Vol. 10, No. 1, pp. 1-13 (2014)
INVESTIGATION OF THE BEHAVIOR OF WEAKENED AND STRENGTHENED
STEEL COLUMN-BEAM CONNECTIONS UNDER SEISMIC EFFECTS
Ali Koken 1,* and E. Tuba Hatipoglu 2
1 AssistantProfessor, Department of Civil Engineering, Engineering Faculty, Selcuk University, Konya, Turkey
2 Civil Engineer, Konya Provincial Administration, Turkey
*(Corresponding author: E-mail: This email address is being protected from spambots. You need JavaScript enabled to view it.)
Received: 14 March 2012; Revised: 4 August 2012; Accepted: 3 January 2013
DOI:10.18057/IJASC.2014.10.1.1
 View Article |
Export Citation: Plain Text | RIS | Endnote |
ABSTRACT
Newly developed solution techniques were used for the beam to column connections of the steel structures after the 1994 Northridge and 1995 Kobe earthquakes. Two significant methods, the use of reduced beam sections and strengthened beam to column connections, are the methods most frequently studied in recent years. In this study, an experimental procedure was performed to prevent the damages occurring at the beam to column connections of the buildings during an earthquake. For this purpose, four test specimens of beam to column connections were produced. While the first specimen was a strengthened beam to column connection, the second and third were weakened specimens with 40% and 45% ratios, respectively. Additionally, an extra reference specimen (the fourth) was produced to compare the test results. Additionally, a calculation of the analytical force and moment capacities of the test specimens, and the experimental and analytical results were evaluated. The use of reduced beam sections and strengthened beam to column connections favorably affected the behavior of the frame system in a manner that the failure formation occurred not at the connection members but at the end-sections of the beams.
KEYWORDS
Steel frame, steel beam to column connection, seismic behavior of beam to column connections, weakened beam cross-section.
REFERENCES
[1] Hatipoglu, E.T., “Weakened and Strengthened Type Steel Column-Beam Junctions To Investigate The Behavior Under Earthquake Loading”, Master of Science Dissertation, Selcuk University, Institute of Graduate and Applied Sciences, Konya, Turkey, 2011.
[2] Pachoumis, D.T, Galoussis, E.G., Kalfas, C.N. and Efthimiou, I.Z.,”Cyclic Performance of Steel Moment-resisting Connections with Reduced Beam Sections-experimental Analysis and Finite Element Model Simulation”, Engineering Structures, 2010, Vol. 32, pp. 2683-2692.
[3] FEMA 350, “Recommended Seismic Design Criteria for New Steel Moment-frame Buildings”, Washington (DC),2000.
[4] Engelhardt, M.D. and Husain, A.S., “Cyclic-loading Performance of Welded Flange-bolted Web Connections”, J. Struct. Eng., 1993, Vol. 119, No. 12, pp. 3537-3549.
[5] Tsai, K.C., Shun, W. and Popov, E., “Experimental Performance of Seismic Steel Beam to Column Moment Joints”, J. Struct. Eng., 1995, Vol. 121, No. 6, pp. 925-931.
[6] Plumier,A.,“BehaviourofConnections”,J.Constr.SteelRes.,1994,Vol.29,pp.95-119.
[7] Pachoumis, D.T., Galoussis, E.G., Kalfas, C.N. and Efthimiou, I.Z., “Reduced Beam Section Moment Connections Subjected to Cyclic Loading: Experimental Analysis and FEM Simulation” Engineering Structures, 2009, Vol. 31,pp.216-223.
[8] Lee, C.H. and Chung, S.W., “A Simplified Analytical Story Drift Evaluation of Steel Moment Frames with Radius-cut Reduced Beam Section”, Journal of Constructional Steel Research, 2007, Vol. 63, pp.564–570.
[9] Bruneau, M, Uang, C.M. and Whittaker A., “Ductile Design of Steel Structures”, New York: McGraw-Hill; 1998.
[10] Chen, S.J., Yeh, C.H. and Chu, J.M., “Ductile Steel Beam-to-column Connections for Seismic Resistance”, Journal of Structural Engineering ASCE, 1996, Vol. 122, No. 11, pp. 1292–1299.
[11] Plumier, A., “The Dogbone: Back to the Future”, Engineering Journal AISC, 1997, Vol. 34, No. 2, pp.61–67.
[12] Zekioglu, A., Mozaffarian, H., Chang, K.L. and Uang, C.M., “Designing after Northridge”, Modern Steel Construction AISC, 1997, Vol. 37, No. 3, pp. 36–42.
[13] Engelhardt, M.D., Winneberger, T., Zekany, A.J. and Potyraj, T.J.,“Experimental Investigations of Dogbone Moment Connections”, Engineering Journal AISC, 1998, Vol. 35, No. 4, pp. 128–139.
[14] Jones, S.L, Fry, G.T. and Engelhardt, M.D., “Experimental Evaluation of Cyclically Loaded Reduced Beam Section Moment Connections”, Journal of Structural Engineering ASCE, 2002, Vol. 128, No. 4, pp.441–451.
[15] Uang, C.M. and Fan, C.C., “Cyclic Stability Criteria for Steel Moment Connections with Reduced Beam Section”, Journal of Structural Engineering ASCE, 2001, Vol. 127, No. 9, pp. 1021–1027.
[16] Lee, C.H, Jeon, S.W., Kim, J.H. and Uang, C.M., “Effects of Panel Zone Strength and Beam Web Connection Method on Seismic Performance of Reduced Beam Section Steel Moment Connections”, Journal of Structural Engineering ASCE, 2005, Vol. 131, No. 12, pp.1854–1865.
[17] EC 8. “Part 3: Design of Structures for Earthquake Resistance, Assessment and Retrofitting of Buildings”, EN 1998-3, June2005.
[18] Turkish Earthquake Code (TEC), Ankara, Turkey,2007.