Design Codes
Table of contents
General Information
The Eurocode 3 and AISC 36016 implementation has been reworked and the interface in Fillet/Butt Weld Strength result is updated in the 2021R1 release. When selecting “Eurocode 3” (or “AISC 36016”) in the Weld code field additional properties are displayed.
Weld Evaluation Properties
The used Engineering Data material name of the selected Add Fillet Weld is matched with the Material for the selected Weld Code.
Weld Evaluation  

Weld code  “Weld Code” (Default “Eurocode 3”) (i) 
Material  Select material class. (Sets F_{u}, α_{w}, β_{w} and γ_{M2}) (Default “S235”) 
Factor Aw  Correlation factor α_{w} > 0 (Default 1.0) 
Factor Bw  Correlation factor β_{w} > 0 (Default 0.8) 
Safety factor M2  Partial safety factor γ_{M2} > 0 (Default 1.25) 
Weld Strength Fu  Nominal ultimate tensile strength f_{u} > 0 (Default 360 MPa) 
(i) Weld Code
The available Weld Codes and default Weld Code are defined in the Weld Code Editor or the preference file.
Currently available codes are:
 Eurocode 3 (Default)
 Eurocode 3 Simplified
 AWS Groove Complete Penetration
 AWS Groove Partial Penetration
 AWS Fillet
 DNV Fatigue (2.3.4) (Used for Structural Stress Fatigue)
Weld Stress
The strength evaluation is based on the “Directional Method” where nominal stress components are derived from the weld section forces and moments based on the selected Result averaging to create a uniform or smooth stress distribution.
In addition to the stress components in the figure above (used by Eurocode 3) the additional components are also available to use.
 σ_{b} = M_{Y}/W bending stress (around weld axis), W = L·a^{2}/6 (L: local weld length, a: throat thickness)
 σ_{s} = σ_{﬩} + σ_{b} structural stress (normal plus bending stress)
 τ_{tot} = sqrt(τ_{‖}^{2} + τ_{﬩}^{2}) total shear stress in the plane
 σ_{eqv} = f(σ, τ) equivalent stress (function of stress components defined in the selected Weld code)
 Φ = Angle between weld total force, F_{sum}, and the red weld axis (in radians). Can be used to define f_{Rd}
For each weld stress component a corresponding Weld Design Resistance can be defined.
Validity of the result
Please pay attention to chapter 2 “Basis of design” in Eurocode 3.
It is the user’s responsibility to ensure that the FEmodel, chosen method, input values and results obtained by this application is suitable for his/her intended purpose, e.g. to evaluate according to a selected joint category and to apply load safety factors according to use case, e.g. operational vs. ultimate limit.
For user defined weld codes, it is also the user’s responsibility to verify the validity of the method, e.g. by using test and verification models together with hand calculation.
Verification models for strength and fatigue are included in the Downloads section under “Demo and verification models” where the different codes and methods are tested and compared with the expected values. Solve the model and click Weld Report to get the verification report.
Eurocode 3
Reference to sections and equations from Eurocode 3 are shown in brackets or italics.
The “Eurocode 3” uses “Directional method” (4.5.3.2).
To acheive a uniform distribution of stress in the weld seam the Result averaging is set to “Floating” with a floating factor of “6”. This value is based on that the minimum length according to Eurocode 3 for a load carrying weld is 6·a (or 30 mm).
The “Eurocode 3 Simplified” uses “Simplified method for design resistance of fillet weld” (4.5.3.3).
In Eurocode 3 simplified it is stated that: “design resistance of a fillet weld may be assumed to be adequate if, at every point along its length, the resultant of all the forces per unit length transmitted by the weld satisfy the following criterion.”
To achieve a stress “at every point” in the weld seam the Result averaging is set to “Floating” with a floating factor of “2”.
General Eurocode 3 recommendations
 Weldable structural steels conforming to EN 199311.
 The plate thickness must be larger than or equal to 4 mm.
 The weld filler material yield and ultimate limit must be equal or better than the base material.
 Load carrying fillet welds must be longer than 30 mm or 6 times the throat thickness (avalue).
 Quality level C according to EN ISO 25817 is usually required.
 Lamellar tearing should be avoided (EN 1993110), see Lamellar Strength result.
 The angle between the plates in a fillet weld must be in the range of 60° – 120°.
Material
The Material is defined in the Weld Settings Weld Code Editor or the preference file.
The values are from: “Table 4.1: Correlation factor β_{w} for fillet welds”.
The yield strength, f_{y}, and factor α_{w} is not used by Eurocode 3.
The partial safety factor γ_{M2} is 1.25 for welds (Table 2.1).
Material  f_{u} [MPa]  α_{w}  β_{w}  γ_{M2} 

