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.

Students Zone

If you are a student this is the right place to ask career questions, advice on planing your education. Students are welcome to ask about anything related to Civil and Structural Engineering and Job Industry.

73 topics in this forum

  1. ACI 440.1R-15

    • 1 reply
    • 43 views
    • 0 replies
    • 67 views
    • 2 replies
    • 79 views
    • 1 reply
    • 43 views
    • 3 replies
    • 96 views
    • 7 replies
    • 292 views
    • 1 reply
    • 110 views
    • 4 replies
    • 166 views
    • 0 replies
    • 199 views
  2. .

    • 3 replies
    • 302 views
    • 4 replies
    • 240 views
    • 4 replies
    • 259 views
    • 0 replies
    • 110 views
    • 1 reply
    • 196 views
    • 1 reply
    • 276 views
    • 6 replies
    • 359 views
    • 0 replies
    • 224 views
    • 1 reply
    • 333 views
    • 5 replies
    • 967 views
    • 3 replies
    • 380 views
    • 4 replies
    • 451 views
    • 3 replies
    • 390 views
  3. Autodesk Certification?

    • 1 reply
    • 385 views
    • 1 reply
    • 378 views
  4. Masters In Se

    • 1 reply
    • 401 views
  • 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.