Page 176 - 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 161

The shear per bolt V 33/6 5.5 kips 15.9 kips, ok. The tension
per bolt T 39/6 6.5 kips. Because of interaction,
F nt
F 5 0.75c1.3F 2 a bf d # fF
t nt fF nv v nt
With f 5.5/0.4418 12.5 ksi,
v
90
F 0.75c1.3 3 90 2 a b12.5d64.3 ksi > 67.5 ksi
t
0.75 3 48
Use F 64.3 ksi, and r 64.3 0.4418 28.4 kips/bolt. Since
t t
T 6.5 kips 28.4 kips, the bolts are satisfactory independent of prying
action. Returning to the prying action calculation

4.44 3 28.4 3 2.08
t c 5 5 1.60 in
B 2.83 3 58
1 1.60 2
ar 5 ca b 2 1d 5 4.11
0.71 3 1.90 0.625
Since 4.11, use 1. This means that the strength of the clip angle
ar
ar
legs in bending is the controlling limit state. The design strength is
0.625 2
T 5 28.4a b s1 1 0.71d 5 7.41 kips . 6.5 kips, ok
d
1.60
5
1
The Ls 5 3 / / are satisfactory.
2 8
5
Ductility considerations. The / -in angles are the maximum thickness
8
recommended by the AISC Manual, p. 10-9, for flexible shear connec-
tions. Using the formula introduced at the beginning of this section,
~ 2
F y b
d 5 0.163t ~ a 2 1 2b
B b L
b min
~
with t 0.625, F 36, 3.0625 1.125 1.94, L 8.5
b
y
36 1.94 2
5 0.163 3 .625 a 2 1 2b 0.63 in
B1.94 8.5
d b min
Since the actual bolt diameter is 0.75 in, the connection is satisfac-
tory for ductility.
As noted before, it may not be necessary to make this check for duc-
tility. If the beam is short, is loaded near its ends, or for other reasons
is not likely to experience very much simple beam end rotation, this duc-
tility check can be omitted.
This completes the calculations for the design shown in Fig. 2.57.

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