Page 78 - 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 63

H 5 P 5 351 kips
B
r
e
5 C P 5 218 kips
H C
r
e B
V 5 P 5 313 kips
B
r

5 P 5 325 kips
V C
r
5 |V s 2 d| 5 470 kips-in
M B B
This couple is clockwise on the gusset edge. Now, introducing spe-
cial case 2, in the notation of the AISC Manual of Steel
Construction (2005), set V V 313 kips. This reduces the ver-
B B
tical force between the gusset and beam to zero, and increases
the gusset-to-column shear, V , to 313 325 638 kips and cre-
C

ates a counterclockwise couple on the gusset-to-beam edge of V
B
313 15.0 4700 kips-in. The total couple on the gusset-to-beam
edge is thus M 4700 470 4230 kips-in. It can be seen that
B
these gusset interface forces are the same as those obtained from
the simpler method.
2. Gusset-to-column connection: The loads are 638 kips shear and 218
kips axial.
a. Gusset stresses:
638
f 5 5 17.4 ksi , 1.0 3 0.6 3 36 5 21.6 ksi, ok
v
1.5 3 24.5
2/8
f 5 5 5.93 ksi , 0.9 3 36 5 32.4 ksi, ok
a
1.5 3 24.5
b. Weld of gusset to end plate: Using AISC LRFD, Table 8-4,
2
2
P u 5 2638 1 218 5 674 kips and the angle from the longi-
–1
tudinal weld axis is tan (218/638) 18.9°, so using the table for
15° with k a 0.0, c 3.84. Thus,
674
D 5 5 9.55
0.75 3 3.84 3 24.5
which indicates that a 5/8 fillet is required. No ductility factor is
used because the flexibility of the end plate will enable redistrib-
ution of nonuniform weld stresses.
(1) Check bolt capacity
The bolts are A490 SC-B-X in OVS holes. The slip-critical
strength criterion is used because slip into bearing in this build-
ing could cause excessive P- effects. Thus, from Table 7-4
r 5 18.3 3 1.43 5 26.2 kips/bolt
v

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