Page 80 - 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 65

Try a 1-in-thick end plate of A572-Grade 50 steel. Following
the notation of the Manual.
5.5 2 1.5 14.5 2 5.5
b 5 5 2 in a 5 5 4.5 in
2 2
Check a 1.25b 1.25 2.00 2.50. Therefore, use a 2.50 in.
In this problem, “a” should not be taken as larger than the
bolt gage of 3 in.

1.00 1.00
b 5 2.00 2 5 1.5 in a 5 2.50 1 5 3.00 in
2 2
b 1.50
5 5 5 0.50
a 3.00
d 1.25
5 1 2 5 1 2 5 0.583
p 3.00

B 5 r 5 17.1
t
4.44Bb 4.44 3 17.1 3 1.5
t 5 5 5 0.764 in
c
B pF u B 3 3 65
1 t c 2 1 0.764 2
5 ca b 2 1d 5 ca b 2 1d
s1 1 pd t 0.583 3 1.50 1.0
520.474

Use 0 and Q 1.00
T avail 5 QB 5 1.00 3 17.1 5 17.1 kips/bolt
. 13.6 kips/bolt 6 bolts okay

Since t 0.764 in t 1.00 in it is possible that a thinner
c
3
end plate can be used. Try t / in.
4
1 t c 2 1 0.764 2
r 5 ca b 21d 5 ca b 21d 5 0.043
s1 1 pd t 0.583 3 1.50 0.75
t 2 0.75 2
Q 5 a b s1 1 rd 5 a b s1 1 0.583 3 0.043d 5 0.988
t c 0.764
T avail 5 QB 5 0.988 3 17.1 5 16.9 kips/bolt
. 13.6 kips/bolt 6 bolts

3
Use / -in end plate.
4
Check clearance
From Table 7-16
5.5 2 1.5
5 1 in , 2 0.625 5 1.375 in 6 ok
C 3
2

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