Civil Engineering Reference
In-Depth Information
P
P
/2
P
/2
e
0.5"
9"
0.5"
3", typ.
21"
15"
y
4"
4.5"
Side elevation
End section
FIGURE E9.5
is 20 ft long and frames into the web of a plate girder with a single-shear
connection. The allowable shear stress on the high-strength bolts is 17.0 ksi.
The shear force is developed from a routine analysis considering a simply
supported beam with complete connection flexibility.
P
=
1.25
(
80
)
=
100 kips (AREMA recommendation for flexible connection
design)
The angle thickness should be based on the requirement for transmitting
shear or minimum element thickness recommended by AREMA (2008). In this
example the angle thickness is 1/2 in.
Bolt configuration to allow deformation:
Lt
a
8
≥
20
(
12
)(
0.5
)
8
g
≥
=
3.87
≤
4.50 in. OK
7 in. OK
therefore, flexible connection (neglect end bending effects).
h
g
=
9 in.
≥
h/
3
≥
Shear stress on the bolts:
P
n
s
n
b
A
b
100
10
(
0.60
)(
1
)
17.0 ksi OK (single-shear connection,
use five bolts in double-shear connection)
τ =
=
=
16.7 ksi
≤
check bearing stress
100
10
(
0.50
)(
1.00
)
σ
bc
=
=
20.0
≤
f
B
ksi (both angles and beam web are 0.5 in.
thick)
(
1.5
)(
65
)
2
(
7
/
8
)
l
e
F
u
2
d
b
f
B
=
=
=
55.7 ksi, assuming a minimum loaded edge distance
of 1.5 in., OK
or
f
B
=
1.2
F
u
=
1.2
(
65
)
=
78 ksi.
