Page 140 - 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 125

c. Bearing on splice plates:

r 0.75 2.4 0.875 0.625 2 58 114 kips
p
d. Tearout on W14 99 web:

L 1.75 0.5 .9375 1.281
c
r 0.75 1.2 1.281 0.440 65 33.0 kips
to
e. Tearout on splice plates:

r 0.75 1.2 1.281 0.625 2 58 83.6 kips
to
Tearout between bolts will not control in this case.
From the above, the shear/bearing/tearout strength of the con-
nection is

R 2 33.0 2 45.0 156 kips 178 kips, no good
vpt
Add two bolts in the web. The 6-in pitch become 3-in pitch as
shown in Fig. 2.32. The shear/bearing/tearout capacities per bolt
given above do not change. Tearout between bolts is still not crit-
ical. Thus
R 2 33.0 4 45.0 246 kips > 178 kips, ok
vpt
Note that, in this case, none of the bolts was able to achieve its
double shear value.
4. Additional checks because of change in web bolts pattern:
a. Block shear fracture:
A (7.75 2.5 1.0) 0.440 2 4.62 in 2
nv
A 7.75 0.440 2 6.82 in 2
gv
A (3 1 1.0) 0.440 0.88 in 2
nt
F A 65 0.88 57.2 kips
u nt
0.6F A 0.6 65 4.62 180 kips
u nv
0.6F A 0.6 50 6.82 205 kips
y gv
U 1.0
bs
R 0.75 [57.2 min {180, 205]} 178 kips 178 kips, ok
bs
No other design check must be done. The final design is shown in
Fig. 2.32.
If this were a non-bearing compression splice, the splice plates
would be checked for buckling. The following paragraph shows the
method, which is not required for a tension splice.

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