I have assigned hss 5x5x5/16 section at braces in an OCBF system. In detailed report, etabs is classifying the section as a noncompact section which is not true per aisc 360-16 table E4.1. Also, it is defining it as moderately ductile as per aisc 341-16 table D1.1 Which is ok. But if the section...
if I am transferring shear from braced frame to grade beam to prevent sliding in footing then should I design grade beam as an axially loaded column or combination of axial and flexure?
