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About Edu90

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    Civil Engineer
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    Steel Structures
  1. Disclaimer- probably not the answer you want. Won't your stress be somehing you extract from your FE model in effect, based on the stress range in that part of the structure. Then maybe you need to calculate the actual stress in the weld by hand(shear flow). I hope I helped in some small way. Good luck
  2. Hi Dik, Thanks for the reply and let me try to explain properly. This is actually walkway connected into another wall. So it's a section with an upstand/parapet on te right hand side of my sketch. In this upstand there are double layers of rebar at att the top and bottom. I'm not sure what is the purpose of these bars. This upstand is then connected into a wall at each thus making it fixed(?) I'm wondering it this is a possible reason? Thanks a lot for you comment
  3. It might be worth noting that friction generated between the walls and the soil may be used if it's necessary(and justified). This is then added to the resistance fom the self weight. Just a thought. But I've seen the same approach ReinisGailitis suggests. 0.9 for stabilising and 1.1 for destabilising effects.
  4. See sketch attached guys. I've received a drawing with this detail and I don't really know why they've used it so any clues would be appreciated. Just the double layered bundles of bars at the top and bottom of the right hand section. This is a bit of a vague question so I'm just looking for thoughts. Cheers
  5. Cool, no worries, I'm glad it helped you. I'm starting to do the same; build a technical library with examples and bits of design information that I come across!
  6. Hi there, it's ETAG Technical Report 029 easy enough to find a pdf. Hopefully that helps, let us know what you end up doing if you would!
  7. There is an ETAG(European Technical Approval Guideline) for post installed bonded anchors in concete which may help you, I don't have a copy here but I think it's not hard to find from google. It covrs similar checks to the ones you've shown for anchors and may have some applicability for hat you want. I'll post tomorrow if I find it!
  8. Understood now ReinisGailitis. Cheers!
  9. ReinisGailitis Thanks, I've read through the paper you suggested and it's a really good one. It's informative to see how much the limits differ based on the stresses in the steel and the issues in the main code and NA about the stress and reinforcement area that should be used. Yeah, I agree that the span/d check does not account for shrinkage. The span/d giving less conservative results is quite interesting and a bit peculiar. The K factor you refer to is one of the ones from the table attached is it? Just wondering because you say you've take a value of 1 which does appear conservative unless I'm missing something. Really good to know this though, thanks!
  10. Thanks Reinigalitis, I got confused about the mandrel diameter rule. I agree people should be grateful for the time and effort everyone takes here. There's so much great information!
  11. ReinisGailitis, Thank you for the reply, really good. So, the case I have is a simply supported slab. I've checked ULS, stress limitations for the steel and concrete with the SLS characteristic combination and the crack widths with the quasi-permanent combination. Does this all sound about right to you? For deflections what I've currently done is to check according to 7.4.2 cases where calculations may be omitted- that the actual span/d is less than the limit of the span/d. Is this acceptable in your opinion?(I'm not asking you to sign anything off :)) I'm almost glad to hear you say that about the lack of examples, I was beginning to doubt my google skills!
  12. Thanks for the replies gents
  13. Karuba, there's a section in EC2 which I think gives you what you're after. That section of the code is what you need and if you can't meet the minimums in the table and need a tighter bend there are more checks required. Another option in this case is to provide a welded transverse bar. Anyway, hope it helps
  14. Hi all, How does one consider creep and shrinkage in analysis of a structural element? For example, do you actually check different design stages by adding the strains due to shrinkage and creep to the strains present in the section from loading to increase the stresses? So, for the long term case, I add the final shrinkage strain(calculated according to BS EN 1992-1-1) as an imposed deformation? Because it is an indirect action similar to temperature. And a final question, does this apply for all load cases? ULS, SLS characteristic, quasi permanent? If anyone has a good reference that explains these things I'm happy to plough through it myself, I'm not asking anyone to do my work here, I just want to understand! Thanks chaps
  15. Hi all, Is anyone aware of a requirement to control crack width in a reinforced concrete corbel to eurocode 2? Could I just take the area of the tension strut and check the minimum rebar controls cracking? Thanks for your thoughts!