Jump to content
  • Welcome to SEFP!

    Welcome!

    Welcome to our community forums, full of great discussions about Structural Engineering. Please register to become a part of our thriving group or login if you are already registered.

Shout Box

Sign in to follow this  

Any thing not related to engineering profession goes here. Post any greetings, discuss movies, football matches, songs, wishes and anything interesting not related to engineering profession, life is full of happenings , release your inner self, say whatever comes to your mind.

71 topics in this forum

    • 13 replies
    • 5,023 views
  1. Tallest Building In Pakistan

    • 12 replies
    • 1,787 views
    • 2 replies
    • 1,541 views
  2. Quote

    • 22 replies
    • 1,379 views
    • 7 replies
    • 1,002 views
    • 3 replies
    • 889 views
    • 0 replies
    • 810 views
    • 7 replies
    • 809 views
    • 1 reply
    • 801 views
  3. Must Watch Movies

    • 6 replies
    • 799 views
    • 1 reply
    • 787 views
    • 1 reply
    • 720 views
    • 0 replies
    • 719 views
  4. Ramadan Mubarak

    • 3 replies
    • 712 views
    • 0 replies
    • 707 views
  5. Ramadan Mubarak

    • 1 reply
    • 695 views
  6. Need Job

    • 0 replies
    • 647 views
  7. Eid Mubarik Members

    • 8 replies
    • 635 views
    • 1 reply
    • 634 views
    • 3 replies
    • 602 views
    • 1 reply
    • 594 views
  8. Suggestions To Admin

    • 3 replies
    • 554 views
    • 0 replies
    • 553 views
    • 0 replies
    • 551 views
    • 16 replies
    • 544 views
Sign in to follow this  
  • Our picks

    • AoA all,

      Is it mandatory to do column concreting upto the soffit of the beam in a single pour ?

      What code says about the construction/cold joint location in column ?

      Majority of the contractors are pouring the column concrete upto the soffit of the beam (full height of the column), some contractors leave the column height about 9" to 12" below the beam level and then fill this 9" to 12" column height with the beams & slab concreting. On one site column concreting was stopped at the mid height and the remaining half was filled on the next day.

      Thanks

       

       
      • 4 replies
    • AOA 

      i am facing problems in shear wall design .what are the pier and spandral ?what will be the difference when we assign pier or spandral? without assigning these the shear wall design is incomplete .

      i am taking about etabsv16

      someone have document about shear wall design plz provide it 

      thank you

       
      • 9 replies
    • Salam Members,

      Congratulations to Engineers, PEC has become full signatory of Washington Accord, what are the benefits to Pakistani engineers for this agreement. 

       

      Regards   

       

       
      • 3 replies
    • Please clarify the following confusions one by one:-

       

      1. If we run P-delta analysis in ETABS, then should we ignore stiffness property modifiers for beams and columns? I have heard that if we perform P-delta analysis and apply stiffness modifiers at the same time then the moment magnification process is doubled...?

       

      2. ETABS considers selenderness of a column by applying moment magnification factors. If we run P-delta analysis also, does it mean that the selenderness of column is being over-estimated? I mean once the moments are magnified in P-delta analysis process and again through moment magnification process?

       

      Please help me understand the software myth and clarify above confusions.
      • 1 reply
    • Assalam o alaikum.
      According to ACI 12.5.2,
      development length for fc' = 3000, fy=60000, for normal weight concrete and epoxy less reinforcement, The required development length comes out to be
      for #3 = 8.2 inch
      for #4 = 10.95 inch
      for #6 = 16.42 inch
      for #8 = 21.9 inch
       
      And if in my case, ACI 12.5.3 is not fulfilled, it means now i have to provide ldh as mentioned above. ldh is STRAIGHT EMBEDMENT LENGTH + RADIUS OF BEND + ONE BAR DIAMETER as shown in figure attached. Now my question is, if in my case, main reinforcement of beam is of #6 and #4, minimum column size required will be 18 inch and 12 inch respectively. Lets say by any means, i can not select #4, #3 bars and size of column where bars are to be terminated is 12 inch, how to fullfil this development length???
      • 11 replies
  • Recently Browsing   0 members

    No registered users viewing this page.

×

Important Information

By using this site, you agree to our Terms of Use and Guidelines.