Design Examples of Steel and Steel-Concrete Composite Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 351

0 25 2

p

29 ad 2

p

0 : f ck E cm 0 : 29 1 : 40 35,000

P Rd ¼ ¼ ¼ 171,566 : 3N

g v 1 : 25

¼ 171 : 6kN

Then, P Rd ¼ 135.1 kN.
Hence, the spacing between headed stud rows in the longitudinal
direction can be calculated as follows:
P Rd ¼ Force per one headed stud ¼S 560 : 75N

1 10 3 135 : ¼S 560 : 75

Then, S¼ 240.9 mm, taken as 240 mm < 416 mm (Then O.K.).

4.4.3 Design of Wind Bracings
Wind forces acting on the composite plate girder bridge (see Figure 4.118 )
are transmitted to the bearings by systems of cross and lower wind bracings.
Wind forces applied to this bridge can be sufficiently estimated using the
design rules specified in EC1 [3.2] as follows. The design rules specify a
height of 2 m on top of the concrete slab deck to be used in the calculation
of the area subjected to wind forces:

1

2 rv b CA ref , x
v b ¼ c dir c season v b , 0 ¼ 1

F w ¼

: 0 1 : 0 26 ¼ 26m = s

25m 2

A ref , x ¼ 4 :

25 49 ¼ 208

:

F w

R A

R B

48,000

B

A

Fsin a

a

2500

q WL = 8.87 kN/m

Figure 4.118 Loads on the lower wind bracing.