Civil Engineering Reference
In-Depth Information
J
s
=
n
b
(x
T
+
y
T
)
2
[
(
39
2
10
2
)
+
(
33
2
10
2
)
+
(
27
2
10
2
)
+
(
21
2
10
2
)
=
4
+
+
+
+
+
(
15
2
10
2
)
+
(
9
2
10
2
)
+
(
3
2
10
2
)
+
(
39
2
6
2
)
+
(
33
2
6
2
)
+
+
+
+
+
+
(
27
2
6
2
)
+
(
21
2
6
2
)
+
(
15
2
6
2
)
+
(
9
2
6
2
)
+
(
3
2
6
2
)
+
(
39
2
2
2
)
+
+
+
+
+
+
+
(
33
2
2
2
)
+
(
27
2
2
2
)
+
(
21
2
2
2
)
+
(
15
2
2
2
)
+
(
9
2
2
2
)
+
(
3
2
2
2
)
]
+
+
+
+
+
+
53,060 bolt-in.
2
=
4
(
13,265
)
=
1674
(
12
)(
39
)
2
(
0.60
)(
53,060
)
=
τ
T
x
=
12.3 ksi,
1674
(
12
)(
10
)
2
(
0.60
)(
53,060
)
=
τ
T
y
=
3.2 ksi.
The resultant shear stress on the most highly stressed bolt is
(
8.9
(
τ + τ
T
y
)
2
2
3.2
)
2
12.3
2
f
=
+ τ
T
x
=
+
+
=
17.2 ksi,
which is considered acceptable at 1.3% overstress OK
Check bearing stress
17.2
(
0.60
)
1
(
0.5
)(
1.00
)
=
σ
bc
=
20.6
≤
f
B
ksi,
l
e
F
u
2
d
b
=
(
1.5
)(
65
)
2
(
7
/
8
)
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.
The web splice flexural stress, based on the girder web net bending
strength, is
1449
(
12
)(
40.5
)
36,097
=
=
19.5 ksi.
The interaction between flexure and shear in the web splice plates is
assessed, based on Equation 7.63 in Chapter 7, as
0.75
F
y
=
0.75
50
1.05
f
v
F
y
1.05
17.2
50
f
b
=
−
−
=
0.39
(
50
)
=
19.4 ksi,
which is considered acceptable at less than 0.5% overstress. OK
