Page 133 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

118 Chapter Two

2
Since 6.16 > 6.125, the effective net area A A 6.125 in . The design
e n
strength in gross tension is R 0.75 58 6.125 266 kips
n
208 kips, ok.
3. Block shear rupture: Since b g g, the failure will occur as shown
in Fig. 2.31 on the outer parts of the splice plate.
A 8 0.5 2 8.0 in 2
gv
A (14.5 7.5) 0.5 3.5 in 2
gt
A 8.0 2.5 1.125 0.5 2 5.1875 in 2
nv
A 3.5 1 1.125 0.5 2.9375 in 2
nt
F A 58 2.9375 170 kips
u nt
0.6 F A 0.6 36 8.0 173 kips
y gv
0.6 F A 0.6 58 5.1875 181 kips
u nv
U 1.0 (uniform tension)
bs
R 0.75 [1.0 170 min {173, 181}] 257 kips > 208 kips, ok
bs
4. Bearing/tearout: Although we have initially determined that six bolts
are required, the following bearing/tearout check may require an
adjustment in this number:
a. Bolt shear:
R 39.8 kips
v
b. Bearing on splice plate:
R 0.75 2.4 1.0 0.5 58 52.2 kips
p
c. Bearing on W14 99 flange:
R 0.75 2.4 1.0 .0.780 65 91.3 kips
p
d. Tearout on splice plate:
R 0.75 1.2 (2 0.5 1.0625) 0.5 58 38.3 kips
to
e. Tearout on W14 99 flange:
R 0.75 1.2(2 0.5 1.0625) 0.780 65 67.1 kips
to
Two more tearout limit states are related to the spacing of the bolts, but
these are obviously not critical.
The bearing/tearout limit state is
R 4 39.8 2 38.3 236 kips 208 kips, ok
pto
5. Whitmore section:

l (6 tan 30)2 7.5 14.43 in
w
R 0.9 36 14.43 0.5 234 kips 208 kips
n
Note that if l > 14.5 in, 14.5 in would have been used in the cal-
w
culation of design strength.

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