Civil Engineering Reference
In-Depth Information
3500
S
1667
5000
S
3
S
3
1800
S
1
S
1
3000
S
7200 mm
L
= 6×5000 = 30,000 mm
Cross-section
S
-
S
Elevation
950
1800
1700
1800
950
30,000
Plan of lateral shock (nosing force) bracing
(Section
S
3
-
S
3
)
950
1800
1700
1800
950
30,000
Plan of upper wind bracing with braking
force bracing (Section
S
1
-
S
1
)
Figure 4.2 General layout of a double track open-timber floor plate girder deck railway
steel bridge (the first design example).
Assuming the stringers are simply supported by the cross girders (lateral
floor girders), we can calculate the maximum shear force and bending
moment due to dead loads on a stringer (see
Figure 4.3
) as follows:
Q
D
:
L
:
¼
g
vk
L
=
2
¼
4
:
8
5
=
2
¼
12 kN
M
D
:
L
:
¼
g
vk
L
2
8
5
2
=
8
¼
4
:
=
8
¼
15 kNm
Live Loads
Considering the axle live loads on the bridge components according to Load
Model 71, which represents the static effect of vertical loading due to normal
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