ReinisGailitis

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About ReinisGailitis

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  • Birthday 09/25/89

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    Riga, Latvia
  • Occupation
    Civil Engineer
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    Concrete Structures
  1. Hello. This is indeed an interesting situation. Unfortunately, I cannot answer your question because I also have raised this question (not in the forums, though) and haven't found an answer yet. I have to agree that the situation seems quite odd. After reading a lot of handbooks on Eurocodes I couldn't find an answer. Cheers
  2. Hello, Saadat! If you have Ned / Npl,Rd >= 1,0 then your member is failing in compression, thus, there is no need to check interaction as cross-sections resistance is already insufficient for axial load alone. Have a great day, Reinis
  3. Hello. First of all those kinds of connections are considered to be shear only connections (if their bolts are not preloaded), thus once should not use these for cantilever applications, by which I mean not cantilevering the long beam in the direction perpendicular to the fin plates which make up the connection but rather parallel to them (in the direction of uniformly distributed loads). Besides of that the two plates should not exhibit a lot of torsion from the long beam cantilevering out perpendicular to the plates, because of their low stiffness in torsion - they will make up a moment by two opposite reactions to fix the long cantilever beam. To get the exact value of torsional moment in every plate you should do FEA. Cheers
  4. I don't see a need for it. It's normal practice to weld these kinds of joints without backing plate, at least here. The only thing that matters is full penetration. Cheers
  5. Hallo. Yes, I think that it is ok to treat it like full penetration weld. Note that if the joint will sustain tension you should check the through thickness properties for the base metal which will have tension perpendicular to the "grain". Cheers
  6. I get your point. If there is no road over the basement slab you could just assume the loads as you've just described. If there is a road you should probably contact local authorities so that they provide you with loads that should be used for design. Previously I was referring to loads for bridges, as there's additional information regarding load values and their models. Cheers
  7. Hello I think that you should use traffic loads if the loads provided for access ways for buildings are too small for your application. Cheers
  8. Hallo. Have you checked the Green Book on simple connections by SCI (P358 if I remember correctly)? Cheers
  9. Hallo. We either use CPT results directly with D.7. annex of EN 1997-2 to calculate the resistance of a pile and then check settlement with characteristic loads with elastic space method. Another way is we draw the CPT result diagrams from all bores next to each other and then superimpose them on onto another to visually inspect and decide on the "mean" values for all "layers". These mean values then are used with the D.7. annex. Best of luck!
  10. Hallo. In general shear walls are design using strut-and-tie models. This allows a way to design for both shear and longitudinal stresses. Cheers
  11. Hallo. What is that you want to calculate? The uniform component of the temperature variation? Cheers
  12. In simple words, EHF's represent a percentage of all loads on a particular floor, so they are proportionate to the individual load types on that floor. For examples, on one floor you have a dead load, superimposed load and imposed load. Each of these loads has their own partial factors. When you've derived design dead loads, superimposed loads and imposed loads you just multiply each of these loads on the particular floor but the respective percentage and you arrive at your EHF's, which represent the sum of the previously mentioned components. Hope I"ve made myself clear enough, Reinis
  13. Hallo. A sketch of the current situation would go a long way. Anyhow, don't hope for definitive answers to your question as they're something we all are earning our living for. Cheers
  14. cohesive soil

    Check out the book: "Single Piles and Pile Groups Under Lateral Loading". I haven't used it myself but from what I understand the best method for practical design of laterally loaded piles using spreadsheet etc is "p-y" method in the book mentioned above (it is called the same in many other books as well). Best of luck, Reinis
  15. Hallo. You can if the basement foundations slab is thick enough so that you can assume it to be rigid, which in general you cannot do, as usually foundations slabs are not that thick. If they were thick enough to be classified as rigid they wouldn't be economic. Anyway, a design of foundations slabs is a complex process and one must have some experience in design of such foundations to achieve safe and economic result which will yield good in-service performance. Best of luck, Reinis