Applied Loads and Stability of Steel and Steel-Concrete Composite Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 168

Flange plate tapered at splice
C

Flange plate

C

Web splice

Elevation Section C-C

Figure 3.21 Constant depth plate girder.

Full strength welds

Welded splice Bolted splice

(a)
Figure 3.22 Welded and bolted splices of plate girders.

(b)

According to EC3 [1.27,2.11], the design value of the bending moment
M Ed for rolled beams and plate girders at each cross section shall satisfy
M Ed

M c , Rd 1

: ð 3 :

33 Þ 0

where M c,Rd is the design resistance for bending about one principal axis of a
cross section considering fastener holes calculated as follows:

W pl f y
g M0

M c , Rd ¼M pl , Rd ¼ for class 1 or 2 cross sections ð 3 : 34 Þ

W el ,min f y
g M0

M c , Rd ¼M el , Rd ¼ for class 3 cross sections ð 3 : 35 Þ

W eff ,min f y
g M0

M c , Rd ¼M el , Rd ¼ ð 3 :

36 Þ

for class 4 cross sections

where W pl is the plastic section modulus, W el,min is the minimum elastic
section modulus, and W eff,min is the minimum effective section modulus.
W el,min and W eff,min corresponds to the fiber with the maximum elastic
stress. Fastener holes in the tension flange may be ignored provided that
for the tension flange,