S235  360  (1.0)  0.80  1.25 
S275  410  (1.0)  0.85  1.25 
S355  470  (1.0)  0.90  1.25 
S420  520  (1.0)  1.00  1.25 
S460  540  (1.0)  1.00  1.25 
Weld Design Resistance
Eurocode 3
 Equivalent stress resistance: f_{eqv.Rd} = f_{u}/(β_{w}·γ_{M2})
 Normal stress resistance: f_{n.Rd} = 0.9·f_{u}/γ_{M2}
Eurocode 3 Simplified
 Equivalent stress resistance: f_{eqv.Rd} = (f_{u}/sqrt(3))/(β_{w}·γ_{M2})
Weld Design Stress
The used Load Factor, γ_{L}, is to be defined and verified by the user depending on application and use case. If the applied loads in the model include the Load Factor then “Scale Factor Value = 1.0” should be used. If the loads are applied with nominal values then set the recommended γ_{L} as the “Scale Factor Value” in the weld result object.
Eurocode 3
 Design Equivalent stress, σ_{eqv} = sqrt(σ_{﬩}^{2} + 3·(τ_{﬩}^{2} + τ_{‖}^{2}))
 Design Normal stress, σ_{﬩} = abs(σ_{﬩})
It is not directly stated if the absolute value or only the positive (tension) value of the normal stress should be considered in the equation above when calculating the weld utilization factor, Wuf. The default behavior for the app has always been to use Stress Type = “Absolute Stress”. The Stress Type used is now shown as a readonly property in the weld strength result details. The default value and read only status can med modified in the Weld Code Editor (or the preference file) for each weld code, see more in the section for “Wuf calculation”.
Eurocode 3 Simplified
 Design Equivalent stress, σ_{eqv} = sqrt(σ_{﬩}^{2} + τ_{﬩}^{2} + τ_{‖}^{2})
Eurocode 3 SN Curves
All Eurocode 3 SN curves uses N_{cutoff} = 1e8.
The Eurocode 3 SN curves are defined in the FAT Class Editor or the preference file.
 Figure 7.1: Fatigue strength curves for direct stress ranges, Constant amplitude.
Slope m_{2} = 1e6 is used from knee point at N_{c} = 5e5 up to N = 1e8.

Figure 7.1: Fatigue strength curves for direct stress ranges, Variable amplitude.

Figure 7.2: Fatigue strength curves for shear stress ranges.
Eurocode 9 SN Curves
All Eurocode 9 SN curves uses N_{cutoff} = 1e8.
The FAT Class base name is printed in between brackets.

Table I.1: Fatigue strength curves for plain material. (EC9 Table I.1*)

Table I.2: Fatigue strength curves for bolted joints. (EC9 Table I.2*)

Table J.1/Figure J.1: Fatigue strength curves for plain members. (EC9 Table J.1*)
Table J.3/Figure J.2 Fatigue strength curves for members with welded attachments, transverse weld toe. (EC9 Table J.3*)

Table J.5/Figure J.3 Fatigue strength curves for members with longitudinal welds. (EC9 Table J.5*)

Table J.7/Figure J.4 Fatigue strength curves for butt welded joints between members. (EC9 Table J.7*)

Table J.9/Figure J.5 Fatigue strength curves for fillet welded joints between members. (EC9 Table J.9*)

Table J.11/Figure J.6 Fatigue strength curves for crossing welds on builtup beams. (EC9 Table J.11*)

