Page 122 - 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 107

r t 5 0.75 3 90 3 0.6013 5 40.6 kips is greater than the
required strength (or load) per bolt T 6.31 kips, the bolts are ok.
Now, to check prying of the W16 piece, following the notation of
the AISC Manual,
4.5 2 0.430
b 5 2.035
2
7.125 2 4.5
a 5 1.3125
2
Check that a 1.25b 1.25 2.035 2.544. Since a 1.3125
2.544, use a 1.3125. If a > 1.25b, a 1.25b would be used.
b 2.035 0.875/2 1.598
a 1.3125 0.875/2 1.75
b
5 0.91
a
p 3
1 d /p 1 0.9375/3 0.6875
1 t 2
c
r 5 ca b 2 1d
s1 1 d t
4.44s r rdbr 4.44 3 40.6 3 1.598
t
t c 5 5 5 1.215
B pF u B 3 3 65
1 1.215 2
5 ca b 2 1d 5 1.44
0.6875 3 1.91 0.715
Since > 1, use 1 in subsequent calculations. 1.44 means
that the bending of the W16 57 flange will be the controlling
limit state. The bolts will not be critical, that is, the bolts will not
limit the prying strength. The design tensile strength T per bolt
d
including the flange strength is
t 2 0.715 2
T r a b s1 1 d 5 40.6a b 1.6875
d t
t c 1.215
23.7 kips > 5.96 kips, ok
The subscript d denotes “design” strength.
In addition to the prying check on the piece W16 57, a check
should also be made on the flange of the W18 50 beam. A method
for doing this was presented in Fig. 2.11. Thus,
4.5 2 0.355
b 5 5 2.073
2
7.5 2 4.5
a 5 5 1.50
2

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