Applied Loads and Stability of Steel and Steel-Concrete Composite Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 207

Table 3.27 Correlation Factor b w for Fillet Welds Recommended by EC3 (BS EN 1993-
1-8) [2.13]

Standard and Steel Grade

Correlation
Factor b w

EN 10025 EN 10210 EN 10219

S 235
S 235 W

S 235H S 235H 0.8

S 275
S 275 N/NL
S 275 M/ML

S 275H
S 275 NH/NLH

S 275H
S 275 NH/NLH
S 275 MH/MLH

0.85

S 355
S 355 N/NL
S 355 M/ML
S 355 W

S 355H
S 355 NH/NLH

S 355H
S 355 NH/NLH
S 355 MH/MLH

0.9

S 420 N/NL
S 420 M/ML

S 420 MH/MLH 1.0

S 460 N/NL
S 460 M/ML
S 460 Q/QL/QL1

S 460 NH/NLH S 460 NH/NLH

S 460 MH/MLH

1.0

every point along its length, the resultant of all the forces per unit length
transmitted by the weld satisfies the following criterion:
F w , Ed F w , Rd

ð 3 : 126 Þ

where F w,Ed is the design value of the weld force per unit length and F w,Rd is
the design weld resistance per unit length. Independent of the orientation of
the weld throat plane to the applied force, the design resistance per unit
length F w,Rd should be determined from
F w , Rd ¼ f vw : d a

127 Þ
where f vw.d is the design shear strength of the weld. The design shear strength
f vw.d of the weld should be determined from

ð 3 :

p
b w g M2

=

f u

f vw : d ¼ ð 3 : 128 Þ

According to EC3 (BS EN 1993-1-8) [2.13], the distribution of forces in
a welded connection may be calculated on the assumption of either elastic or
plastic behavior. It is acceptable to assume a simplified load distribution
within the welds. Residual stresses and stresses not subjected to the transfer
of load need not be included when checking the resistance of a weld.