Table J.13/Figure J.7 Fatigue strength curves for attachments on on builtup beams. (EC9 Table J.13*)
AISC 36016
The method is based on AWS D1.1/AISC 36016 Table J2.5 and defines the weld capacity for butt (groove) welds and fillet welds.
The base metal shear strength, is assumed to be 60% (α_{v}) of the ultimate strength, F_{u}.
The design strength, φ·R_{n} (LRFD) and the allowable strength, R_{n}/Ω (ASD) of welded joints shall be the lower value of the base material strength, R_{n} = F_{nBM}·A_{BM} (J22), and the weld material strength, R_{n} = F_{nw}·A_{we} (J23).
It is assumed that the weld nominal strength, F_{nw}, is equal or lower than the base material nominal strength, F_{nBM}. It is also assumed that the weld effective area, A_{we} is equal or lower than the base material cross section area, A_{BM}. With these assumptions it is only necessary to evaluate the weld. If this is not the case you also need to evaluate the base material.
Material Class
The Material defined in the Weld Settings Weld Code Editor or the preference file is used to select if “Allowable Strength Design” (ASD) or “Load and Resistance Factor Design” (LRFD) is used to calculate the design strength, F_{Rd}. The factors φ and Ω for each weld type are converted to β_{w} and γ_{M2}.
F_{Rd} = α_{w}·F_{u}/(β_{w}·γ_{M2})
where
F_{u} = F_{EXX} = electrode minimum strength
α_{w} = Shear strength factor
β_{w} = Correlation factor (used to scale γ_{M2} for “Grove Partial”)
γ_{M2} = Joint resistance partial safety factor = Ω (ASD) or = 1/φ (LRFD)
γ_{L} = Load factor
The resulting design resistance differ between ASD and LRFD. In ASD all safety factors are applied on the material resulting in an “allowable strength” value and loads are taken with their nominal value. In LRDF material safety factors are applied on the material resulting in a “design strength” value in combination with a load factor, γ_{L} (similar to Eurocode 3). The LRDF method is designed to give the same Wuf as ASD by using γ_{L} = φ·Ω = 0.75·2.0 = 1.5.
Material  f_{u} [MPa]  α_{w}  β_{w}  γ_{M2}  γ_{L} 

Groove Complete (ASD)  360  0.60  1.0  2.0  1.0 
Groove Complete (LRFD)  360  0.60  1.0  1.3333  1.5 
Groove Partial (ASD)  360  0.60  0.94  2.0  1.0 
Groove Partial (LRFD)  360  0.60  0.9375  1.3333  1.5 
Fillet (ASD)  360  0.60  1.0  2.0  1.0 
Fillet (LRFD)  360  0.60  1.0  1.3333  1.5 
Weld Design Resistance
Groove welds, Complete Joint Penetration
Strength of the joint is controlled by the base metal (φ = 0.75, Ω = 2.00).
 Tension and compression stress normal to weld axis:
ASD: F_{n.Rd} = F_{nw}/Ω = F_{nBM}/2.0 = F_{u}/γ_{M2}
LRFD: F_{n.Rd} = φ·F_{nw} = 0.75·F_{nBM} = F_{u}/γ_{M2}  Shear stress:
ASD: F_{v.Rd} = F_{vw}/Ω = F_{vBM}/2.0 = α_{v}·F_{u}/γ_{M2}
LRFD: F_{v.Rd} = φ·F_{vw} = 0.75·F_{vBM} = α_{v}·F_{u}/γ_{M2}
Groove welds, Partial Joint Penetration
Strength of the joint is controlled by the weld metal.

