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

=

:=

STEEL RAILWAY BRIDGE DESIGN

1.2 Influence lines:

Cross - section in a middle of span

ILTα11

0.594

−

:=

ILTα12

0.406

:=

ILTα13

0.096

−

:=

ILMα11

3.108

:=

ILMα12

0.733

−

:=

Cross - section over support

ILTα2

1

−

:=

ILMα21

1.466

−

:=

STEEL RAILWAY BRIDGE DESIGN

1.3 Load schemes:

Dead load

∆gd 41.75

kN

m

=

Railway load

P1d

207.29

kN

m

=

Pwd

106.3

kN

m

=

1.4 Bending moments:

Middle of span

Mmax

31.07m

2

7m

2

+

(

)

∆gd 1.589 10

3

×

kN m

⋅

=

:=

(dead loads)

STEEL RAILWAY BRIDGE DESIGN