I don't think you want to do that. The detail is just wrong.
You would be putting an eccentric load on a weld - inducing tension in the re-entrant corner of the fillet. Not a good idea in my view.

Need to weld to both sides of the joint to create a pure shear stress in each weld's throat. Or add a side stiffener plate (perpendicular to the weld shown) with fillet weld along it to to create a weld pattern (T- pattern) where shear stresses are developed on a "T" pattern and you avoid "bending" the weld along its long axis.

Check out Eng-Tips Forum's Policies here:
FAQ731-376: Eng-Tips.com Forum Policies

Hello JAE,

Thanks for your response!
Do I need to consider the bending of weld along its long axis when a CJP weld is used? If yes. would it be correct to use half of vertical plate thickness as the eccentricity value for bending moment calculation? See the attached image.

Regards,
Su

• https://files.engineering.com/getfile.aspx?folder=f92d113f-3f4a-4813-a38f-3

With a CJP weld it should behave exactly like a homogenous "T" shaped piece of steel with no eccentricity and no bending.

Check out Eng-Tips Forum's Policies here:
FAQ731-376: Eng-Tips.com Forum Policies

Thank you very much JAE!

Regards,
Su