Page 168 - 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 153

Calculating the bolt value as described above:

r n s1.25d 35.3s1.25d
v
R 5 5 5 58.8 kips/bolt
n
v 0.75
M R C
n
58.8 44.5
2620 kips-in
6M 6s2620d
t max 5 2 5 2 5 0.546 $ 0.5 ok
F L s50ds24d
y
Gross shear and bending interaction on plate
First the plate is checked to ensure buckling does not control

L 2F y
l 5
L 2
t p 47,500 1 112,000a b
B 2a

24250
5 5 0.683 # 0.7
24 2
0.5 47,500 1 112,000c d
B 2s9d
Therefore, buckling does not control
F y t p L
R 5
n
a 2
16a b 1 2.25
B L
0.9s50ds0.5ds24d
5 5 255 kips $ 150 kips , ok
9 2
16a b 1 2.25
B 24
Net shear on plate
1
R 5 0.6F t cL 2 na 1 bd
b
y p
n
16
5 s0.75d0.6s65ds0.5d[24 2 8s1.125d] 5 219 kips $ 150 kips , ok
5
Weld size required – Note the weld size is required to be / of the
8
plate thickness to ensure that the plate yields and redistributes load
prior to weld fracture.
5 5
5
w 5 t p 5 s0.5d 5 0.3125 use /
weld
16
8 8

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