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Civil-Comp Proceedings
ISSN 1759-3433 CCP: 79
PROCEEDINGS OF THE SEVENTH INTERNATIONAL CONFERENCE ON COMPUTATIONAL STRUCTURES TECHNOLOGY Edited by: B.H.V. Topping and C.A. Mota Soares
Paper 151
Design of Welded Steel Beam-to-Column Connections with a T-Stiffener E.B. Machaly, S.S. Safar and M.A. Youssef
Civil Engineering Department, Cairo University, Egypt Full Bibliographic Reference for this paper
E.B. Machaly, S.S. Safar, M.A. Youssef, "Design of Welded Steel Beam-to-Column Connections with a T-Stiffener", in B.H.V. Topping, C.A. Mota Soares, (Editors), "Proceedings of the Seventh International Conference on Computational Structures Technology", Civil-Comp Press, Stirlingshire, UK, Paper 151, 2004. doi:10.4203/ccp.79.151
Keywords: welded beam-to-column connections, T-stiffeners, semi-rigid connections, steel connections, finite element analysis, non-linear analysis.
Summary
Welded beam-to-column connection with T-stiffener is particularly useful in
Multi-storey buildings where beams are framed to column web to support lateral
loads. The conventional design method of such connection was based on a set of
empirical formulas outlined by Salmon [1] and Machaly [2]. The T-stiffener
flange and web thickness were determined as a function of the beam flange area
regardless to the applied moment on the connection. On the other hand, the size of
T-stiffener welds was determined based on an assumption that one-third of the
applied moment,
![]() ![]() In this work, a finite element model was constructed for the connection using the general purpose finite element program ANSYS [3]. All the connection plate elements were modeled with the four-noded isoparametric shell element, Shell43, built in ANSYS element library whereas welds were modeled with the link element, Combin14. The analysis was conducted incorporating material and geometric non-linearties using the arc-length method at which the applied moment on the connection is applied incrementaly and solution is obtained at each load increment by iterations. Unlike the conventional design method, the finite element analysis of the connection showed that the applied moment on the connection was almost equally distributed among the T-stiffener flange and web welds. On the other hand, the application of the allowable stress requirements stipulated in the Egyptian Code of Practice, ECP 2001 [4] revealed that a connection designed by the conventional design method can only support an allowable moment value equals to 43% of the beam allowable moment capacity.
Based on a comprehensive parametric analysis conducted in a previous
research work, the effective parameters controlling the connection behavior were
found to be the T-stiffener flange and web thicknesses and ratio of the beam
flange width to the T-stiffener flange width,
Based on simple mathematical models and finite element results, a set of
design equations was established for the connection. The proposed design
equation describe the T-stiffener flange and weld thickness, flange and web weld
sizes and portion of applied moment supported by the T-stiffener flange and web
welds. The use of such design equations is limited to the condition that
References
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