Weld Directional Strength Increase and Strain Compatibility

[humanengr]

Section J4 of the AISC Specification for Steel Buildings (AISC 360-16) provides equation J2-5 to account for the weld directional strength increase.
This increase factor may be applied; "IF STRAIN COMPATIBILITY OF THE VARIOUS WELD ELEMENTS IS CONSIDERED."

I believe the stipulation regarding strain compatibility is due to the loss of weld deformation capacity as the strength increases.

My question: Can anyone kindly provide an example of a welded joint where lack of strain compatibility between the welded elements would disqualify use of this increase factor?
I believe I understand the theory, but I'm having trouble coming up with a practical example where this comes into play.

 

[wannabeSE]

I don't have a strong understanding of this. For some basic information, see AISC's Steel Construction Manual 13th or 14th edition Part 8 on Design Considerations for Welds. Look at figure 8-5. In a weld group, the transversely loaded weld will fracture before the longitudinally loaded weld obtains its full strength.

 

[humanengr]

wannabeSE (don't we all?):
Thanks for the response. I suppose a tension member welded along the sides and the end would be a good example.
The load is 90 deg. to the axis of the load along the end, but the strength increase could not be used
due to the welds along the sides.