Page 289 - Handbook of Structural Steel Connection Design and Details

Partially Restrained Connections

274 Chapter Four

(Courtesy of The Steel Institute of New York.)

the connection design can proceed as for any other steel connection.
For more detailed discussions of modeling and analysis issues for PR
frames, the reader is referred to several excellent recent publications
(Chan and Chui, 2000; Chen, 2000, Faella et al., 2000).
After the discussions on PR-frame design, examples for several
types of PR connections, including T-stubs and flange-plate connec-
tions, are presented. The design of these connections for wind loads is
straightforward, as this is only a matter of strength, and Examples
4.1 and 4.3 cover this case. Design for seismic loads is more complex,
as both the ductility and energy dissipation of the connection needs to
be considered. A large amount of research on PR bolted connections
has been carried out after the 1994 Northridge earthquake, leading to
the development of detailed design procedures for the use of these
connections in areas of high seismicity (FEMA, 1997b, AISC 358,
2005). When properly designed, these connections exhibit excellent
ductility and energy-dissipation capacity, distributing the deforma-
tion between ductile mechanisms in both the beam and the connec-
tion (Fig. 4.1). The seismic design examples presented in this chapter
have been updated to reflect the proposed procedures in AISC 358
(2005). In its next edition, AISC 358 will deal with the connections
shown in Examples 4.2 and 4.4.
Finally, it should be noted that the examples shown deal with con-
nection behavior without explicitly treating the effect of the floor

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