Design Examples of Steel and Steel-Concrete Composite Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 238

Check of Shear Resistance
V b , Rd ¼V bw , Rd + V bf , Rd

f yw h w t w

p g M1

By neglecting the flange contribution,

1 : 2 275 3000 16

V b , Rd ¼V bw , Rd

p 1

¼ 8,313,843 :

9N

: 1

w w f yw h w t w

V bw , Rd ¼

p g M1

s

f yw
t cr

l w ¼ 0

: 76 , t cr ¼ k t s E

2

404Nmm 2

s E ¼ 190,000 16 ð = 3000 Þ ¼ 5 :

2

k t ¼ 4+5 : 34 3000 ð = 1666 : 7 Þ ¼ 21 : 3

r

275

l w ¼ 0

: 76 ¼ 1 : 175 > 1 : 08

21 : 3 5 : 404

1 : 37 1 : 37

Then, w w ¼

7+ l w ¼ 175 ¼ 0

: 731

0 : 0 : 7+1 :

0 : 731 275 3000 16

V bw , Rd ¼

p 1

¼ 5,064,516 : 6N ¼ 5064 : 5kN

: 1

< 8313 : 8kN

V Ed
V b , Rd ¼

3327 : 2

3 ¼

5 ¼ 0

: 657 < 1 : 0 Then O ð : K : Þ

5064 :

It should be noted that for this type of bridges, it is recommended that
further checks regarding the assessment of fatigue loading have to be per-
formed. However, this can be done using advanced finite element modeling
of the bridge.

4.2.4 Curtailment (Transition) of the Flange Plates
of the Main Plate Girder
The critical cross section of the main plate girder at midspan, which is sub-
jected to the maximum bending moment, was designed previously with two
flange plates. Since the main plate girder is simply supported, the bending