Civil Engineering Reference
In-Depth Information
Check of Shear Resistance
V
b
,
Rd
¼V
bw
,
Rd
+
V
bf
,
Rd
f
yw
h
w
t
w
p
g
M1
By neglecting the flange contribution,
1
:
2
275
2700
16
V
b
,
Rd
¼V
bw
,
Rd
p
1
¼
7,482,459
:
6N
:
1
w
w
f
yw
h
w
t
w
V
bw
,
Rd
¼
p
g
M1
s
f
yw
t
cr
l
w
¼
0
:
76
,
t
cr
¼ k
t
s
E
2
mm
2
s
E
¼
190,000 16
ð
=
2700
Þ
¼
6
:
672N
=
2
k
t
¼
4+5
:
34 2700
ð
=
1500
Þ
¼
21
:
3
r
275
l
w
¼
0
:
76
¼
1
:
057
>
1
:
08
21
:
3
6
:
672
0
:
83
Then,
w
w
¼
057
¼
0
:
785
1
:
0
:
785
275
2700
16
V
bw
,
Rd
¼
p
1
¼
4,894,800N
¼
4894
:
8kN
:
1
<
7482
:
5kN
V
Ed
V
b
,
Rd
¼
3132
:
8
3
¼
8
¼
0
:
64
<
1
:
0 Then O
ð
:
K
:
Þ
4894
:
It should be noted that for this type of bridges, it is recommended that
further checks regarding the assessment of fatigue loading have to be per-
formed. However, this can be done using advanced finite element modeling
of the bridge.
4.5.4 Curtailment (Transition) of the Flange Plates of the Main
Plate Girder
The critical cross section of the main plate girder at midspan, which is sub-
jected to the maximum bending moment, was designed previously with two
flange plates. Since the main plate girder is simply supported, the bending
moment is decreased towards the supports. Therefore, we can stop the
top flange plate at a certain distance to get the most benefit from the material.
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