退化比较明显;与轻钢结构端板连接节点、冷弯型钢双腹板上下角钢连接节点及钢管混凝土梁柱节点相比,延性基本持平,且耗能性能好。
利用ABAQUS软件模拟了这种节点的受力性能。考虑节点板厚度、螺栓间距的变化,对6个试件进行了有限元模拟计算。采用Shell单元(S4R)模拟冷弯薄壁型钢的受力,耦合约束模拟螺栓的连接。该法建模容易,运算时间较短,通过和试验数据对比,有限元模拟计算结果与试验结果吻合良好。
本文研究成果可为此类节点在冷弯薄壁型钢结构体系的实际工程应用提供参考。
In this paper, a combination of laboratory tests and finite element analyses was used to investigate the seismic performance of bolted moment connections between cold-formed steel sections. All structural members such as beams and columns are formed with two lipped C-sections back-to-back; Moment connections between beams and columns are formed with hot-rolled steel gusset plates; C cold-formed steel members and gusset plate are bolted tightly with high-strength bolts. Based on roofing slope, included angle between beam and column is formed with 100 degree. In summary, this is a inclined moment connections of beams and columns.
In experimental study, six cold-formed steel external joints were tested under cyclic loading to measure the strain distribution of the connection members as well as M ?Φand P ?Δhysteretic curves. The effect produced by different node plate’s thickness and different space between bolts were studied during the test. Failure mechanism, bearing capacity, stiffness, ductility and energy performance were discussed in this paper. In accordance with the test results: The bearing capacity of specimens become larger when the node-plate thickness and bolt-space increased, further, the degeneration of bearing capacity is stable. The initial stiffness is large, but degenerate seriously during the following circles. Compared with other fabric node, such as lightweight steel end-plate joints, connections of cold-formed Thin-walled steel frame with double webs top and seat steel angles, and steel-tube concrete joints, ductility of specimens in this paper is good, so is the energy performance.
In finite element method, ABAQUS, the huge simulation program, did a good performance in simulating load-carrying capability of cold-formed steel C inclined moment connections. It executed six models by changing gusset-plate’s thickness and bolt space in this simulation. Elements of S4R can give a good description of cold-formed steel’s bearing-capacity, and coupling restriction simulated bolted connections well. This modeling method is facilitate, and the operation time of simulation is not long-playing. Compared data between experiment and simulation program, using this kind of finite element method is well-suited for moment connections between cold-formed steel sections.
The results of this paper can give a reference to the engineering application of cold-formed thin-walled steel structure.
论文对6个试件进行了在反复荷载作用下的试验,研究了各试件节点板域的应变分布以及节点板厚度、螺栓间距对节点受力性能的影响,得到了节点在反复荷载作用下的M ?Φ和P ?Δ滞回曲线,对节点的破坏机理、承载力退化、刚度退化、延性及耗能性能进行了相应的探索性分析。试验结果表明:此类节点的承载能力随节点板厚度和螺栓间距的加大呈递增趋势,承载力退化稳定;节点初始刚度大,刚度退化比较明显;与轻钢结构端板连接节点、冷弯型钢双腹板上下角钢连接节点及钢管混凝土梁柱节点相比,延性基本持平,且耗能性能好。
利用ABAQUS软件模拟了这种节点的受力性能。考虑节点板厚度、螺栓间距的变化,对6个试件进行了有限元模拟计算。采用Shell单元(S4R)模拟冷弯薄壁型钢的受力,耦合约束模拟螺栓的连接。该法建模容易,运算时间较短,通过和试验数据对比,有限元模拟计算结果与试验结果吻合良好。
本文研究成果可为此类节点在冷弯薄壁型钢结构体系的实际工程应用提供参考。
In this paper, a combination of laboratory tests and finite element analyses was used to investigate the seismic performance of bolted moment connections between cold-formed steel sections. All structural members such as beams and columns are formed with two lipped C-sections back-to-back; Moment connections between beams and columns are formed with hot-rolled steel gusset plates; C cold-formed steel members and gusset plate are bolted tightly with high-strength bolts. Based on roofing slope, included angle between beam and column is formed with 100 degree. In summary, this is a inclined moment connections of beams and columns.
