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About ReinisGailitis

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  • Birthday 09/25/89

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    Riga, Latvia
  1. cohesive soil

    The force you're interested in getting the deflections for. Yes, if the moments is applied to the individual pile you should take it as the H=moment/eccentricity + usual H. If you need to know deflection under ULS loads you use those loads, if you need to know under characteristic combination then you take those. P.S. Broms method is an estimate, far from the most reliable/precise, so be aware. Cheers
  2. What do you mean by restraints? Are you using elastic or plastic (non-linear) analysis?
  3. Hallo. Check out for a lot of good information and many freely available SCI publications. Good luck!
  4. cohesive soil

    Hallo. Eurocode has two methods for design of axially loaded piles (EN 1997-2 annex D.6 and D.7). These will not provide you directly with the adhesion factor alpha you're looking for, but may help you with the design. If you want to find the adhesion factor alpha refer to good literature for pile design. For now, I can tell you only that the factor does vary, usually from 0,25 upward, but it depends on many things, so again, refer to good literature. You may start with books from Tomlinson. Cheers
  5. Hallo. In my opinion, you shouldn't be using some random design spreadsheet if you don't know how to do the calculations manually, and if you do - make your own spreadsheet, as this is the only way you'll be 100% sure of what you're getting. At least this is the only way I design. I almost never use any random spreadsheets. I also don't design structures or elements I don't know how to design/calculate. Find some design examples on the internet, if you can, or purchase good books on piles design and go on from there, learning how to design axially loaded piles. For methods of axial pile capacity calculations as per Eurocode refer to EN 1997-2 annexes D.6 and D.7. Annex D.7 is what we prefer here as it is a direct calculation method based on CPT test results, which is what we ask for when we're assuming that we're going to design deep foundations. Annex D.6 provides a simpler method for design which is a simplification of the one used extensively in Germany (this method is totally empirical). Cheers
  6. I suppose so, as I haven't designed such a wall either. Check it out and report back! Cheers
  7. Hallo. I haven't designed one but I'm quite sure that the idea behind this provision is that one should design walls to arch between supports or design them as reinforced masonry. Cheers
  8. Start with "Steel Designers Manual" by SCI, and then go from there. Cheers
  9. There are a lot of design manuals. What structures are you interested in?
  10. Eurocode does not provide any recommendations for steel buildings - you need to refer to design manuals. From what I've seen most recommend somewhere around 100 meters of spacing, although the most onerous ones only around 50 meters. So I would presume (and I try to get by) with the 50 meter limit, especially in continuous construction. Cheers
  11. Hallo. Check 2.3.3(3) of EN 1992-1-1. It recommends that temperature and shrinkage effects may be omitted in global analysis of concrete buildings if expansion joints are spaced not more than 30 meters apart. Cheers
  12. Hallo. For now I cannot help you as I don't have any time, but to me it seems that your advisor is pushing you over your "limit" at this moment, as to me it seems that you won't be able to keep up with the knowledge required to design a "high-rise" (judging from you plan it seems that slenderness ratio of you building could be somewhere around 3,5, which would probably be a little step into the high-rise category). I would suggest you either to read a lot, including case studies if you can find them, or design a lower building, so you can avoid some tricky design issues. P.S. Don't take it personally but I'm designing a similar building for my graduation project at this moment and it is tricky - initial sizing and scheme design were no issue to me, that is why I"m not sure if you'll be able to cope with your advisor expectations. I personally think that it would be better to design a lower building, but do it thoroughly, instead of designing a tall building and doing just a marginal job. Anyway, cheers, and keep up the good work!
  13. Hallo. I'm not really sure about what you have written, and unfortunately, I don't have time to really think about it right now, but I can guide you to EN 1997-2 appendix D.7 were there is a method for design of piles directly from CPT data, using qc values. Cheers
  14. I'll probably try to answer this in more detail later, but for now: I usually follow IStructE's recommendation in using the worst credible groundwater level and factor it by 1,1, using 0,9 for permanent actions (usually only self-weight, without finishes, claddings, etc) - this of course is for UPL limit state. Cheers
  15. What do you mean by r/f? I'm not 100% sure about the upper limit on the strut angle (>=65 degree you mentioned), but I suspect it is more on a conservative side so that you wouldn't underestimate tension in the tie. Cheers