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About ReinisGailitis

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    Fellow Member
  • Birthday 09/25/89

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    Riga, Latvia
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    Civil Engineer
  • Expert in
    Concrete Structures
  1. Hello. I would probably make 48 load cases which would be arranged in load groups as per imposed load categories (for example, A category for apartments and B for offices) and then I would make the software to produce critical load combinations taking each load group as leading imposed action (for examples all A category loads would be the leading ones and all B category loads accompanying), although I would require the software to ignore load cases in particular load group which are favorable for the effect under consideration. Cheers
  2. Hello. About the grout - check EN 1993-1-8 clause 6.2.5(7). Cheers
  3. Hello. If you are referring to, then the As,min is required to provide the minimum amount of tension reinforcement so that when the first crack appears and all of the tension force is transferred to the tension reinforcement the beam or slab does not fail immediately by reinforcement yielding and thus concrete rapidly gaining strain in compression and failing (thus brittle failure). So the idea behind "where small risk of brittle failure is accepted" is that in some secondary elements you may find that the As,min is actually more than tension reinforcement needed for ULS verification in bending and so that you don't have to provide As,min EN 1992-1-1 allows you to provide 1,2 As(ULS), though you need to keep in mind that after cracking the section will fail immediately in brittle manner. Cheers
  4. Yes, I'm sorry - my previous statement was incorrect - I mean "in plane" buckling.
  5. Hello. Can you be more specific with your question? Cheers
  6. Hello. Unfortunately, I cannot help you with this matter as I lack competence in design of geodomes, but I will speculate that the buckling length node-to-node is definitely incorrect for "out of plane" buckling. Find a book on the design of such domes and study it. Cheers
  7. Hello, and welcome to the forum! From my understanding, the bolt has to only be checked for pre-load, as shear is transferred through friction between plates themselves. After slip occurs and bolt goes into bearing only then you need to check for shear and bearing as well. Cheers
  8. Oh, I'm sorry, I missed the fact that the web consists of two plates welded together at neutral axis. Yes, if full penetration butt weld is made then no additional check for the weld is necessary as it is presumed that the strength of the weld is at least as much as that of the parent material if the right filler material has been used. Cheers
  9. If web doesn't pass the buckling criterion in eq. 6.22 then you need to design it according to EN 1993-1-5. If web fulfills the buckling criterion then you either use eq. 6.18 for average shear stress check (plastic check) or eq. 6.19 & 6.20 for elastic shear stress check. You can use either of those checks because the choice is independent on the section class (1, 2, 3 or 4) as this section class considers only longitudinal plate buckling due to normal stresses. There is no such thing as transverse shear stress as shear stress is equal and opposite, if you will, on two perpendicular planes at the same point, so the shear stress you calculate by eq. 6.20 is actually present not only longitudinally on the section considered (working in the longitudinal direction) but also transversely in the section considered (at the level considered) in vertical direction. If you want to know more read on elastic beam theory. P.S. What do you mean by full penetration butt weld at neutral axis?
  10. First of all, you always have to design that weld for the shear flow that needs to be transferred through that joint. For all sections which are made of one material, the maximum shear stress will be at NA. For simply supported steel beam loaded with uniformly distributed load (UDL) the critical check will be either bending in the middle of the span (taking account of buckling) or shear at the supports. For multi-span beams with hogging regions the critical check might become the von-Mises stress check (in the linear elastic analysis) in the wall just above or below the flange, as the normal stresses are still quite high there, but also shear stresses are quite high. Cheers
  11. Hello. Can you please provide a sketch of the situation you're referring and also explain what do you mean by longitudinal shear? Cheers
  12. Hello. Depends on the exact type of connection you're talking about. Anyway, I would strongly suggest you check out the SCI green books for design of pinned connections - you may find some answers there. Cheers
  13. Yes, stiffeners will make the base plate much stiffer and thus higher moments will be attracted to the joint and foundations will try to resist them. Of course, almost no connection is absolutely fixed and it will have some rotation thus inducing additional deflection and sway beyond that of a theoretically fixed-connection system. As for Eurocode - there is some guidance in the EN 1993-1-8 part, you can check that out. Happy new year!
  14. Hello. You need to interpret that image in context with the image above it (for the case where b2<=ls) and then you'll see that the value you're looking for is u1 (mi-1). Thus, the shape coefficients go down to u1 at a distance "ls" from the wall under the higher roof. As for references - check out "Designers’ Guide to Eurocode 1 - Actions on Buildings" and "Manual for the Design of Building Structures to Eurocode 1 and Basis of Structural Design". Happy new year!