AISC 358-05 gives the provisions for designing the steel beam to column connections.
Only the design that is following the provisions of AISC 358-05 requirements can be guaranteed
safe by the provisions. Otherwise, more research should be developed.
The research of Murty and Arlekar say about the connections design on short span and
deep beam. It means the ratio between length and the depth of the beam less than seven. These
designs can’t follow the AISC 358-05 beacuse one of the requirement in that provisions is the
beam length and depth ratio should seven or greater.
Murty and Arlekar found out that the design of fat beam can result havier connections.
The heavier connections mean the connections have overstrength to the moment resistance and
under design to the shear resistance. This situation may cause a failure due to the shear strength
is high because of the short span of beam.
The study from Murty and Arlekar used the fiber model that result the interaction
diagram of shear and moment for W-Shape steel profile. The Fu and Fy affect the interaction.
The basic is just using the shear to reduce the moment demand on the connection. If this were
success the result of the connection moment resistance will not be over design.