In the design of a concentrically braced frame (See AISC "Provisions for structural steel buildings") the connection of the brace (including the brace to beam connection has to be designed for load cases (4-1 & 4-2) with an overstrength factor of 2. (table I-4-1). My question is, what does the the connection of the column/brace to the foundation need to be designed for. If the overstrength factor is for the ductility of the brace and beam does it need to included in the design of the conection to the foundation. Please point me to any references or commentary you might know of.
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