Single-sided fillet weld

[MacGruber22]

See attached for reference.

I have a cranky owner/contractor/detailer who likes to complain about everything - in this case, column to base plate welding. The W8x31 column is part of a single-story, one bay portal frame and resisting moment. My sketch indicates the flange force-couple. They are hell-bent on providing (3) single-sided welds [2 flanges and web]. The web is no problem, but I do not feel great about a single-sided fillet weld loaded transversely. My capacity is indicated on my detail assuming no prying/uneven stress on the weld.

An elder engineer at my firm thinks that the section will resist prying between the force couple and the weld C.G. I trust him, but I still feel uncertain. Aside from performing some rational weld stress analysis on the effective throat (FEM excluded), my gut is telling me to increase the weld size to 7/16 or 1/2 and call it a day.

Thank you.

"It is imperative Cunth doesn't get his hands on those codes."

 

[MacGruber22]

Oops..the attachment is important

"It is imperative Cunth doesn't get his hands on those codes."

 

[ASMEQC]

would beveling the beam aid in your matter.

 

[MacGruber22]

You mean to create a PJP weld?

"It is imperative Cunth doesn't get his hands on those codes."

 

[gtaw]

Double fillet welds will require 75% less volume for the same strength.

Best regards - Al

 

[MacGruber22]

gtaw - I agree; somebody else doesn't. My main objective is to justify the single-sided weld.

"It is imperative Cunth doesn't get his hands on those codes."

 

[gtaw]

A little too hasty with my response, it reduces the volume of weld by a factor of two. After all, there are two fillets.

Best regards - Al