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.
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.