4 Welded connections
(1) The provisions in this section apply to weldable structural steels conforming to EN 1993-1-1 and to material thicknesses of 4 mm and over. The provisions also apply to joints in which the mechanical properties of the weld metal are compatible with those of the parent metal, see 4.2.
For welds in thinner material reference should be made to EN 1993 part 1.3 and for welds in structural hollow sections in material thicknesses of 2,5 mm and over guidance is given section 7 of this Standard.
For stud welding reference should be made to EN 1994-1-1.
NOTE: Further guidance on stud welding can be found in EN ISO 14555 and EN ISO 13918.
(2) Welds subject to fatigue shall also satisfy the principles given in EN 1993-1-9.
(3) Quality level C according to EN ISO 25817 is usually required, if not otherwise specified. The frequency of inspection of welds should be specified in accordance with the rules in 2.8 Reference Standards: Group 7. The quality level of welds should be chosen according to EN ISO 25817. For the quality level of welds used in fatigue loaded structures, see EN 1993-1-9.
(4) Lamellar tearing shall be avoided.
(5) Guidance on lamellar tearing is given in EN 1993-1-10.
4.2 Welding consumables
(1) All welding consumables should conform to the relevant standards specified in 2.8 Reference Standards; Group 5.
(2) 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.
NOTE: Generally it is safe to use electrodes that are overmatched with regard to the steel grades being used.
4.3 Geometry and dimensions
(1) This Standard covers the design of fillet welds, fillet welds all round, butt welds, plug welds and flare groove welds. Butt welds may be either full penetration 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.
(2) The most common types of joints and welds are illustrated in EN 12345.
4.3.2 Fillet welds 220.127.116.11 General
(1) Fillet welds may be used for connecting parts where the fusion faces form an angle of between 60° and 120°.
(2) Angles smaller than 60° are also permitted. However, in such cases the weld should be considered to be a partial penetration butt weld.
(3) For angles greater than 120° the resistance of fillet welds should be determined by testing in accordance with EN 1990 Annex D: Design by testing.
(4) 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.
NOTE: In the case of intermittent welds this rule applies only to the last intermittent fillet weld at corners.
(5) End returns should be indicated on the drawings.
(6) For eccentricity of single-sided fillet welds, see 4.12.
18.104.22.168 Intermittent fillet welds
(1) Intermittent fillet welds shall not be used in corrosive conditions.
(2) In an intermittent fillet weld, the gaps (Gi or G2 ) between the ends of each length of weld Gw should fulfil the requirement given in Figure 4.1.
(3) In an intermittent fillet weld, the gap (G1 or G2) should be taken as the smaller of the distances between the ends of the welds on opposite sides and the distance between the ends of the welds on the same side.
(4) In any run of intermittent fillet weld there should always be a length of weld at each end of the part connected.
(5) In a built-up member in which plates are connected by means of intermittent fillet welds, a continuous fillet weld should be provided on each side of the plate for a length at each end equal to at least three-quarters of the width of the narrower plate concerned (see Figure 4.1).
(1) Fillet welds all round, comprising fillet welds in circular or elongated holes, may be used only to transmit shear or to prevent the buckling or separation of lapped parts.
(2) The diameter of a circular hole, or width of an elongated hole, for a fillet weld all round should not be less than four times the thickness of the part containing it.
(3) The ends of elongated holes should be semi-circular, except for those ends which extend to the edge of the part concerned.
(4) The centre to centre spacing of fillet welds all round should not exceed the value necessary to prevent local buckling, see Table 3.3.
(1) A full penetration butt weld is defined as a weld that has complete penetration and fusion of weld and parent metal throughout the thickness of the joint.
(2) A partial penetration butt weld is defined as a weld that has joint penetration which is less than the full thickness of the parent material.
(3) Intermittent butt welds should not be used.
(4) For eccentricity in single-sided partial penetration butt welds, see 4.12.
The larger of Lwe > 0,75 b and 0,75 b1 For build-up members in tension:
The smallest of L1 < 16 t and 16 t1 and 200 mm For build-up members in compression or shear:
The smallest of L2 < 12 t and 12 t1 and 0,25 b and 200 mm
Figure 4.1: Intermittent fillet welds
4.3.5 Plug welds
(1) Plug welds may be used:
- to transmit shear,
- to prevent the buckling or separation of lapped parts, and
- to inter-connect the components of built-up members but should not be used to resist externally applied tension.
(2) The diameter of a circular hole, or width of an elongated hole, for a plug weld should be at least 8 mm more than the thickness of the part containing it.
(3) The ends of elongated holes should either be semi-circular or else should have corners which are rounded to a radius of not less than the thickness of the part containing the slot, except for those ends which extend to the edge of the part concerned.
(4) The thickness of a plug weld in parent material up to 16 mm thick should be equal to the thickness of the parent material. The thickness of a plug weld in parent material over 16 mm thick should be at least half the thickness of the parent material and not less than 16 mm.
(5) The centre to centre spacing of plug welds should not exceed the value necessary to prevent local buckling, see Table 3.3.
(1) For solid bars the design throat thickness of flare groove welds, when fitted flush to the surface of the solid section of the bars, is defined in Figure 4.2. The definition of the design throat thickness of flare groove welds in rectangular hollow sections is given in 7.3.1(7).
Figure 4.2: Effective throat thickness of flare groove welds in solid sections
4.4 Welds with packings
(1) In the case of welds with packing, the packing should be trimmed flush with the edge of the part that is to be welded.
(2) Where two parts connected by welding are separated by packing having a thickness less than the leg length of weld necessary to transmit the force, the required leg length should be increased by the thickness of the packing.
(3) Where two parts connected by welding are separated by packing having a thickness equal to, or greater than, the leg length of weld necessary to transmit the force, each of the parts should be connected to the packing by a weld capable of transmitting the design force.
4.5 Design resistance of a fillet weld
(1) The effective length of a fillet weld I should be taken as the length over which the fillet is full-size. This maybe taken as the overall length of the weld reduced by twice the effective throat thickness a. Provided that the weld is full size throughout its length including starts and terminations, no reduction in effective length need be made for either the start or the termination of the weld.
(2) A fillet weld with an effective length less than 30 mm or less than 6 times its throat thickness, whichever is larger, should not be designed to carry load.
(1) The effective throat thickness, a, of a fillet weld should be taken as the height of the largest triangle (with equal or unequal legs) that can be inscribed within the fusion faces and the weld surface, measured perpendicular to the outer side of this triangle, see Figure 4.3.
(2) The effective throat thickness of a fillet weld should not be less than 3 mm.
(3) In determining the design resistance of a deep penetration fillet weld, account may be taken of its additional throat thickness, see Figure 4.4, provided that preliminary tests show that the required penetration can consistently be achieved.
Figure 4.4: Throat thickness of a deep penetration fillet weld
4.5.3 Design Resistance of fillet welds
(1) The design resistance of a fillet weld should be determined using either the Directional method given in 22.214.171.124 or the Simplified method given in 126.96.36.199.
(1) In this method, the forces transmitted by a unit length of weld are resolved into components parallel and transverse to the longitudinal axis of the weld and normal and transverse to the plane of its throat.
(2) The design throat area Aw should be taken as Aw = Yja £eff •
(3) The location of the design throat area should be assumed to be concentrated in the root.
(4) A uniform distribution of stress is assumed on the throat section of the weld, leading to the normal stresses and shear stresses shown in Figure 4.5, as follows:
normal stress perpendicular to the throat normal stress parallel to the axis of the weld shear stress (in the plane of the throat) perpendicular to the axis of the weld shear stress (in the plane of the throat) parallel to the axis of the weld.
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