**Analysis And Design Of Fillet Welds**

** ASSUMPTIONS IN THE ANALYSIS OF WELDED JOINTS**

The following assumptions are made in the analysis of welded joints.

� Welds connecting various parts are homogeneous, isotropic and elastic.

� The parts connected by welds are rigid and their deformations are therefore neglected.

� Only stresses due to external loads are to be considered. Effects of residual stresses, stress concentrations and shape of welds are neglected.

** ANALYSIS AND DESIGN OF FILLET WELDS**

Fillet welds are provided for connecting two members which are overlapping each other. Shear stresses are usually the type of stress in the case of fillet welded connection. Direct stresses to which the connections are subjected to are usually of lesser importance. Concave fillet weld was favoured because it offers a smoother path for the flow of stress. But concave fillet weld up on cooling shrinks and cause tension to the surface which may cause cracks in the joint. On the other hand, shrinkage of weld will cause compression in the case of convex fillet weld. Concave fillet welds are more suitable under alternating stresses.

**1. Size of Fillet weld**

Cl.10.5.2.1 of IS800-2007 specifies the size of normal fillets shall be taken as the minimum weld leg size. For deep penetration welds, where the depth of penetration beyond the root run is a minimum of 2.4 mm, the size of the fillet should be taken as the minimum leg size plus 2.4 mm. Figure 23 shows the leg length of fillet weld for various cases.

Cl.10.5.2.3 of IS800-2007 restricts minimum size of fillet welds to be 3 mm. The minimum size of the first run or of a single run fillet weld shall be as given in Table 21 of IS800-2007, to avoid the risk of cracking in the absence of preheating. Table 21 if IS800-2007 is reproduced for ready reference as Table 6.

As per Cl.10.5.8.3 of IS800-2007, where the size specified for a fillet weld is such that the parent metal will not project beyond the weld, no melting of the outer cover or covers shall be allowed to occur to such an extent as to reduce the throat thickness (see Fig. 18 of IS800:2007). The figure is reproduced here as Figure 25.

Cl.10.5.8.5 of IS800-2007 specifies for end fillet weld, normal to the direction of force shall be of unequal size with a throat thickness not less than 0.5t, where t is the thickness of the part, as shown

in Fig. 19 of IS800-2007. The difference in thickness of the welds shall be negotiated at a uniform slope. Fig. 19 of IS800-2007 is reproduced here as Figure 26.

**Table 6 Minimum size of first run or of a single run fillet weld**

**SN Thickness of thicker part (mm) **

** Over Up to and including – Minimum size (mm)**

1 – 10 3

2 10 20 5

3 20 32 6

4 32 50 8 of 1st run, 10 for minimum weld size

Cl.10.5.8 of IS800-2007 specifies the maximum size of fillet weld applied to the edge of a plate

or section. Cl.10.5.8.1 specifies where a fillet weld is applied to the square edge; the specified size of the weld should generally beat least 1.5 mm less than the edge thickness (see Fig. 17A of IS800:2007). This figure is reproduced here as Figure 24(a).

Cl.10.5.8.2 of IS800-2007 gives the specification where the fillet weld is applied to the rounded toe of a rolled section; the specified size of the weld should generally not exceed 3/4 of the thickness of the section at the toe (see Fig. 17B of IS800:2007). This figure is reproduced here as Figure 24(b).

**2. Effective throat thickness of fillet welds**

Cl.10.5.3 of IS800-2007 gives the specification for Effective Throat Thickness. Cl.10.5.3.1 specifies the effective throat thickness of a fillet weld not to be less than 3 mm and shall generally not exceed 0.7t, or 1.0t under special circumstances, where t is the thickness of the thinner plate of elements being welded. Further, Cl.10.5.3.2 of the code specifies the effective throat thickness. For the purpose of stress calculation in fillet welds joining faces inclined to each other, the effective throat thickness shall be taken as K times the fillet size, where K is a constant, depending upon the angle between fusion faces, as given in Table 22 of IS800-2007. Table 22 of IS800-2007 is reproduced here as Table 7 for ready reference.

**Table 7 Values of K for different angles **

Angle between fusion faces in degrees 60-90 91-100 101-106 107-113 114-120

Constant, K 0.70 0.65 0.60 0.55 0.50

**3. Effective length of fillet welds**

Effective Length of Weld is considered in accordance with Cl.10.5.4 of IS800-2007. As per Cl.10.5.4.1, the effective length of fillet weld shall be taken as only that length which is of the specified size and required throat thickness. In practice the actual length of weld is made of the effective length shown in drawing plus two times the weld size, but not less than four times the size of the weld. So the effective length of the weld is considered as actual length minus twice the weld size. As per Cl.10.5.1.1, Fillet welds terminating at the ends or sides of parts should be returned continuously around the corners for a distance of not less than twice the size of the weld, unless it is impractical to do so. This is particularly important on the tension end of parts carrying bending loads.

**4. Effective area of fillet welds**

The effective area of fillet welds is obtained as the product of effective throat thickness and effective length.

**5. Design strength of fillet welds**

Cl.10.5.7.1.1 of IS800-200 deals with the strength of fillet welds. As detailed in this clause of the code, fillet welds shall be designed based on the throat area (effective area). The code specifies the design stress in the weld fwd= fwn/rmw where and fwm is partial safety factor of the material of the weld given by Table 5 of IS800-2007 and is the nominal stress of the material given by f_{wn}=T_{dw}=L_{w}t_{t} . l_{u}/3^{1/2}.r_{mw} is the ultimate stress of the material. Hence the design capacity of fillet welds effective length of the weld is and ??is the throat thickness.

**6. Long joints**

When the length of the welded joint, l_{j} of a splice or end connection in a compression or tension element is greater than 150 t_{t} the design capacity of weld, f_{wd} shall be reduced by the factor ???1

**7. Fillet weld subjected to individual stresses**

Cl.10.5.9 of IS800:2007 specifies the Stresses Due to Individual Forces. When subjected to either compressive or tensile or shear force alone, the stress in the weld is given by F_{U}/(3r_{mv})^{1/2}

**8. Fillet welds subjected to combination of stresses**

As per Cl.10.5.10.1.1, when subjected to a combination of normal and shear stress, the

equivalent stress f_{e} shall satisfy the condition fa =(f_{a}^{2 }+3q^{2})^{1/2} <=F_{U}/(3r_{mv})^{1/2}

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