Applied Loads and Stability of Steel and Steel-Concrete Composite Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 202

5 f y
g M6 , ser

2 :

f h , Ed ¼ ð 3 : 124 Þ

where d is the diameter of the pin, d 0 is the diameter of the pin hole, and F Ed,
ser is the design value of the force to be transferred in the bearing, under the
characteristic load combination for serviceability limit states.

3.10.3 Design of Welded Joints
The design of welded joints is also covered by EC3 (BS EN 1993-1-8)
[2.13]. The code provides rules applicable to weldable structural steels con-
forming to EC3 (BS EN 1993-1-1) [2.11] and to material thicknesses of
4 mm and over. The rules also apply to joints in which the mechanical prop-
erties of the weld metal are compatible with those of the parent metal. For
stud welding, reference should be made to EC4 (BS EN 1994-1-1) [2.37].
Welds subject to fatigue shall also satisfy the principles given in EC3 (BS EN
1993-1- 9) [ 3.10 ] . EC3 (BS EN 1993-1-8) requires that lamellar tearing
should be avoided, with guidance on lamellar tearing given in EC3 (BS
EN 1993-1-10) [2.16]. Also, the specified yield strength, ultimate tensile
strength, elongation at failure, and minimum Charpy V-notch energy value
of the filler metal should be equivalent to or better than that specified for the
parent material. Generally, EC3 (BS EN 1993-1-8) [2.13] recommends to
use electrodes that are overmatched with regard to the steel grades being
used. This code covers the design of fillet welds, fillet welds all round, butt
welds, plug welds, and flare groove welds. Butt welds may be either full pen-
etration butt welds or partial penetration butt welds. Both fillet welds all
round and plug welds may be either in circular holes or in elongated holes.
According to EC3 (BS EN 1993-1-8) [2.13], fillet welds may be used for
connecting parts where the fusion faces form an angle between 60 and
120 . Angles smaller than 60 are also permitted. However, in such cases,
the weld should be considered to be a partial penetration butt weld. For
angles greater than 120 , the resistance of fillet welds should be determined
by testing. Fillet welds finishing at the ends or sides of parts should be
returned continuously, full size, around the corner for a distance of at least
twice the leg length of the weld, unless access or the configuration of the
joint renders this impracticable. End returns should be indicated on the
drawings. Intermittent fillet welds should not be used in corrosive condi-
tions. In an intermittent fillet weld, the gaps ( L 1 or L 2 ) between the
ends of each length of weld L w should fulfill the requirement given in