ABSTRACT
Two seismic performance levels defined in FEMA 450 (FEMA, 2003) are used in the design procedure. Under the design basis earthquake (DBE), the structural members of the SC-MRF system should not develop inelastic behavior, except for minimal yielding in the columns at the base and the beam flanges at the ends of the reinforcing plates. As a result, the building does not develop residual drift and is ready to be reoccupied after the DBE. Under earthquake load levels between the DBE and the maximum considered earthquake (MCE), the panel zones are anticipated to yield. The panel zones, beams, and column bases will yield under the MCE, but the PT strands should not yield and the beams should not develop local buckling. Thus, under the MCE, the frame is anticipated to lose some of its self-centering capability, but not collapse.