In experimental study, six cold-formed steel external joints were tested under cyclic loading to measure the strain distribution of the connection members as well as M ?Φand P ?Δhysteretic curves. The effect produced by different node plate’s thickness and different space between bolts were studied during the test. Failure mechanism, bearing capacity, stiffness, ductility and energy performance were discussed in this paper. In accordance with the test results: The bearing capacity of specimens become larger when the node-plate thickness and bolt-space increased, further, the degeneration of bearing capacity is stable. The initial stiffness is large, but degenerate seriously during the following circles. Compared with other fabric node, such as lightweight steel end-plate joints, connections of cold-formed Thin-walled steel frame with double webs top and seat steel angles, and steel-tube concrete joints, ductility of specimens in this paper is good, so is the energy performance.
In finite element method, ABAQUS, the huge simulation program, did a good performance in simulating load-carrying capability of cold-formed steel C inclined moment connections. It executed six models by changing gusset-plate’s thickness and bolt space in this simulation. Elements of S4R can give a good description of cold-formed steel’s bearing-capacity, and coupling restriction simulated bolted connections well. This modeling method is facilitate, and the operation time of simulation is not long-playing. Compared data between experiment and simulation program, using this kind of finite element method is well-suited for moment connections between cold-formed steel sections.
The results of this paper can give a reference to the engineering application of cold-formed thin-walled steel structure.
引文
[1]何保康.冷弯薄壁型钢结构及《冷弯薄壁型钢结构技术规范》GB 50018-2002修订介绍.2004-11(报告).
[2]刘洋,谢伟平.冷弯型钢发展与应用综述[J].钢结构,2004-6-19, 36-38.
[3] MB轻型房屋结构建筑体系[M].中国建筑工业出版社,2005.3第一版.
[4]崔银会,奚铁.冷弯型钢在我国建筑业应用前景分析[J].钢结构,2004,(2):36-37.
[5]匡祯斌.钢结构螺栓端板连接节点的受力性能研究[D].学位论文.浙江:浙江大学建筑工程学院,2004.
[6] M.Dundu, A.R.Kemp . Strength requirement of single cold-formed channels connected back-to-back[J], ournal of Construction Steel Research , 2(2006)250-261.
[7] SABS 0162. South Africa standard code of practice for the structural use of steel, Part 2-Limit states design of cold-formed steelwork[S].Pretoria: South African Bureau of Standards; 1993.
[8] K.H.Ip; K.F.Chung.Failure modes of bolted cold-formed steel connections under static shear loading[A].Second International Conference on Advances in Steel Structures 15-17 December 1999,Hong Kong, China p.269-27.
[9] K.F. Chung,K.H. Ip.Finite element modeling of bolted connections between cold-formed steel strips and hot rolled steel plates under static shear loading [J].Engineering Structures VOL.22,NO.10 , OCTOBER 2000 p.1271-1284.
[10] H.C. Ho,K.F. Chung.Experimental investigation into the structural behaviour of lapped connections between cold-formed steel Z sections[J].Thin-Walled Structures Vol.42 2004 p.1013-1033.
[11] H.C. Ho, K.F. Chung.Structural behavior of lapped cold-formed steel Z sections with generic bolted configurations[J].Thin-Walled Structures 2006,44,466–480.
[12]钟国辉.螺栓连接的冷成型钢结构的结构性能[J] .建筑钢结构进展, 2007,Vol.9No.1,18-29.
[13] K.F.Chung, L.Lau.Experimental investigation on bolted moment connections among cold formed steel members[J].Engineering Structures 21 (1999) 898–911.
[14] Chung KF, Wong MF. Experimental investigation of cold-formed steel beam-column sub-frames enhanced performance[J]. Proceedings of the First International Conference on Structural Engineering, Mechanics and Computation, Cape Town (South Africa), Apr 2001; p. 1515–22.
[15] M.F. Wong, K.F. Chung.Structural behaviour of bolted moment connections in cold-formed steel beam-column sub-frames[J].Journal of Constructional Steel Research 2002, vol.58, no.2 p.253-274.
