Civil Engineering Reference
In-Depth Information
240 kN
240 kN
Case of loading 1
17.3 kN/m
A
B
a
23.7
23.1
0.3 0.9
48 m
Y
A
= 652.2 kN
Y
B
= 658.2 kN
Figure 4.111 The critical case of loading for the maximum bending moment acting
on an intermediate composite plate girder.
240 kN
240 kN
Case of loading 1
17.3 kN/m
A
B
46.8
1.2
48 m
Y
A
= 889.2 kN
Y
B
= 421.2 kN
Figure 4.112 The critical case of loading for the maximum shearing force acting on an
intermediate composite plate girder.
Bending Moment Due to Dead and Live Loads with Dynamic Effect
Added (M
Ed
)
M
Ed
¼M
D
:
L
:
g
g
+
M
L
:
L
:
g
q
¼
9165
:
6
1
:
3 + 10794
:
2
1
:
35
¼
26223
:
26 kNm
It should be noted that, according to EC0 (BS EN 1990) [3.4], the per-
manent actions of steel self-weight and superimposed load should be
multiplied by 1.2, while the permanent actions of concrete weight should
be multiplied by 1.35. Therefore, the total dead load is calibrated and
multiplied by 1.3. On the other hand, variable actions comprising road traffic
actions are multiplied by 1.35.
Shearing Force Due to Dead and Live Loads with Dynamic Effect Added (Q
Ed
)
Q
Ed
¼Q
D
:
L
:
g
g
+
Q
L
:
L
:
g
q
¼
763
:
8
1
:
:
2
1
:
35
¼
2193
:
3 + 889
36 kN
Design Bending Moment (M
Ed
) and Shear Force (Q
Ed
)
M
Ed
¼
26223
26 kNm
Q
Ed
¼
2193
:
36 kN
:
Search WWH ::
Custom Search