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  3. Hi All, Do you have the design example for the Chevron Bracing according to EC3? or any book reference?
  4. Hello. Plastic analysis will be used. By restraint I mean support. For instance will the bases be of pin type connection? and do I have to put supports at the haunches locations to? I notice doing so will give me next to zero axial force in the columns while the buckling will be great if i put noting. so I'm rather confused how to obtain the forces required to to check the sections for compressinon, buckling and bending. Thankks
  5. What do you mean by restraints? Are you using elastic or plastic (non-linear) analysis?
  6. Thank you very much for this useful recourse. I'm now at the stage where I want to determine what forces the haunches must transfer. The method I'm using are finite element software. The only problem I have is wether I have to put restraint at the haunch connection or not prior to simulating the forces. What kind of restraints should i put there. Ofcourse the connection have to transfer moment and forces.
  7. Do you actually have an acting force in the x direction?
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  9. hello evryone can you help me for following fin plate calculation. Plate is connection to rhs memeber through one bolt.
  10. Hallo. Check out steelconstruction.info for a lot of good information and many freely available SCI publications. Good luck!
  11. Hi. I'm a student within the mechanical engineering dicipline. I'm currently working on a single span portal fram building with a crane frame. So far the snow actions and wind loadings are done. But it seems to stop. I'm not confident how to start off the design. I was thinking about making a FBD solving for member and reaction forces and from here decide the sections for the members and then designing the joint connetions finally. I would be thankful for any advices or useful documentation. Yours Sincerely
  12. 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
  13. 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
  14. I don't have a spreadsheet for this, only cohesive soils, and, it is not to Eurocodes. As with my earlier response, the design values should be determined by a competent geotechnical engineer. This engineer may suggest suiltable foundation types. I would think that for cohesionless soils, you might be looking at driven piles. Dik
  15. Dear Engineers, Please guide me to find adhesion factor (alpha) value in the calculation of pile capacity in cohesive soil as per Eurocode 7 - DA3. In all worked examples, they were showing value as alpha = 0.4, I am in confusion that, is this value is constant or varies. If it varies how to find for different values of cohesion (Cu). qsk = alpha * Cu. (Basic Formula). Please find the one of the PDF I referred for worked examples, The above query can observe on page 28/37. http://eurocodes.jrc.ec.europa.eu/doc/2013_06_WS_GEO/presentations/08weUP-Orr-Worked-examples-design-of-pile-foundations.pdf Thanks, Regards, Saikiran Gone.
  16. Dear Engineer, Can anyone please share the pile design sheet or example for granular/cohesionless soil pile capacity calculation as per Eurocode-7. I am not even finding the equation for calculating the pile capacity in the granular/cohesionless soil as per Eurocode-7. Please guide me to which clause to refer in the code to get this equation. Thanks, Regards, Saikiran Gone
  17. I suppose so, as I haven't designed such a wall either. Check it out and report back! Cheers
  18. Did the above document help you in any way? I always appreciate any feedback: If I could improve or clarify something in that doc, please let me know!
  19. Thanks for reply, Ive never designed a wall to arch between supports but will look into it. Would the arching method not rely on the flexural strength of the masonry perpindicular to the bed joints (Assuming the wall is spanning fully horizontally)?
  20. 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
  21. Hello, Has anyone designed any masonry retaining walls to eurocode? The eurocode does not allow the flexural strength of the masonry to be taken into account if it is under permanent loads i.e. retaining wall. So this is making things a bit confusing. Say there is a retaining wall with concrete columns (buttress) then brick spanning between them, how would this be taken into account with the eurocode? The older engineers in my work that designed to BS cant get their heads round not taking the flexural strength into consideration. Any help would be appreciated. Thanks
  22. Start with "Steel Designers Manual" by SCI, and then go from there. Cheers
  23. Hi Sir, Basically, I am dealing with the solar module supporting structure. I am interested in any steel structure which is having a recommendation regarding temperature load and expansion joint in steel structure. Thanks, Regards, Saikiran Gone.
  24. There are a lot of design manuals. What structures are you interested in?
  25. 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
  26. Thanks, ReinisGailitis, for your information, Sir, can you please suggest any Eurocode design desigm manual to refer. Thanks, Regards, Saikiran Gone.
  27. 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
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