Design Examples of Steel and Steel-Concrete Composite Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 297

l 1 ¼ 93 : 9 0 : 924 ¼ 86 : 7636

6000
176

1

l¼

1 7636 ¼ 0

: 39

: 86 :

The axial compressive force in the upper chord member U 3
( N Ed ¼ 4191.2 kN):

N Ed

N b , Rd 1

: 0

wAf y
g M1

where N b , Rd ¼

1
F +

w¼ p but w 1 : 0

l 2 F 2

h i

+ l 2

51+ a l 0

F¼ 0 : :

2

¼ 0

39 2 F¼ 0 : 51+0 : 34 0 ð : 39 0 : 2 Þ +0 : : 61

1

61 +

p

w¼ ¼ 0 : 928 but w 1 : 0

61 2 39 2

0 : 0 : 0 :

0 : 922 22,200 275

1

Then, N b , Rd ¼ ¼ 5,150,400N

: 1

N b , Rd ¼ 5150 : 4kN > N Ed ¼ 4191 : 2 kN Then O ð : K : Þ

4.3.3.17 Design of the Compression Vertical Member V 5
Let us now design the compression vertical member V 5 , shown in
Figure 4.71 , carrying a compressive design force of 1302.9 kN. To assume
a reasonable cross section for the compression vertical member, the

following parameters can be considered:

L
15 22 ¼

7500
15 22 ¼ 500 341mm, taken as 350 mm

d 1 ¼ :

It should be noted that the vertical member must be inside the gusset
plates spaced at a constant distance ( b ) of 400 mm. Let us start by assuming
the flange thickness of 14 mm and web thickness of 10 mm. To classify the
cross section chosen (see Figure 4.71 ) ,

s

235
f y

r

235
275

e ¼ ¼ ¼ 0 :

924