Design Examples of Steel and Steel-Concrete Composite Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 395

Then, F v,Rd equals 176 kN (for bolts in single shear) and 353 kN (for
bolts in double shear):

k s nm
g M3 F p , C

F s , Rd ¼

F p , C ¼ 0 : 7 f ub A s ¼ 0 : 7 800 573 ¼ 320,880N

1 : 0 1 : 0 0 : 4

F s , Rd , ser ¼ 320,880 ¼ 116,683 : 6N :

1 : 1

Then, F s,Rd ¼ 117 kN (for bolts in single shear at serviceability limit
states) and F s,Rd ¼ 234 kN (for bolts in double shear at serviceability limit
states). At ultimate limit states, F s,Rd,ult can be calculated as follows:

1 : 0 1 : 0 0 : 4

F s , Rd , ult ¼ 320,880 ¼ 102,682N :

:

1 25

Then, F s,Rd ¼ 103 kN (for bolts in single shear at ultimate limit states)
and F s,Rd ¼ 206 kN (for bolts in double shear at ultimate limit states):

567
206 ¼ 2

N 1 ¼ : 8 taken as 3 bolts,

567
103 ¼ 5

N 2 ¼ : 5 taken as 6 bolts

4.5.11 Design of Cross Girder-Main Plate Girder Connection
The cross girder is designed as a simply supported beam on main plate
girders; therefore, once again, the connection is mainly transferring shear
forces (maximum reaction from cross girders of 1325 kN) (see Figure 4.156 ).
We can determine the required number of bolts as follows:

1325
206 ¼ 6

N 3 ¼ : 4 taken as 7 bolts,

1325
103 ¼ 13 taken as 14 bolts

N 2 ¼

4.5.12 Design of Field Splices
Figure 4.157 shows the locations of filed splices for the investigated pony
bridge. Designing the splice requires determination of size of connecting
plates as well as the number of bolts of the filed splice shown in Figure 4.158 .
The area of the flange plate equals to 54 3 ¼ 162 cm 2 ; this can be