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@Canwesteng I'm not sure what is the issue, so I assume that EN1993 is. EN1993 are European provisions (Eurocode) for steel design Live long and prosper!

Some use softwares to calculate precise LTB. If you use NCCI, you accually use the extra torsion due to distance between load applied(centroid) and shear center with factors: kz. As you probably know Mcr = Eulers critical force × distance. The distance is increased by kz & C3. I've calculated...

@ MotorCity, thank 4 the reply. EN1993-1-3 says that while in bending a shear lag (SL) should be inculded if it's applicable and points out to the code EN1993-1-5 for the calculations. There I don't satisfy the the requirement thus I must include SL. As I get it, the SL is for normal stress...

Hi all, I have a thin-walled i.e. cold-formed quasi-channel section (pic below). Of course it has principal axis are not aligned with central axis. Using EN1993-1-3 & EN1993-1-5 I've calculated that I have to include shear lag i both flanges (? is it for both ?), my bending moments around...

Sorry I've totally missed the picture you attached. In addition to the equation that would be the self weight in my attachment you should add the additional uz,2 Hence: sqrt( (uz2+uz)2 + uy2 ). The loading point from the perpendicular loading is going trough the shear center as well, therefore...

Shouldn't it be specified by the norm? For most fabricated structural elements (eg masonry bricks) - min sample size is 3 samples. This is due to the fact that the element is made within factories in controlled environment. Live long and prosper!

Something like these ? I presumed that the angle α is same along the length of the beam right? Live long and prosper!http://files.engineering.com/getfile.aspx?folder=f3b19ccf-46e8-458a-81d2-e77b773752f8&file=WP_002216.jpg

Yes they use EN that is NS-EN 1993. Be sure to look up their national annex as they are in cold climate with strong winds Live long and prosper!

Guys thanks for the replys. I've done some hand calculations like here: Thimoshenko uneaqual leg angle bar critical moment Steel structures report cirtical moment Eurocode provisions for obtaining critical moment for monosymmetric sections From there I calculated slenderness. All...

@MikeHalloran yes they are. From shear flow to this. EC 1993-1-3 says that one should do experimental testing rather than calculation... But I'm not designing, it's already there... Live long and prosper!

Hi all, I'm having some specific problem with lateral buckling. I have a asymmetrical cold-formed "uneven angle" cantilever bar. The section and the system is shown here. The EuroCode gives methods for doubly symmetrical sections, so, I can't use them. There are some SN guides for cantilevers...

Seismic engineering in a nutshell [bigsmile] (no offends, my masters is on seismic engineering) Live long and prosper!

Agree with EngineeringEric! I always make columns stronger (lower capacity), beams weaker (high capacity, so they are commonly smaller). In case of reaching stresses beyond ultimate limit state, beams fail, columns stay. The structure that way may keep its integrity, however, if columns fail. I...

@dhengr Thank you! I'll make sure to do my sketches in .pdf :). I always try to visualize problems, that's why I do sketches as to explain my thoughts. Much easier. I just have a trouble with the fact that I'm from Europe... The theory is the same; however, we do have different practices, codes...

Dear SKJ25POL, Another way to understand torsion stiffeners is to observe torsion as bending moment acting on the stiffeners. Look at the attachment. You know that I beams are best for bending, now you can see why such a design [2thumbsup]. The drawing represents the beam that I drew before...

Dear SKJ25POL, You should look at the connection as torsional fixed, just try to imagine foam beam with those stiffeners under torsion. It will resist! Stiffeners flanges don't need to go to the end, on the other hand, they might have to. It depends, on the loading. You could make a thick...

Look in the attachment. Check stiffeners for torsional bucklinkg caused by the reaction of the beam Live long and prosper!http://files.engineering.com/getfile.aspx?folder=c4e45fff-5c77-448c-847a-b4118f307ac4&file=WP_001526.jpg

Can you use softwatres? Or you must do it by hand? Live long and prosper!

I don't think you should bother to download/install/learn/trust/pay other software’s. The problem is trivial, and you can do your calculations by hand, as you learned at your Faculty. You should be careful with new softwares. Some countries (like Germany) forbid handing structural design...

Oh my, what a big beam [bigsmile]. There is no other, as jayrod12 told you, the good old fashioned way! (codes for Europe: EN1995-1-1) Live long and prosper!