Abstract
ABSTRACTThe analysis and modelling of the ultimate behaviour of the beam‐to‐column connections is certainly one of the most studied topics in the field of steel structures. In particular, seismic design of steel frames is commonly carried out to assure the dissipation of the seismic input energy in the so‐called “dissipative zones” which have to be properly detailed in order to assure wide and stable hysteresis loops. Once avoided the yielding of columns, beam‐to‐column joints play a role of paramount importance. In fact, beam‐to‐column joints can be designed either as Full Strength (FS) or Partial Strength (PS). In the first case, the seismic input energy is dissipated by means of plastic cyclic excursions of the beam ends. In the second case, dissipation requires the plastic engagement of ductile joint components.This paper addresses the design criteria to be adopted to assure a full‐strength full‐ductility behaviour of Unstiffened Extended End‐Plate (U‐EEP) beam‐to‐column joints. The validation of the design procedure is accomplished by three‐dimensional finite element analyses with ABAQUS 6.13 software.
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