Civil Engineering Reference
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342.9 kN
342.9
342.9 kN 342.9 kN
A
B
1.8
1.8
1.8
1.8
0.9
0.9
Y
A
= 685.8 kN
Y
B
= 685.8 kN
9.0 m
685.8 kN
342.9
kN
+
S.F.D.
-
342.9 kN
685.8 kN
B.M.D.
+
1234.44 kN m
1234.44 kN m
1851.66
1851.66
Figure 4.135 Straining actions from live loads acting on an intermediate cross girder.
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
147
1
:
2+1
:
264
1851
:
66
1
:
45
¼
3570
:
1kNm
Shearing Force Due to Dead and Live Loads with Dynamic Effect Added
(Q
D+L+F
)
Q
D+L+
F
¼Q
D
:
L
:
g
g
+
FQ
L
:
L
:
g
q
¼
56
:
7
1
:
2+1
:
264
685
:
8
1
:
45
¼
1325 kN
Since the investigated bridge is a pony bridge, therefore, there is an addi-
tional bending moment, resulting from the flexibility of the U-frame, which
must be added to the calculated bending moment due to the dead and live
loads. The additional bending moment is equal to 1/100 the maximum force
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