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Frontiers of Structural and Civil Engineering

Front Struc Civil Eng    2013, Vol. 7 Issue (3) : 296-303     https://doi.org/10.1007/s11709-013-0217-7
RESEARCH ARTICLE
Performance study on T-stub connected semi-rigid joint between rectangular tubular columns and H-shaped steel beams
Guochang LI(), Hongping YU, Chen FANG
School of Civil Engineering, Shenyang Jianzhu University, Shenyang 110168, China
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Abstract

This paper investigates the performance of T-stub connected semi-rigid joint of rectangular tubular columns and H-shaped steel beams. The finite element analysis software ABAQUS is used to analyze the nonlinear performance of the joint under monotonic loading. Meanwhile, the dimensions of T-stub, column and beam are considered as analytic parameters to discuss the performance of the joint. The analysis shows that the thickness and the length of T-stub webs, the height of beam section, bolt diameter, shear connector and the preloaded force affect the performance of the joint largely, and the thickness of the steel tube, the thickness and length of T-stub flange, bolt spacing have relatively little influences on the performance of the joint. The research results indicate that this joint is semi-rigid joint.

Keywords rectangular tubular columns      T-stub      semi-rigid      nonlinear finite element analysis      moment-rotation curves     
Corresponding Author(s): LI Guochang,Email:liguochang0604@sina.com   
Issue Date: 05 September 2013
 Cite this article:   
Guochang LI,Hongping YU,Chen FANG. Performance study on T-stub connected semi-rigid joint between rectangular tubular columns and H-shaped steel beams[J]. Front Struc Civil Eng, 2013, 7(3): 296-303.
 URL:  
http://journal.hep.com.cn/fsce/EN/10.1007/s11709-013-0217-7
http://journal.hep.com.cn/fsce/EN/Y2013/V7/I3/296
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Guochang LI
Hongping YU
Chen FANG
Fig.1  Construction of the joint. (a) Side view; (b) vertical view
square steel tubedimension/mmH-shaped steel beamT-stubline stiffness ratio of beam
BctcHbbftbfhbftbwLbtf ttf LtWttwibicic/ib
25012240015092006120015 14 200142740108121.98
Tab.1  The parameters of joint model
Fig.2  Component sections dimension. (a) Column section; (b) H-shaped steel beam section; (c) T-stab section
Fig.3  Mesh of the joint. (a) Beam; (b) T-stab and bolt; (c) the whole joint
Fig.4  Moment-rotation curves affected by the thickness of square steel tube
Fig.5  The failure patterns of joints. (a)The failure pattern of standard joint; (b) the failure pattern; of column buckling; (c) the failure pattern of buckling; (d) the T-stub web separating from beam flange of the T-stub web; (e) the failure pattern with both upper and nether shear connectors
Fig.6  Moment-rotation curves affected by height of web of H-shaped beam
Fig.7  Moment-rotation curves affected by the thickness of the flange of T-stub
Fig.8  Moment-rotation curves affected by the length of the flange of T-stub
Fig.9  Moment-rotation curves affected by the thickness of the web of T-stub
Fig.10  Moment-rotation curves affected by the length of the web of T-stub
Fig.11  Moment-rotation curves affected by the diameter of high strength bolt
Fig.12  Moment-rotation curves affected by the preload of high strength bolt
Fig.13  Moment-rotation curves affected by the spacing between the bolts
Fig.14  Moment-rotation curves affected by the shear connectors
1 Murakami Yukio, Kaneko Tadao. Elastic-plastic behavior and design of beam-to-column connections reinforced by increased thickness of columns. Kawasaki Steel Technical Report , 1996, (35): 23–27
2 Nagata M, Uno N, Shimura Y, Tanaka H. Beam-to-column connections using high-strength blind bolts and their applications in actual buildings. Nippon Steel Technical Report, July , 1998, 77–78 : 73–81
3 Packer Jeffrey A. Overview of current international design guidance on hollow structural section connections. In: Proceedings of the Third International Offshore and Polar Engineering Conference . Toronto, 1993, 1–7
4 Reyes-Salazar A, Haldar A, Haldar Achintya. Nonlinear Seismic Response of Steel Structures with Semi-rigid and Composite Connections. Journal of Constructional Steel Research , 1999, 51(1): 37–59
doi: 10.1016/S0143-974X(99)00005-X
5 Nethercot D A. Utilization of experimentally obtained connection data in assessing the performance of steel frames. In: Proceedings of a session held in conjunction with the ASCE convention . New York, USA, 1985, 13–37
6 Chen W F, Kishi N,Kishi N. Semirigid steel beam-to-column connections: Data base and modeling. Journal of Structural Engineering , 1989, 115(1): 105–119
doi: 10.1061/(ASCE)0733-9445(1989)115:1(105)
7 Zhang L, Chen Y Y. Overview of connection types between rectangular tubular columns and H-shaped beams. Structural engineers , 2009, 25(4): 129–137
8 Shu X P, Hu X B. Research on the behavior of T-stub semi-rigid connections of steel frames. Building structure , 2006, (8)
9 CEN (Commission of the European Communities). Euro code3: Design of Steel Structures: Part1.1 General Rules and Rules for Building . Belgium: Bruxelles, 1993
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