Gusset plates are subjected to complex stresses and obtaining the
design thickness is not straight forward as the stresses depend upon
the thickness of gusset itself. In this study, a typical case of a corner
gusset plate connected to tension member (bracing / diagonal) in a
braced frame or a truss girder bridge is considered. It is assumed that
the gusset plate is welded at the beam-column joint in a braced frame
or at corner joint of a truss girder bridge and connected to the tension
member by bolts in double row. Simple 2-D model of gusset plate is
developed and non-linear finite element analysis is carried out with the
help of ANSYS, a commercial finite element software, for varying load
magnitudes. Four, six and eight bolt cases are analyzed. On
performing several trails the required thickness of gusset to prevent
net section rupture as per the non-linear analysis is noted based on the
obtained von-Mises stresses and plastic strains for all the cases. Later
the required thicknesses of gusset plates as per Whitmore’s theory
and Indian, European, American and Canadian codes of practice are
also calculated. Significant discrepancy was noted between the results
of finite element analysis, Whitmore’s theory and the various codes of
practice considered in this study. On examining the obtained results,
probable design thicknesses of gusset plates are proposed for each
case. The presented design thicknesses may be useful as a reference
/ guide for design engineers in fixing the initial thickness of gusset
plate to prevent ‘net section rupture'.