Civil Engineering Reference
In-Depth Information
:
2
16
F
3
¼
p
7
2
+0
:
73
¼
1
:
581,
F
3
1
:
0 and
2
:
0
:
:
5
0
:
Bending Moment Due to Dead and Live Loads with Dynamic Effect Added
(M
D+L+F
)
M
D+L+
F
¼M
D
:
L
:
g
g
+
FM
L
:
L
:
g
q
¼
12
:
15
1
:
2+1
:
581
221
:
875
1
:
45
¼
523
:
2kNm
It should be noted that the load factors adopted in this study are that of
the ultimate limit state. This is attributed to the fact that the finite element
models presented in
Chapters 6 and 7
can be used to analyze the bridges and
provide more accurate predictions for the deflections and other serviceabil-
ity limit state cases of loading.
Shearing Force Due to Dead and Live Loads with Dynamic Effect Added
(Q
D+L+F
)
There is only a single case of loading for live loads to produce a maximum
shear force at the supports of the stringer, which is shown in
Figure 4.131
:
Q
L
:
L
:
¼
241
:
7kN
Q
D+L+
F
¼Q
D
:
L
:
g
g
+
FQ
L
:
L
:
g
q
¼
10
:
8
1
:
2+1
:
581
241
:
7
1
:
45
¼
567 kN
Design Bending Moment (M
Ed
) and Shear Force (Q
Ed
)
M
Ed
¼M
D+L+
F
¼
523
2kNm
Q
Ed
¼Q
D+L+
F
¼
567 kN
:
125 kN
125 kN
125 kN
Case of loading 1
A
B
1.6
1.6
1.3
4.5 m
Y
B
= 133.3 kN
Figure 4.131 Cases of loading for the maximum shear force acting on a stringer.
Y
A
= 241.7 kN
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