AISC Table 10-8 Welded Stiffened Seated Connection

[sticksandtriangles]

I am trying to recreate some of the tables for stiffened seated connections and I am getting lower values than that of table 10-8. I was hoping someone could point out where I was going wrong. The only limit state I am considering is weld capacity.

For a width of seat = 9in
Length of stiffener = 11in
Size of fillet weld = 5/16in

I get an ASD capacity of 38.3 kip, while the design manual gets 43.7 kip.

Thoughts on the differences; maybe they consider the weld to be somewhat transversely loaded at the top and increase the fillet weld capacity strength for a transversely applied load?
I am unsure on sure how to get this exact value for fillet weld increase in strength. My understanding is the fillet weld is being loaded transversely only through the shear loading, but the shear in the weld due to the moment from the eccentric load is not transverse. Maybe I ratio the (2) values and find theta from there?

If someone has done this before and could post an example on how to find theta given this condition, it would be appreciated, I do not have a ton of experience in designing welds.

Thoughts appreciated!

Thanks


S&T

 

[sbisteel]

AISC does not take the directional strength increase for these tables.

The only thing that jumps out at me is that the width of the weld is not increased by the thickness of the vertical stiffener. The weld width is always 0.2L.

Edit: The weld strength is also equal the the square root of the sum of the square in your last line, not the algebraic sum.

 

[sticksandtriangles]

That's it! Thank you!

S&T