I am evaluating an existing mezzanine for a client. The mezzanine is all stainless steel construction. Pipe columns support HSS tube girders and beams. Pipe braces are provided for lateral stability and are present at all columns in multiple directions. Please see attached sketch. My question is when using equation K1-8 from AISC 360-05, is it correct to use the capacity, phi_Rn, for a load applied to each face individually? Or should phi_Rn be the combined capacity of both sides of the connection?
For instance, in this situation I have a cross connection with 2 brace compressive forces = 5 kips. Multiplying the compressive force by Sin45, the force transverse to the pipe column is 3.5k from each brace. Using K1-8, the capacity is determined to be 3.8k. I think this is acceptable as AISC states that for a through plate connection, the capacity can be doubled as both "flanges" of the column are engaged in resisting the applied force. Does anyone see an issue with this approach or think that the ultimate capacity of the column should be 3.8k therefore being overloaded with the combined 7k of transverse force?
For instance, in this situation I have a cross connection with 2 brace compressive forces = 5 kips. Multiplying the compressive force by Sin45, the force transverse to the pipe column is 3.5k from each brace. Using K1-8, the capacity is determined to be 3.8k. I think this is acceptable as AISC states that for a through plate connection, the capacity can be doubled as both "flanges" of the column are engaged in resisting the applied force. Does anyone see an issue with this approach or think that the ultimate capacity of the column should be 3.8k therefore being overloaded with the combined 7k of transverse force?
