K Series with Point Load

[Ryan H]

I have a condition where in a podium style building there is a wall sitting on the podium level (steel k-series + pan deck 4" total thickness plus support steel WF girders). this wall supports the TJI framed floor above. the wall carries about 2800 plf. originally the wall sat directly on the steel girder at the podium level below as did the bar joists. I found out that the wall is 6" off the girder below and is now sitting on the bar joists. bar joists span perpendicular to direction of wall. the bar joists span 10'-2" @ 2'-0" o.c. and are 10K1's. this wall is now a PLF point load on the 10k1's 6" off bearing

I know that you can design 10KCS1 joists for moment capacity and shear, but what are the shear and moment capacities for a 10K1?

I can calculate the shear for the 10K1 joist with the offset point load as well as the moment

 

[XR250]

I can't imagine a 10K1 taking a 2800 x 2 ft = 5,600lb point load - even 6" from the bearing

 

[Ryan H]

yea, my thoughts too

I looked and a 10KCS1 shear capacity is only 2kips, and like you said this would put a 5.6 kip point load on the joist

 

[XR250]

You might even consider bending in the slab spanning between bar joists.

 

[DayRooster]

Vulcraft has online design aids that allow you to look at point loads on standard bar joists. You would need to use your judgement but I have used this in the past with success.

 

[Once20036]

Shear and moment capacities for a 10K1 are determined by SJI. Every major joist manufacturer probably reprints the SJI tables, so it should be an easy google.

Even if your wall had been directly over the steel joist girder, the load path would have been through the seats of these joists, which likely didn't consider that load.
Additional investigation is definitely warranted.