steel connection 6

[wrxsti]

In AISC Design Example K.1 - Welded bolted wide tee to hss column

Wide Tee welded to column and bolted into a W section.

For bolt capacity they use eccentricity

The configuration resembles a conventional configuration for single shear plates

however for conventional configuration on single shear plates eccentricity can be ignored.

 

[wrxsti]

If the single shear plate connected to column/girder is ' conventional '

but instead of the connecting member being web of a wide flange, tee or whatever

its now a tongue extended from a cap plate of a hss

can i still use the conventional design checks for weld and bolt of the single single plate?

and what about tongue to cap plate weld?
cap plate to HSS?

 

[wrxsti]

Also noted is the change of Von Mises Shear reduction for interaction checks from AISC 13th to 15th (not sure about 14)
to (Vr/Vc)² + (Mr/Mc)² <= 1