HSS Column with conc force

[rnorth]

I have a question(s) concerning applied axial forces to an HSS column connection, given:
HSS 8x8x5/16 with W14 beam framing into it.
axial load is 5k
vert reaction 25k
moment is 50 k-ft

part twelve of the manual page 12-26 says the WT tees should be long enough to use flare welds at the corners of the HSS.
if this detail is used do you still have to check the conc force applied to the HSS at top and bottom flange with spec K1,4 and equation K1-9?
If you used this equation 1-tp/B = 0???? because tp = B

in the manual companion, examples spec K, AISC mentions that it is ok to use shorter WT and fillet weld to the flat of the HSS column - as long as you meet the criteria given by K1-9, correct?
given an HSS with less than tf of 1/2" this can really limit the connection, would this problem then be solved with column cladding shown on 12-28?

which connection method is most commonly used (flare weld to the corners or fillet weld to the flat)?

thanks in advance for any advice.

 

[connectegr]

You can use a built WT (2 plates). With a 9" connection, fillets may work best. The flare bevel (BTC-P10) is limit to an effective strength of 5/8xwall thickness (3/16). The WT flange must be thick enough to not put the fillet welds in prying.

Other options are a single through plate or flange plates for the moment and axial with a shear tab in the web.

http://www.FerrellEngineering.com

 

[rnorth]

a prelimanry finding came up with a pretty heavy WT section, had Bf = 11 in and thicknesses at max allowable by a 1/4 weld to the 5/16 HSS wall. if i use a shear tab as well may have to notch out the WT flange.

 

[connectegr]

rnorth
I don't understand your shear tab and notched WT comment.

If you require an excessively large WT, it is probably best to make the WT out of two plates. Why are you not connecting the beam flanges for the moment?

http://www.FerrellEngineering.com

 

[rnorth]

the beam flanges area connected to the HSS with the WT's top and bottom flange to transfer the flange forces to the HSS column.

the shear carried by the beam is taken thru a shaer plate connector bolted to the web

 

[connectegr]

Ahhhh. No I see, I think. I have never seen WT's used as flange plates. Why not just plates? I will attach a sketch.

http://www.FerrellEngineering.com

 

[rnorth]

thanks, what is your take on AISC eqn K1-9, if the plate or WT is longer than than the HSS width this limit no longer applies?

 

[connectegr]

SEE sketch attached

http://www.FerrellEngineering.com

 

[connectegr]

Sorry, now attached

http://www.FerrellEngineering.com

 

[rnorth]

thnkas for the sketch