The three extended end-plate moment configurations currently addressed in this chapter are the most commonly used end-plate connection configurations in steel moment frames. AISC Design Guide 4, Extended End-Plate Moment Connections, Seismic and Wind Applications (Murray and Sumner, 2003) provides background, design procedures, and complete design examples for the three configurations. The guide was developed before this standard was written, and there are small differences between the design procedures in the guide and in Section 6.7. The primary differences are in the resistance factors. The standard supersedes the design guide in all instances.
Prequalification test results for the three extended end-plate moment connections are found in FEMA (1997); Meng (1996); Meng and Murray (1997); Ryan and Murray (1999); Sumner et al. (2000a, 2000b); and Sumner and Murray (2001, 2002). Results of similar testing but not used for prequalification are found in Adey et al. (1997, 1998, 2000); Castellani et al. (1998); Coons (1999); Ghobarah et al. (1990, 1992); Johnstone and Walpole (1981); Korol et al. (1990); Popov and Tsai (1989); and Tsai and Popov (1990).
The intent of the design procedure in Section 6.7 is to provide an end-plate moment connection with sufficient strength to develop the strength of the connected flexural member. The connection does not provide any contribution to inelastic rotation. All inelastic deformation for an end-plate connection is achieved by beam yielding and/ or column panel zone deformation.
The design procedure in Section 6.7 is based on Borgsmiller and Murray (1995) and is similar to the “thick plate” procedure in AISC Design Guide 16, Flush and Extended Multiple-Row Moment End-Plate Connections (Murray and Shoemaker, 2002). The procedure is basically the same as that in FEMA 350 (2000b), but with much clarification. Applicable provisions in FEMA 353 (2000d) are incorporated into the procedure as well.