The second part of this is related to the 2002 Seismic Provisions. If I am reading ASCI 341-02 correctly, for an OCBF system, the brace connections (brace to gusset, gusset to beam, gusset to column) must be designed for the "expected tensile capacity of the brace member"....and with the 2002...
In designing SCBF and OCBF, both sections talk about designing the brace connections for the lesser of (2) loads. (1) the expected yield strength of the brace "Tu" and (2) the maximum load effect "Pu" that can be delivered to the brace by the system" (see sections 13.3a and 14.4). What is meant...
