Page 123 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

108 Chapter Two

n 4
p 3
3s4 2 1d 1 3 2.073 1 2 3 1.50
p eff 5 5 4.63
4
Now, using the prying formulation from the AISC Manual,

b 5 b 5 2.073
a 1.3125
Note that the prying lever arm is controlled by the narrower of the
two flanges.
b 2.073 0.875/2 1.636
a 1.3125 0.875/2 1.75
0.93
p p 4.63
eff
1 0.9375/4.63 0.798
4.44 3 40.6 3 1.636
t c 5 5 0.990
B 4.63 3 50
1 0.990 2
r 5 ca b 2 1d 5 1.31
0.798 3 1.93 0.570
Use 1

0.570 2 k k
T 5 40.6a b 1.798 5 24.2 . 5.96 ok
d
0.990
Additional checks on the W18 50 beam are for web yielding.
Since 5k 5 1.25 6.25 > p 3, the web tributary to each bolt
at the k distance exceeds the bolt spacing and thus N 9.
R 1.0 (9 5 1.25) 50 0.355 271 kips > 50.5 kips,
wy
ok, and for web crippling, web crippling occurs when the load is
compression, thus N 12, the length of the piece W16.
12 0.355 1.5
2
R wcp 5 0.75 3 0.80 3 0.355 c1 1 3a ba b d
18.0 0.570
29000 3 50 3 0.570
3 5 229 kips . 50.5 kips, ok
B 0.355
This completes the design calculations for this connection. A load
path has been provided through every element of the connection. For
this type of connection, the beam designer should make sure that the
bottom flange is stabilized if P can be compressive. A transverse
beam framing nearby as shown in Fig. 2.25 by the W18 50 web
hole pattern, or a bottom flange stay (kicker), will provide stability.

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