[16] W.K. Yu,K.F. Chung,M.F. Wong.Analysis of bolted moment connections in cold-formed steel beam-column sub-frames[J].Journal of Constructional Steel Research,2005,Vol.61, p.1332-1352.
[17] K.F. Chung, R.M. Lawson.Structural performance of shear resisting connections between cold-formed steel sections using web cleats of cold-formed steel strip[J].Engineering Structures 22 (2000) 1350–1366.
[18] K.F. Chung,W.K. Yu,R.M.Lawson.Bolted moment connections in cold-formed steel portal frames[J].The Fourth International Conference on Advances in Steel Structures, June 2005,11-17.
[19] BS5950: Structural use of steelwork in buildings: Part 5 Code of practice for the design of cold formed sections [S].British Standards Institution, London, 1987.
[20]王军.冷弯薄壁型钢框架半刚性节点动力性能试验研究及有限元分析[D].重庆大学硕士论文,2005.
[21]乔存怀.钢板连接对冷弯薄壁C型钢梁柱节点的受力影响及有限元分析[D].重庆大学硕士论文,2006.
[22]汪洋.冷弯薄壁C型钢组合梁柱加腋连接板节点试验研究[D].重庆大学硕士论文,2006.
[23]李颗.带双腹板、顶底角钢连接的冷弯薄壁型钢梁柱节点试验研究[D].学位论文.重庆:重庆大学土木工程学院,2006.
[24]《钢及钢产品力学性能试验取样位置及试样制备》( GB1T2975-1998) [S] .
[25]《金属拉伸试验试样》(GB 6397-88)[S] .
[26]《采用钢结构高强度螺栓连接的设计、施工及验收规程》(JGJ 82-91) [S] .
[27] GB 50017-2003钢结构设计规范,中华人民共和国建设部,2003.
[28]陈绍蕃.钢结构(第二版) [M].中国建筑工业出版社,北京,1996.
[29]《建筑抗震试验方法规程》(JGJ101-96) .
[30]姚谦峰.陈平,土木工程结构试验[M],中国建筑工业出版社2001.7.
[31]高春彦.矩形钢管混凝土梁柱节点抗震性能的试验研究[D].内蒙古科技大学硕士论文,2007.
[32]张健.冷弯型钢梁柱节点的受力性能研究[D],内蒙古科技大学硕士论文,2007.
[33]赵腾伦编.ABAQUS6.6在机械工程中的应用[M].北京:中国水利水电出版社,2007.
[34]李启才.带悬臂梁段拼接的梁柱连接在循环荷载作用下的破坏机理及抗震设计对策[D].西安建筑科技大学博士论文,2003.
[35]周天华.方钢管混凝土柱—钢梁框架节点的抗震性能及承载力研究[D].西安建筑科技大学博士论文,2004.
[2]刘洋,谢伟平.冷弯型钢发展与应用综述[J].钢结构,2004-6-19, 36-38.
[3] MB轻型房屋结构建筑体系[M].中国建筑工业出版社,2005.3第一版.
[4]崔银会,奚铁.冷弯型钢在我国建筑业应用前景分析[J].钢结构,2004,(2):36-37.
[5]匡祯斌.钢结构螺栓端板连接节点的受力性能研究[D].学位论文.浙江:浙江大学建筑工程学院,2004.
[6] M.Dundu, A.R.Kemp . Strength requirement of single cold-formed channels connected back-to-back[J], ournal of Construction Steel Research , 2(2006)250-261.
[7] SABS 0162. South Africa standard code of practice for the structural use of steel, Part 2-Limit states design of cold-formed steelwork[S].Pretoria: South African Bureau of Standards; 1993.
[8] K.H.Ip; K.F.Chung.Failure modes of bolted cold-formed steel connections under static shear loading[A].Second International Conference on Advances in Steel Structures 15-17 December 1999,Hong Kong, China p.269-27.
[9] K.F. Chung,K.H. Ip.Finite element modeling of bolted connections between cold-formed steel strips and hot rolled steel plates under static shear loading [J].Engineering Structures VOL.22,NO.10 , OCTOBER 2000 p.1271-1284.
