Hi Sir,
For the chevron bracing connection under amplified seismic load, the brace keeps fail at the tension rupture check of the member itself when it is checked against required tensile strength. Could you please advice on how to make it pass ? I just wonder whether I can design the brace connection based on maximum force from the analysis instead of expected yield strength of the brace.
Thanks.
Is the brace welded to the gusset or otherwise connected? What code? If you can include the Ram Connection .cnx or .rcnx file it makes it a lot easier to help.
You can't force the program to ignore the expected yield strength requirements, at least so long as seismic provisions are turned on. You could turn seismic provisions off, and make new "Design -Steel" type load combinations with the desired amplified load combos to check only for demand forces.
If using a slotted HSS brace welded to a gusset plate, there is an option to add reinforcing plates along the brace to compensate for the reduction in area. That's usually where I see tension rupture failures on seismic braces.