This ensures that the mode of deformation in the plate will be through plastic hinging rather than
1 inch = 25.4 mm
Assume that the gusset plate is inch thick. The welds for the brace-to-plate are the same as for the
single gusset. The limit states of tension rupture and block shear rupture of the plate have already
been checked for the single gusset plate. The buckling capacity of the double gusset is greater than
that of the single plate due to the shorter equivalent column length for the double gusset, and
therefore, the limit state of plate buckling is satisfied.
Interaction of shear and moment at plate edge: The interaction of the shear and moment forces is
now checked at the plate / beam connection on the Whitmore stress area. The compression and
tension forces are assumed to be equal to the brace capacities determined previously (this gives verty
conservative results since it is not an equilibrium condition). The forces are assumed to act at the end
of the welds of the brace-to-plate connection.