Local buckling of thin-plate elements - The Behaviour and Design of Steel Structures to EC3 - page 147

If the flange contribution is considered and M Ed = 0,
2 × ( 15 ε t f ) + t w = 2 × ( 15 × 0.814 × 20 ) + 10 EC3-1-5 5.4(1)

= 498 mm > 400 mm and so b f = 400 mm. EC3-1-5 5.4(1)

0.25 + 1.6 × 400 × 20 2 × 345
10 × 1500 2 × 355

c = 1800 ×

= 469.9 mm

EC3-1-5 5.4(1)
V bf , Rd = ( 400 × 20 2 × 345 × 1.0 )/( 469.9 × 1.0 ) N = 117 kN
EC3-1-5 5.4(1)

V b , Rd = 1734 + 117 = 1851 kN. EC3-1-5 5.2(1)

4.9.7 Anchor panel in a stiffened plate girder web

Problem. Determine the shear elastic buckling resistance of the end anchor panel
of the welded stiffened plate girder of Section 4.9.6 if the width of the panel is
1800 mm.
Solution.
t w = 10 mm, f yw = 355 N / mm 2 EN10025-2

Using λ w = 1.73 (Section 4.9.6), the shear elastic buckling resistance of the end
panel is
V p , Rd = ( 1 / 1.73 2 ) × 355 × 1500 × 10 /( 10 3 × √ 3 × 1.0 ) N = 1027 kN.
EC3-1-5 9.3.3(3)

4.9.8 Example 8 - intermediate transverse stiffener

Problem. Check the adequacy of a pair of intermediate transverse web stiffeners
100 × 16 of S460 steel for the plate girder of Section 4.9.6.
Solution.
Using V Ed = 1734 kN (Section 4.9.6) and V p , Rd = 1027 kN (Section 4.9.7),
the stiffener section must resist an axial force of

N Ed , s = 1734 − 1027 = 706.4 kN. EC3-1-5 9.3.3(3)

The stiffener section consists of the two stiffener plates and a length of the web
defined in Figure 9.1 of EC3-1-5. For the stiffener plates,
t p = 16 mm, f yp = 460 N / mm 2 EN10025-2

ε = √ ( 235 / 460 ) = 0.715 T5.2

c p /( t p ε) = 100 /( 16 × 0.715 ) = 8.74 < 9 T5.1

and so the plates are fully effective and the stiffener section is Class 1.