Page 146 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

Design of Connections for Axial, Moment, and Shear Forces 131

Figure 2.34 Relationship between column story shear
and the moments which induce it.

and if the column load is less than 0.75 P 0.75 A F 0.75 29.1
y c yc
50 1091 kips, which is the usual case,
V 185 1.184 219 kips
v
Since 219 kips > 199 kips, no doubler is required. In a high-rise build-
ing where the moment connections are used for drift control, the extra
term can still be used, but an analysis that includes inelastic joint shear
deformation should be considered.
Placement of doubler plates. If a doubler plate or plates is/are required
in this example, the most inexpensive arrangement is to place the dou-
bler plate against the column web between the stiffeners (the panel
zone) and to attach the weak axis shear connection plates, plates B, to
the face of the doubler. This is permissible provided that the doubler is
capable of carrying the entire weak axis shear load R 163 kips on one
vertical cross section of the doubler plate. To see this, consider Fig. 2.35.

Figure 2.35 Equilibrium of doubler plate with weak axis shear load.

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