Seismic Design Of Steel Frames With Partial
Strength Joints
Author(s)
G. Rizzano
Abstract
In the seismic design of steel frames, beam-to-column joints can be designed
either as full strength joints, forcing the location of the plastic hinges at the beam
ends, or as partial strength joints which have to dissipate the seismic input
energy. Seismic codes provide specific design criteria for full strength joints, but
there are no detailed recommendations dealing with partial strength connections.
Therefore, in this paper, by means of a simplified model, such as a SDOF
system, the requirements which partial strength joints have to possess, for
designing steel frames characterised by seismic performances equivalent to those
of steel frames with rigid full strength joints, are pointed out. Successively,
starting from the above requirements, a new method for designing seismic
resistant steel frames with extended end plate connections leading to the
complete definition of the geometrical and mechanical parameters of the joints is
proposed.
Keywords: seismic design, steel frames, partial strength joints.
1 Introduction
It is well known that in the seismic design of steel frames the dissipation of the
seismic input energy is provided by the plastic engagement of some zones of
structural members, the so-called \“dissipative zones” which have to be properly
detailed in order to assure wide and stable hysteresis loops. In addition, it also
known that, in order to design dissipative structures, it is important to promote
the plastic engagement of the greatest number of dissipative zones. Aiming to
prevent the premature plastic engagement of the columns which can lead to a
non dissipative collapse mechanism, both in the American seismic codes [1, 2]
and in Eurocode 8 [3] the member hierarchy criterion is suggested which
Keywords
seismic design, steel frames, partial strength joints.
Related Book
Other papers in this volume
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