Page 322 - Handbook of Structural Steel Connection Design and Details

Partially Restrained Connections

Partially Restrained Connections 307

Estimate:

net width at bolt line
5
gross width at critical section near webface
4.5 2 Q1 1 1 R
16
5 5 0.763
4.5
1 1 0.54
a b 5 a b 5 1.53 S x 5 1
1 2 0.763 1 2 0.54
4s148.4>2d1.25
t f $ 5 0.72 in
B0.9 3 9 3 36 3 s1 1 1 3 0.76d
Try a WT 12 47, t 0.875 in, t 0.515 in.
f
w
6. Check the prying force using the formula proposed by Salmon and Johnson
(1996):
b
Q $ Ta ba b
1 1 a
d b f 2 g d 9.065 2 4
a 5 a 1 5 1 5 1 0.5 5 3.03 in
2 2 2 2
d g t w d 4 0.51
b 5 b 2 5 2 2 5 2 2 0.5 5 1.25 in
2 2 2 2 2 2
Taking the length of the tee section as 9 in with two holes deducted:
1
9 2 2Q1 1 16 R
$ $ 0.76
9
$ 1 S 5 0.763
0.763 1.25
Q 5 T a ba b 5 0.27 T
1 1 0.763 2
T
1 Q 5 1.27 T
1.27 3 T u 5 1.27 3 37.1 5 47.117 # R n

7. Recheck the thickness t required
t
4T 3 b
t f $ 5 0.72 in
B wF ys12x8d
Design is satisfactory; use WT 12 47 to carry tensile and compression forces.
8. Design the angles for shear transfer:

P u 5 112 kips
The angles are in single shear so:
R n $ 0.75s48d 1 s0.7854d $ 28.3 kips/bolt

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