ABSTRACT
Abstract In this paper, the influence of the beam-to-colunin connections on the seismic behaviour of steel frames is analysed by means of a simplified model able to include all the key parameters governing the inelastic response. Both full strength and partial strength semirigid connections are considered. Finally, the results obtained by means of the simplified model are compared with the ones provided by the numerical simulation of the dynamic inelastic response of a group of frames with a specific connection typolo-
f / subjected to severe ground motions.eywords: Connections, Seismic Design, q-factor 1 Introduction
In the european seismic code, Eurocode 8 (Commission of the European Communities, 1993), it is generally requested that connections in dissipative zones have to guarantee sufficient overstrength to allow the yielding of the ends of connected members. It is deemed that the above design condition is satisfied in case of welded connections with butt welds or full penetration welds. On the contrary, in case of fillet weld connections and in case of bolted connections, the design resistance of the connection has to be at least 1.20 times the plastic resistance of the connected member. This means that the use of full-strength connections is suggested and dissipative zones have to be located at the member end rather than in the connections.
