Design Examples of Steel and Steel-Concrete Composite Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 348

2500

14,168.4 kN

250

3173.7 kN
107.3 kN
4017.8 kN

200

x 0.78

30- x 29.22

500

7656.0 kN

1740 mm

16

30 5775 kN

700 mm

Figure 4.115 Calculation of bending resistance at the critical quarter-span section of
an intermediate composite plate girder.

Check of Shear Forces

= p = p A v f y ð 1740 16 Þ 275

V pl , Rd ¼ ¼ ¼ 4,420,193 : 6N

g M0 1 : 0

¼ 4420 : 2kN > Q Ed ¼ 2193 : 36 kN Then O ð : K : Þ

Design of Shear Connection
To ensure the transfer of shear stresses at the concrete slab deck-steel plate
girder interface, the shear connection between the two components is
designed in this section. This can be conducted from the elastic analysis
of the cross section at supports shown in Figure 4.116 . The maximum shear
at supports ( Q Ed ), previously calculated, is equal to 2193.36 kN. To cal-
culate the elastic section properties, the reinforced concrete sections have
to be transformed to equivalent steel sections, as shown in Figure 4.117 ,
using the modular ratios of the two components. After the evaluation of
the elastic section properties, the shear flow at the interface can be calculated
and assessed against the shear resistances of the headed studs to determine
the spacing between rows of shear connectors. These procedures can be
performed as follows: