I have worked on a number of Portal frames in the past and have applied the SCI guide P313 to fire boundary conditions for the scheme design and subsequent foundation detail design. I have inherited a frame with a trussed roof and is fully braced. I cannot find reference to such a situation in the same publication, but I am under the assumption that as the frame is braced it does not have to be designed for the fire boundary condition. It is as any other braced frame. If I were to calculate the fire boundary moment and apply it to a column in a braced frame, it is unlikely the column would have sufficient capacity. Any thoughts, comments corrections to my assumptions welcome.
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