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I have a railway station project and we use UIC Codes. In UIC 776-1 loads are clearly specified except for nosing action. Code says it has a value of 100 kN. But I don't understand how to act it. I searched a lot but couldn't find any resource regarding the subject. Should I act the 100 kN only...

I found the answer. In spec. it is specified for the Lr value I mentioned before as "Note that this approximation can be extremely conservative".When i use the exact value of Lr, everything goes ok!. But the situation i said before is surprisingly true for the approximate formula for Lr.For your...

In calculations; i use there formulas, Lr=pi*rts?E/(0.7Fy) Fcr=Cb*pi²*E/(Lb/rts)²*sqrt(1+0.078Jc/Sxho(Lb/rts)²) h = 300mm 11.81103in b = 300mm 11.81103in tf = 14mm 0.5511814in tw = 8mm 0.3149608in Used values kip-inch E= 210000 N/mm2 29000.00 Fy= 225 N/mm2 32.63 Fu= 340 N/mm2 49.31...

now I am designing a column, 11.81x0.55 in flange and 11.81x0.31 web built up element. Its flexural capacity Mn, for Lb=118 in 2984 kip-in for Lb=236 in Mn=2578 kip-in and for Lb=354 in Mn=1967 kip-in but for Lb=393.7 and although this dimension is bigger than Lr, Fcr=31.51 ksi (Fy=32.63 ksi)...

Could somebody tell me, how can i get numerical examples including built up girder design, such as W with channel caps, W with equal angles under upper flange and on the under flange?thanks..

you are both crazy!))

Hi, I am confused about cover plates in a compound section. First of all, for cover plates in BS, it is clearly defined as outstanding element and internal elements and this corresponds to stiffened and unstiffened element in AISC i think?,,i am missing a point here? If i am right here,i'd...

I have a problem with the design of cruciform column consisting from "I" shaped profiles. Should I consider the them as two parts and consider only the part which is in the bending direction or add the weak axis strength of the other part?? I don't know exactly which part of the code (LRFD)i...