Saikiran Gone

Members
  • Content count

    23
  • Joined

  • Last visited

Community Reputation

0 Neutral

About Saikiran Gone

  • Rank
    Member

Profile Information

  • Location
    Hyderabad
  • Occupation
    Structural Engineer
  • Expert in
    Steel Structures
  1. Dear Sir,Please find the attached image-1 for earthquake application in staad.pro .I know base shear value but I am not confident in distributing the EQ loads.I request experts to correct me if I am wrong.To the point I know the base shear = x Kns I need to distribute to the joints/notes for the attached image-2. Please find the images in the following link for your ready reference. https://www.dropbox.com/sh/nfpvakkpn0msnv2/AAC0nj_vt8lO-Ji_ODK8aIS5a?dl=0Thanks,Regards,Saikiran Gone.
  2. Dear All, I request experts to comment on above query. Thanks,Regards,Saikiran Gone.
  3. Dear Kindly share theEngineers,U bar details for beam column junction. Please find the attached image for ready reference. https://www.dropbox.com/s/pupj5vwqv5gcdz3/20170209003859_00001.jpg?dl=0 Thanks, Regards, Saikiran Gone.
  4. Please find the link to download the images related to above query. https://www.dropbox.com/sh/t3guyiqmn2x2byz/AADq6J55S_1GHy8uJDo_JIw5a?dl=0 Thanks, Regards, Saikiran Gone.
  5. Dear All, I am confused with the anchorage length calculation when bend/hooks are using. As per EN2 the development length is getting more when bends are using compared to straight bars are using. This is complete reverse scenario compared to Indian code. Kindly clarify me . Sorry for not attaching the images. My account is going with out upload limit. Example : C20/25 Ld = 49d- Straight bars Ld = 69d -- 90 deg bend As per Indian code Ld = 49d- Straight bars Ld = 41d - 90 deg bend Thanks, Regards, Saikiran Gone.
  6. Hi dlnunes, Thanks for your valuable reply. Regards, Saikiran Gone.
  7. Dear All, I am new Eurocodes, Many of senior designers told in Eurocode the eccentric moments are more in the design of steel column. Can I know what exactly they refer? As per my knowledge in the design of steel column I consider ey.N, ez,N are the eccentricities with respect to the neutral axis (i.e For non-symmetrical cross sections the possible shift eN of the centroid of the effective area Aeff relative to the center of gravity of the gross cross-section). Please clarify me if there are any eccentricity do I need to consider in the column/structure design. Type of structure designin - Solar module supporting structure geometry is T- Shape . The column supporting the module with 0.8m cantilever length as a rafter. Hope you people understood my query. Sorry for not uploading the image/drawing as I crossed the uploading limit. Thanks, Regards, Saikiran Gone.
  8. yes , I want to calculate the L/d ratio only. Thanks, Regards, Saikiran.
  9. Hi Dik, you are right . P0 = ( Fck )^0.5 / 1000 formula given in code (No idea)-- The above equations are independent of L & d . L/d is the factor we need to calculate. Thanks, Regards, Saikiran Gone.
  10. Hi Dik, Can you able to share it trough mail. Even I am in need of above access steel files. Please find mail ID - saikiran.gone@gmail.com Thanks, Regards, Saikiran Gone.
  11. Hi Dik, Please click on the image. It's is clear to understand. Regards, Saikiran.
  12. Dear all, Can anyone mail the above spreadsheets to mail ID saikiran.gone@gmail.com.I appreciate your help. Thanks, Regards, Saikiran Gone.
  13. Dear All, I request the experts to share the Design spreadsheets to members as per EN 3 1-3 Cold-formed steel. Thanks in advance. Regards, Saikiran Gone
  14. Sir, I found the above info as per Eurocode , But sir I need to require the combinations and deflection limits for checking deflection due EQ forces to the members(Steel rafter ,Steel Purlins). Which combinations and deflection limits to be followed?
  15. Hi Sir, Thanks for your info. Exactly the above info I require as per Eurocode and its reference. Regards, Saikiran.