It's more tricky than you might think...
When doing hand calcs, you normally assume that the beam acts as a stiff support to a slab, whilst it doesn't... The beam will deflect and the load will be re-distributed somewhere else (to a stiffer element). When you model the beam in your FEA software...
Interesting topic (walking columns) but it's hard to find any publications/guides on how to design it correctly.
WSP uses this concept very often and I managed to find their 'Technical Reference Manual' on walking column design. They do suggest modelling it to derive secondary moments in columns...
Thanks for paper KootK. One more question: what weld type do you recommend for 'normal' WF's with cover plates. e.g. W14x730 with two 4"x20" plates welded to the side of flanges. Would you specify fillet welds or...
Anyway, how would you size a fillet weld for this kind of "radiator" columns If they are axially loaded and there's no bending = no shear? I thought about calculating possible shear due to member imperfection. What do you think? What minimum fillet weld thickness do you recommend?
Another approach could be to make every second ply an inch or two narrower than the others. That might allow fillet welds to be used and avoid the need for costly surface prep.
I found some MEng project (Chicago Spire) done under supervision of Thornton Tomasetti's Engineers and look what they...
Will you make a WF shape, then weld 2x more end plates across flange end to flange end, welding only from the outside with a V-prep?
Then it's a wide flange with cover plates, not a solid section. Thornton Tomasetti successfully implemented this approach (solid steel columns) in The NY Times...
Hello everyone!
I wonder what's your opinion about welding thick plates in order to make a solid section (e.g. five 20"x 4" plates welded together --> 20" x 20" solid steel section)? Should the welds be CJP's or can be partial penetration groove welds?
Low seismic risk, CBF's. In the US application I've seen mainly fixed connections but it's probably due to seismic provisions I think. But on the other side, if assign pin condition for beams how to transfer an axial force of around 1000 kips? Maybe sth like in the attached...
Hello guys!
I'd like to find out your opinion about modelling issues of braced frames. As horizontal members of braced frames (girders) are subject to high axial loads, should it be a moment connection between horizontal member and column or not really? I mean, theoritically if we design braced...
Thanks KootK! That's what I was looking for!
I have one more question guys: why w-shape diagonal braces in braced frames sometimes are oriented "normally" and sometimes are rotated 90 degrees along its axis?? Is it connected with buckling lenght or any seismic provisions? I use buckling lenght...
Actually, I design it to Eurocodes but there is no procedures for that kind of connx, so I'm looking for any other sources. In AISC Design Examples (13th Edition) I found example only with diagonal in tension, not in compression what makes a big difference...
Hello everyone!
I am looking for any example showing design procedure for gusset plate connection in compression. Something like in attached picture. Any proposals where can I find it?:)http://files.engineering.com/getfile.aspx?folder=46b8198d-191f-450f-8f2e-8e7d85d6015b&file=gusssset.PNG
Hello everyone!
I wonder if it's possible to compose a section made of wide flange column in 65 ksi with welded cover plates in 50 ksi? How to calculate its compressive resistance when there are 2 grades within one section? Any other things that I should be aware of when designing such a section?
Hello and welcome!
Has anybody ever used "walking" column system? Do you guys have any literature/references how to deal with it? (i mean - design procedures or sth like that).http://files.engineering.com/getfile.aspx?folder=079ea01b-5f07-4f59-a266-0eab1d7e779b&file=walk.PNG
Hello everyone!
I just want to find out your opinion about hefty columns in high-rise buildings or heavy-loaded structures: which type of column section is more economic - box column or jumbo section + cover plates? Any other pros and cons for each type of section?