Beams having high flexural stiffnesses can be utilized to reduce the building drifts to
conform within the code requirements. However the large flexural capacities of the beam will
increase strength demand of the connection. To avoid the plastic hinges at the connections, the
beam-column connections should be designed based on the maximum possible beam flexural
strength which is about (1.1-1.2)RyMp. If the top and bottom flanges of the beam are welded
directly to the column flange using complete penetration groove welds which have the weld tensile
capacity of 0.9FyA, the tensile force in the beam flange is potentially greater than the weld tensile
capacity so that some reinforcements, such as cover plates or side plates, are required.When RBS
connection is chosen, the flange cut near the ends of the beam will reduce Mp and the tensile force
in the beam flange will be reduced as well so that the need for coverplates can be eliminated. The
span to depth ratio of a deep beam in steel moment resisting frame generally is not large, the
interaction between shear and bending moment should be checked in the design of the beam and
the connection. In this paper the design of RBS connection for deep beam to deep column special
steel moment resisting frames is doneusing a different approach than the one in the AISC 341-05.
Experimental and analytical studies have shown that Euler-Bernoulli hypothesis can not be applied
at the connection region. Therefore the truss-analogy model will be used to express the flow of the
forces at the connection, starting from the face of the column to the centroid of the plastic hinge.
Truss-analogy model developed by Arlekar and Murty will be used to design the beam-column
connection, coverplate in this model will be eliminated but the vertical rib is kept. Combination of
deep beam and deep column in steel moment resisting frames will make better drift control,
economical connection is realized through the RBS connection.