Study of Cyclic Behavior of Moment Connection of Beam to Built-up Box Column with Welded Flange Plates and Vertical Rib Plates

Document Type : Research Article

Authors

1 Associate Professer, Department of Civil & Environmental Engineering, Amirkabir University of Technology, Tehran

2 M.Sc. Student, Department of Civil & Environmental Engineering, Amirkabir University of Technology, Tehran

Abstract

This paper presents a study on moment connection of I-beam to built-up box column using flange plates. In this type of connection, the beam flanges are not connected to the column flange directly. The flange plates are fillet welded to the beam top and bottom flanges and CJP groove welded to the column flange. To investigate the cyclic behavior of the connection, nonlinear finite element program ABAQUS 6.8.1 is used. Results show that stress in the groove weld between beam flange plates and column flange is high which results in potential of brittle fracture and non-ductile behavior of the connection. To reduce the stress in the groove weld, single and double trapezoidal rib plates are installed on each beam flange plates. The rib plates are groove welded to the column flange and fillet welded to beam flange plates. Results of finite element analysis show that use of the rib plates although have no significant effect on global behavior of the connection but they result in reduction in the stress in the groove weld between beam flange plates and column flange.

Keywords

References

[1] Chen, C. C.; Lin, C. C.; Tsai, C. L.; “Evaluation of reinforced connections between steel beams and box columns”, Engineering Structures, vol. 26, pp. 1889–1904, 2004.
[2] Miller, D. K.; “Lessons learned from the Northridge earthquake”, Engineering Structures, vol. 20, pp. 249-260, 1998.
[3] Lee, C. H.; “Seismic design of rib-reinforced steel moment connections based on equivalent  strut model”, Structural Engineering, vol. 128,pp. 1121-1129, 2002.
[4]Engelhardt, M. D.; Sabol, T. A.; “Reinforcing of steel moment connections with cover plates: benefits and limitations”, Engineering Structures, vol. 20, pp. 510-520, 1998.
[5] Federal Emergency Management Agency, FEMA-355D: State of the art report on connection performance, SAC Joint Venture, Sacramento, California, 2000.
[6] Chen, C. C.; Chen, S. W.; Chung, M. D.; Lin, M. C.; “Cyclic behavior of unreinforced and rib-reinforced moment connections”,Constructional Steel Research, vol. 61, pp. 1–21, 2005.
[7]Federal Emergency Management Agency, FEMA-350: Recommended seismic design criteria for new steel moment-frame buildings,SAC Joint Venture, Sacramento, California,2000.
[8]AISC, American Institute of Steel Construction, Specification for structural steel buildings, Chicago, 2005.
[9] Hibbit; Karlsson; Sorenson; ABAQUS Theory Manual, Pawtucket, RI, 2008.
[10]AISC, American Institute of Steel Construction, Seismic provisions for structural
steel buildings, Chicago, 2005.
[11]Ghobadi, M. S.; Mazroi, A.; Ghassemieh, M.; “Cyclic response characteristics of retrofitted moment resisting connections”, Constructional Steel Research, vol. 65, pp. 586–598, 2009.
[12] Kim, Taejin; Experimental and analytical performance evaluation of welded steel moment connections to box or deep W-shape columns, PhD dissertation, Engineering-civil and environmental engineering , University of California, Berkeley, 2003.
[13] Goswami, R.; Murty, C. V. R.; “Improved configuration of I-beam to box columnconnections in seismic steel moment
frames”, Fourteenth World Conference on Earthquake Engineering (14WCEE), China, October 2008.
[14] Mazzolani, F. M.; Moment Resistant Design of Steel Frames in Seismic Areas, 1st Edition, E & SPON, 2000.
Amirkabir Journal of Civil Engineering
Volume 46, Issue 1 - Serial Number 1
September 2014
Pages 39-48

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