Extended shear tab connections have been widely used to connect simply supported beams to the flange or web of supporting columns, as well as the web of steel girders. The American Institute of Steel Construction (AISC) introduced the use of extended shear tab connections in 1992 and first published their design procedure in 2005. Unlike conventional shear tab connections, flexural buckling of the shear plate was observed as one of the governing failure modes of extended shear tab connections in past experiments. The AISC adopted a design equation for doubly coped beams to compute the flexural buckling strength of the shear tab. This paper presents the findings from an experimental research program, conducted at McGill University, related to the performance of extended shear tab connections under gravity induced shear force. Emphasis is placed on the flexural buckling strength of such connections. Seven full-scale tests were conducted and flexural buckling of the shear plate dominated the behavior of such connections. The beam sizes ranged from W310 to W690; the shear tab eccentricities that were examined as part of the experimental program ranged from 190 to 318 mm. It is shown that the current AISC design equation to compute the flexural buckling strength of extended shear tab connections overestimates the predicted flexural buckling strength of the shear plate.