HSS Column with conc force
HSS Column with conc force
(OP)
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.
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.





RE: HSS Column with conc force
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
RE: HSS Column with conc force
RE: HSS Column with conc force
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
RE: HSS Column with conc force
the shear carried by the beam is taken thru a shaer plate connector bolted to the web
RE: HSS Column with conc force
http://www.FerrellEngineering.com
RE: HSS Column with conc force
RE: HSS Column with conc force
http://www.FerrellEngineering.com
RE: HSS Column with conc force
http://www.FerrellEngineering.com
RE: HSS Column with conc force