Page 164 - 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 149

Figure 2.53 Unstiffened seat
design.

welded to the beam webs. The design of this splice is exactly the same as
that of a double-angle framing connection. The shear acts at the faying
surface of the field connection and each side is designed as a double-angle
framing connection. If shop bolted all the bolts are in shear only; there is
no eccentricity considered on the bolts. If shop welded, the shop welds see
an eccentricity from the location of the shear at the field faying surface
to the centroids of the weld groups. This anomaly is historical. The bolted
connections derive from riveted connections, which were developed before
it was considered necessary to satisfy “the niceties of structural mechanics”
according to McGuire (1968).
A second type of shear splice uses one or two plates in the plate of
the four angles. This type, shown in Fig. 2.54b, has moment capacity,
but has been used for many years with no reported problems. It is gen-
erally less expensive than the angle type. Because it has moment capa-
bility, eccentricity on the bolts or welds cannot be neglected. It has
been shown by Kulak and Green (1990) that if the stiffness on both sides
of the splice is the same, the eccentricity is one-half the distance

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