Page 163 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

148 Chapter Two

where the terms are defined in Fig. 2.52. From Fig. 2.52, e N/2 a
f
3.30/2 0.75 2.41 and e e t 0.375 2.41 1 0.375 1.04,
f
e 6. Then
s6ds1.0d 2
fR 5 0.9s36d 5 46.7 kips > 33 kips, ok
b
4s1.04d
The weld sizes given in Table 10-6 will always be conservative because
they are based on using the full horizontal angle leg minus a as the bear-
ing length, N. The detailed check will be performed here for complete-
ness. Using the eccentric weld Table 8-4 with ex ef 2.41, l 6, a
2.41 / 0.40, C is determined to be 2.81. The strength of the weld is cal-
6
culated as

R weld 5 0.75s2.81ds5ds6d 5 63.2 kips . 33 kips, ok

Finally, checking the column web,

50s0.44d 2 kip-in
m p 5 5 2.42
4 in
T 5 11.25
c 5 6
L 5 6
11.25 2 6
b 5 5 2.625
2
2s2.42ds6d 11.25 11.25 6
R 5 0.9 a2 1 1 b
w
s2.41d B2.625 6 2s2.625d
77.6 kips . 33 kips, ok

This completes the calculations for the example. The final design is
shown in Fig. 2.53.

2.4.5 Beam shear splices
If a beam splice takes moment as well as shear, it is designed with flange
plates in a manner similar to the truss chord splice treated in Sec. 2.2.5.2.
The flange force is simply the moment divided by the center-to-center
flange distance for inside and outside plate connections, or the moment
divided by the beam depth for outside plate connections. The web con-
nection takes any shear. Two typical shear splices are shown in Fig. 2.54.
These are common in cantilever roof construction. Figure 2.54a shows a
four-clip angle splice. The angles can be shop bolted (as shown) or shop

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