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PEMB question - unbraced length

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For those pre-engineered metal building experts out there, what would be considered as the unbraced length for both axial and flexural strength of the column / rafter in a metal building frame, if there is no flange braces attached to the bottom / inside flange of the rafter / column?  Am I correct to assume that only the top / outside flange is considered braced for flexural strength, and the weak axis is braced for axial capacity?  Thanks for any comment.
Y i   Y a n g,   P. E.             
Santa Rosa, California