Tension (and compression) stress normal to weld axis (φ = 0.80, Ω = 1.88):
ASD: F_{n.Rd} = F_{nw}/Ω = 0.60·F_{EXX}/1.88 = α_{v}·F_{u}/(β_{w}·γ_{M2})
LRFD: F_{n.Rd} = φ·F_{nw} = 0.80·0.60·F_{EXX} = α_{v}·F_{u}/(β_{w}·γ_{M2}) 
Shear stress (φ = 0.75, Ω = 2.00):
ASD: F_{v.Rd} = F_{vw}/Ω = 0.60·F_{EXX}/2.00 = α_{v}·F_{u}/γ_{M2}
LRFD: F_{v.Rd} = φ·F_{vw} = 0.75·0.60·F_{EXX} = α_{v}·_F_{u}/γ_{M2}
Fillet welds
For fillet welds loaded inplane through the center of gravity the available strength is permitted to be determined accounting for a directional strength increase if strain compatibility of the various weld elements is considered.
 Equivalent stress through the center of gravity (φ = 0.75, Ω = 2.00).
F_{nw} = 0.60·F_{EXX}·(1 + 0.5·sin^{1.5}Θ) (J25)
where Θ = angle of loading measured from the weld longitudinal axis.
For each weld the available design resistance is evaluated as a function of the weld strength, F_{u}, and the load angle, Θ.
f(F_{u}, Θ) = F_{u}·(1 + 0.5·sin^{1.5}Θ)
ASD: F_{eqv.Rd} = F_{nw}/Ω = 0.60·f(F_{u}, Θ)/2.00 = α_{v}·f(F_{u}, Θ)/γ_{M2}
LRFD: F_{eqv.Rd} = φ·F_{nw} = 0.75·0.60·f(F_{u}, Θ) = α_{v}·f(F_{u}, Θ)/γ_{M2}
Weld Design Stress
The used Load Factor, γ_{L}, is to be defined and verified by the user depending on application and use case. If the applied loads in the model include the Load Factor then “Scale Factor Value = 1.0” should be used.
ASD: γ_{L} = 1.0, LRFD: γ_{L} = 1.5
 Design Normal stress, σ_{﬩} = γ_{L}·abs(σ_{﬩}) ≤ F_{n.Rd}
 Design shear stress, τ_{tot} = γ_{L}·sqrt(τ_{﬩}^{2} + τ_{‖}^{2}) ≤ F_{v.Rd}
 Design Equivalent stress, σ_{eqv} = γ_{L}·sqrt(σ_{﬩}^{2} + τ_{﬩}^{2} + τ_{‖}^{2}) ≤ F_{eqv.Rd}
The “Design Equivalent stress” is calculated as the vector sum of the weld section stresses.
DNVRPC203
DNVRPC203 SN Curves
DNV does not specify a cutoff limit, N_{cutoff} = 1e10 cycles is used.
The FAT Class base name is printed in between brackets.

DNV Table 21 SN curves in air. (DNV T.21*)

DNV Table 22 SN curves in seawater with cathodic protection. (DNV T.22*)

DNV Table 23 SN curves in seawater for free corrosion. (DNV T.23*)
IIW Recommendations for fatigue
IIW does not specify a cutoff limit, N_{cutoff} = 1e10 cycles is used.
The FAT Class base name is printed in between brackets.
IIW SN Curves  Nominal & HotSpot Method (Steel)

Fatigue resistance SN curves for steel, normal stress, very high cycles application, Fig 3.2. (IIW FAT* steel vari)

Modified resistance SN curves of steel for PalmgrenMiner summation, Fig 4.1. (IIW FAT* steel)
In the preference file there are also SN curves defined for “Standard application” Fig. 3.1. These curves are deactivated by default but can be activated by the user by editing the preference file.
IIW SN curves – Nominal & HotSpot Method (Aluminum)

Fatigue resistance SN curves for aluminum, normal stress, Fig 3.3. (IIW FAT* aluminum)

Modified resistance SN curves of aluminum for PalmgrenMiner summation, Fig 4.2. (IIW FAT* alu vari)
IIW SN curves – Effective Notch
 Fatigue resistance SN curves of steel, aluminum and magnesium. (IIW FAT* R1), (IIW FAT* R0.05)
User
In the Weld Strength preference file “weldStrengthPref.py” in the app installation folder there is an example for defining a “User” weld code.
For more information about defining a “User” code see the Weld Strength Code definition section.
Weld Design Resistance
 Equivalent stress resistance: f_{eqv.Rd} = f_{u}/γ_{M2}
Weld Design Stress
 Design Equivalent stress, σ_{eqv} = sqrt(σ_{﬩}^{2} + 3·(τ_{﬩}^{2} + τ_{‖}^{2}))