Civil Engineering Reference
In-Depth Information
g
vk
= 31.825 kN/m
A
B
48.0 m
Y
A
= 763.8 kN
Y
B
= 763.8 kN
763.8 kN
+
S.F.D.
-
763.8 kN
B.M.D.
+
9165.6 kN m
Figure 4.108 Straining actions from dead loads acting on one intermediate composite
plate girder.
Live Loads
The live loads acting on the composite highway bridge conform to Load
Model 1, which represents the static and dynamic effects of vertical loading
due to normal road traffic as specified in EC1 [3.1]. To determine the worst
cases of loading on an intermediate composite plate girder due to live loads,
we can study a lateral section through vehicles and a lateral section through
distributed loads of Load Model 1 acting on the bridge, as shown in
Figure 4.109
. From the section through vehicles, we can find that the max-
imum concentrated load transferred to the intermediate composite plate
girder is 240 kN, while from the section through distributed loads, we
can find that the maximum distributed load transferred to the composite
plate girder is 17.3 kN/m. Therefore, the load distribution transferred to
the composite plate girder in the longitudinal direction is as shown in
Figure 4.110
. From the previous analyses, we find that the worst case of
loading for the evaluation of the maximum bending moment is that the
centerline (midspan) of the composite plate girder divides the spacing
between the resultant of the concentrated live loads and the closest load,
with maximum bending moment located at the closest load (point a in
Figure 4.111
):
7
2
M
L
:
L
:
¼
652
:
2
23
:
7
17
:
3
23
:
=
2
¼
10598
:
5kNm
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