STEEL RAILWAY BRIDGE DESIGN
1. Static calculations
1.1 Loads
1.1.1 Dead loads
Self-weight of the orthotropic deck
γf
1.2
:=
go1
12 3483.75
⋅
mm
2
2 3507.16
⋅
mm
2
+
110102.24mm
2
+
2 12000
⋅
mm
2
+
2 26055.47
⋅
mm
2
+
(
)
78.5
kN
m
3
18.45
kN
m
⋅
=
:=
go2
2293324.71mm
2
8
⋅
mm
81769.42mm
2
150
⋅
mm
+
(
)
78.5
⋅
kN
m
3
1
m
⋅
2.403
kN
m
⋅
=
:=
go3
256849.25mm
2
8
⋅
mm 78.5
⋅
kN
m
3
12
m
⋅
1.936
kN
m
⋅
=
:=
go4
0.22
kN
m
2.486
⋅
m
1
m
⋅
0.547
kN
m
⋅
=
:=
gok
go1 go2
+
go3
+
go4
+
23.34
kN
m
⋅
=
:=
god
γf gok
⋅
28
kN
m
⋅
=
:=
Additional loads
γf
1.5
:=
- waterproofing
g2k
1cm 9.9
⋅
m 14
⋅
kN
m
3
:=
g2
g2k γf
⋅
2.079
kN
m
⋅
=
:=
- concrete sleepers
g3k
5.1
kN
m
:=
g3
g3k γf
⋅
7.65
kN
m
⋅
=
:=
- rail train
g4k
1.2
kN
m
:=
g4
g4k γf
⋅
1.8
kN
m
⋅
=
:=
- concrete curb
g5k
0.02m
2
24
⋅
kN
m
3
0.48
kN
m
⋅
=
:=
g5
g5k γf
⋅
0.72
kN
m
⋅
=
:=
- railing
g6k
1
kN
m
:=
g6
g6k γf
⋅
1.5
kN
m
⋅
=
:=
∆gk
gok g2k
+
g3k
+
g4k
+
g5k
+
g6k
+
32.5
kN
m
⋅
=
:=
∆gd
god g2
+
g3
+
g4
+
g5
+
g6
+
41.75
kN
m
⋅
=
:=
1.1.2 Live loads
- pedestrian load for service pathway
qt
1.5
kN
m
2
:=
F0
0.75m
:=
qztk
qt F0
⋅
1.125
kN
m
⋅
=
:=
qzt
γf qztk
⋅
1.688
kN
m
⋅
=
:=
- railway load
k
1
:=
αk
1.10
:=
γf
1.3
:=
Assumed load class +1
locomotive design loads:
Pl
αk 156
⋅
kN
m
171.6
kN
m
⋅
=
:=
a
6.4m
:=
wagons design load:
Pw
αk 80
⋅
kN
m
88
kN
m
⋅
=
:=
- dynamic coefficient for 3.6m<L<65m
L
15.3
:=
ϕ
1.44
L
0.2
−
0.82
+
1.208
=
:=
P1d
ϕ Pl
⋅
207.29
kN
m
=
:=
Pwd
ϕ Pw
⋅
106.3
kN
m
=
:=