[10] H.C. Ho,K.F. Chung.Experimental investigation into the structural behaviour of lapped connections between cold-formed steel Z sections[J].Thin-Walled Structures Vol.42 2004 p.1013-1033.
[11] H.C. Ho, K.F. Chung.Structural behavior of lapped cold-formed steel Z sections with generic bolted configurations[J].Thin-Walled Structures 2006,44,466–480.
[12]钟国辉.螺栓连接的冷成型钢结构的结构性能[J] .建筑钢结构进展, 2007,Vol.9No.1,18-29.
[13] K.F.Chung, L.Lau.Experimental investigation on bolted moment connections among cold formed steel members[J].Engineering Structures 21 (1999) 898–911.
[14] Chung KF, Wong MF. Experimental investigation of cold-formed steel beam-column sub-frames enhanced performance[J]. Proceedings of the First International Conference on Structural Engineering, Mechanics and Computation, Cape Town (South Africa), Apr 2001; p. 1515–22.
[15] M.F. Wong, K.F. Chung.Structural behaviour of bolted moment connections in cold-formed steel beam-column sub-frames[J].Journal of Constructional Steel Research 2002, vol.58, no.2 p.253-274.
[16] W.K. Yu,K.F. Chung,M.F. Wong.Analysis of bolted moment connections in cold-formed steel beam-column sub-frames[J].Journal of Constructional Steel Research,2005,Vol.61, p.1332-1352.
[17] K.F. Chung, R.M. Lawson.Structural performance of shear resisting connections between cold-formed steel sections using web cleats of cold-formed steel strip[J].Engineering Structures 22 (2000) 1350–1366.
[18] K.F. Chung,W.K. Yu,R.M.Lawson.Bolted moment connections in cold-formed steel portal frames[J].The Fourth International Conference on Advances in Steel Structures, June 2005,11-17.
[19] BS5950: Structural use of steelwork in buildings: Part 5 Code of practice for the design of cold formed sections [S].British Standards Institution, London, 1987.
[20]王军.冷弯薄壁型钢框架半刚性节点动力性能试验研究及有限元分析[D].重庆大学硕士论文,2005.
[21]乔存怀.钢板连接对冷弯薄壁C型钢梁柱节点的受力影响及有限元分析[D].重庆大学硕士论文,2006.
[22]汪洋.冷弯薄壁C型钢组合梁柱加腋连接板节点试验研究[D].重庆大学硕士论文,2006.
[23]李颗.带双腹板、顶底角钢连接的冷弯薄壁型钢梁柱节点试验研究[D].学位论文.重庆:重庆大学土木工程学院,2006.
[24]《钢及钢产品力学性能试验取样位置及试样制备》( GB1T2975-1998) [S] .
[25]《金属拉伸试验试样》(GB 6397-88)[S] .
[26]《采用钢结构高强度螺栓连接的设计、施工及验收规程》(JGJ 82-91) [S] .
[27] GB 50017-2003钢结构设计规范,中华人民共和国建设部,2003.
[28]陈绍蕃.钢结构(第二版) [M].中国建筑工业出版社,北京,1996.
[29]《建筑抗震试验方法规程》(JGJ101-96) .
[30]姚谦峰.陈平,土木工程结构试验[M],中国建筑工业出版社2001.7.
[31]高春彦.矩形钢管混凝土梁柱节点抗震性能的试验研究[D].内蒙古科技大学硕士论文,2007.
[32]张健.冷弯型钢梁柱节点的受力性能研究[D],内蒙古科技大学硕士论文,2007.
[33]赵腾伦编.ABAQUS6.6在机械工程中的应用[M].北京:中国水利水电出版社,2007.
[34]李启才.带悬臂梁段拼接的梁柱连接在循环荷载作用下的破坏机理及抗震设计对策[D].西安建筑科技大学博士论文,2003.
[35]周天华.方钢管混凝土柱—钢梁框架节点的抗震性能及承载力研究[D].西安建筑科技大学博士论文,2004.