Moment Connections to HSS Column
Moment Connections to HSS Column
(OP)
I need to design a moment connections between wide flange beams to HSS tube columns. I know chapter K of the steel manual has moment connections of HSS to HSS but I can't seem to find any good examples or equations for my situation. I am debating on whether it is feasible to just take the limit states for wide flange and design for that connection then take the HSS concentrated force limit states to design for the column. If anyone could let me know if I should be looking in another direction or if these assumptions would work I would appreciate it. Thanks for your help.






RE: Moment Connections to HSS Column
RE: Moment Connections to HSS Column
In cases where you have a low moment I've used the facing wall of the HSS as a small beam (considering a beam width of equal to the flange thickness plus the two weld thicknesses) and allowed that to transmit the load. Then I checked the section could take the moment input by looking at the tension and compression input as a crushing strength directly opposing each other on the HSS.
IF you have a larger (or substatial) moment coming in, then I would advocate splicing your HSS and inserting plates into the length of the column to act similarly to web stiffeners in a W column. These plates should be inserted at the same level as the flanges being connected, and I would also check to see if you need to weld in a diagonal stiffener.
Hope that helps,
With any luck someone knows the answer regarding your code (I'm assuming you're AISC LRFD - Should really post that),
Regards,
YS
B.Eng (Carleton)
Working in New Zealand, thinking of my snow covered home...
RE: Moment Connections to HSS Column
RE: Moment Connections to HSS Column
RE: Moment Connections to HSS Column