Steel Building End Wall Corner Column Deflection

[JD P.E.]

Working on a project on free time to increase understanding of structures.

After applying wind loads I'm getting a deflection of about .600 around the center of the circled column (in weak axis direction). Likely would be where a roll up door would be, but with framing added to support door.

Would you consider .600 excessive for end column weak axis deflection? Pushing close to L/250. Columns are 14 feet tall.

Considering adding some sort of cantilevered wind column since I have room.. but wanted other thoughts first.

 

[rowingengineer]

If it is sheet with tin l/250 would be fine. However if you were looking at a weak acid strength failure or had higher deflections. you would be better suited to rotate the end wall columns and add some end wall bracing then an extra column or consider a member that has good weak axis property's.