Page 115 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

100 Chapter Two

where the terms are as previously defined in Fig. 2.11. For the pre-
sent case

5.5 2 0.375
b 5 5 2.5625
2
10 2 5.5
a 5 5 2.25
2
n 7
p 3
3 3 s7 2 1d 1 3 2.5625 1 2 3 2.25
p 5 4.36
eff 7
Once p is determined, the prying action theory of the AISC
eff
Manual is applied.

b b 5 2.5625
b 2.5625 0.5 2.0625
a
a smaller of and a for the end plate 1.75 1.25 2.5625 ok
a 1.75 0.5 2.25
br
5 0.917
ar
1 1.0625/4.36 0.756

4.44 3 21.8 3 2.0625
t c 5 5 0.839 in
B 4.36 3 65
1 0.839 2
r 5 ca b 2 1d 5 0.477
0.756 3 1.917 0.645
0.645 2
T 21.8 a b 3 s1 1 0.477 3 0.756d
d 0.839
17.5 kips > 6.21 kips, ok
3. Truss vertical-to-top chord connection:
The forces on this connection, from Figs. 2.20 and 2.24 are

Vertical Q 298 920 cos (36.7) tan (17.7) 63 kips
Horizontal 87 kips
Converting these into normal and tangential components

T 87 cos 63 sin 64 kips
BC
N 87 sin 63 cos 86 kips (compression)
BC

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