> I was
designing an ordinary beam-column moment connection.
> I used a
3/4" thick cover plate, and the thickness of the beam
> flanges is
7/8". My calculation indicates that the use of continuity
> plates is
just barely needed; nevertheless, I chose to use continuity
whose thickness is the same as that of the beam. When
supervisor examined my calculations, he said that the thickness
> of the
continuity plate has to be equal to the total thickness of the
> cover plate
and the beam flange.
The initial recommendations (i.e.,
right after Northridge) had that total thickness idea in them. It was soon
learned that this extreme and expensive stiffener thickness was not needed
-- and might involve such large welds that it would create other problems due to
the shrinkage of those welds.
In addition to the information in
AISC Design Guide No. 13, which David Williams was kind enough to point you
to already, you can find a lot of information on what stiffener thicknesses were
used in actual tests for the SAC Steel Project in FEMA 350. That and the other
FEMA documents can be obtained on the AISC web site