Jump to content

Omar Khalid

Member
  • Content count

    16
  • Joined

  • Last visited

About Omar Khalid

  • Rank
    2nd Lieutenant

Profile Information

  • Gender
    Male
  • Location
    Jordan
  • University
    Jordan University of Science & Technology
  • Employer
    Student
  1. If I calculated for an example the total area of rebars in a beam and I got let's say 433 mm2 I can now choose let's say 4 - 12 diameter bars or 2 - 16 diameter bars in a 300 mm width beam both will satisfy the minimum reinforcement and the maximum and minimum spacing due to ACI code. Does it matter if I chose any of them ? I know that the lesser the spacing between rebars the better to resist internal cracks in concrete. What are your thoughts ?
  2. Slab deflection in ETABS

    Hey guys, I think I have found what's wrong but don't know how to fix it. I drew the slab on SAFE and I have obtained the beams moments and slab deflections and they were very far away from ETABS results. However, there is an option to check it for columns and walls in SAFE it's called : ''Automatic rigid-zone area over column'' When I uncheck it, it gives nearly the exact deflection and beams moment in ETABS This option means the following from CSI america's website : ''Rigid zones are used to model the physical overlap between columns/walls and slab, which prevents deformation of the slab at the column location. This also will have the effect of producing maximum design moments at face of columns/walls instead of center line of columns/walls. This in turn will produce less reinforcement and hence a more economical design, and allowed by most codes(i.e ACI-318). Deformations also will be more realistic in this case.'' So I assume applying a rigid zone is more realistic but somehow it's not assigned in ETABS and I don't know how to assign it in ETABS. What are your thoughts ?
  3. Slab deflection in ETABS

    This is the slab it continues like this to the 20th story. Columns 60 X 60 cm Walls 30 cm Slab 20 cm Beams 60 X 30 cm
  4. Slab deflection in ETABS

    It's not entirely symmetrical I have 4 L shaped shear walls at the corners. Same thickness and nearly close lengths the columns are symmetrical right and left sides with the same dimensions but not symmetrical in the Y axis That's why I have a displacement of 1 cm at the roof in the y axis but that shouldn't cause vertical displacement note that the first floor has 8.4 mm vertical deflection while when I export the story to safe it gives me 2 mm deflection
  5. Slab deflection in ETABS

    That's what I was thinking, but the maximim reinforcement of a column at the base is 1.3-2 % which indicates which indicates small loads I will try to screen shot it when I get home
  6. Slab deflection in ETABS

    No. It's maximum vertical displacement absolute not relative
  7. From Palestine with love <3

    Hey My name is Omar I'm Jordanian and Palestinian and currently a civil engineering student at Jordan University of Science & Technology in my last semester. I've found this forum while searching for people to help me and I hope I can contribute to this community too Greetings
  8. Slab deflection in ETABS

    The location is in the panel with the largest span in a story which is predictable nearly in the center of the panel
  9. Slab deflection in ETABS

    Maximum deflection in the first floor is 8.4 mm 2nd floor is 9.4 mm 3rd is 10.6 mm 4th is 11.65 mm 5th 12.6 mm etc the 20th 20.5 mm These are maximum deflections in each slab (same place) with dead load only (self weight only)
  10. Hello, I'd like to contribute to this forum three excel sheets of my design, Nothing too fancy but that's what I'm capable of The first is a singly reinforced concrete beam - one layer. (Don't use the shear design it's not complete) with ACI 318-14 The second is a hollow core pretension-ed slab analysis using PCI to check the stresses limits, design strength and Mcrack The third excel is an analysis method for seismic design of reinforced concrete water containing structures. ( I've done this very recently if you spot any error in it please inform me ) with ACI 350.3-06 and IBC/ ASCE 7-10 Sheets.rar
  11. Importing from Etabs to Safe

    Moment release in SAFE doesn't work regardless the model. probably a bug in the program. checked it with another model and lap top. Thanks by the way
  12. Slab deflection in ETABS

    Can you tell me how to check it ?
  13. Slab deflection in ETABS

    1) due to dead load only (own weight) the building tends to undergo a displacement in the x axis (horizontal displacement) the maximum displacement is 1 cm at the roof. Cause I have a stair wall with 2 elevator cores at one side of the building. 2) No earthquake or wind loads being applied yet. Only dead and live and slab deflections still increases when you go up. 3) No errors in my model.
  14. Importing from Etabs to Safe

    Hello, I exported a story from etabs to safe and checked the results it turned out safe always gives me lower moment result for beams and by exporting it doesn't import neither property stiffness modifiers nor end releases assigned in etabs. After I have assigned moment release manually in safe nothing happens. The negative moments is still present why is that ? Thanks
  15. Slab deflection in ETABS

    Regardless the combination I choose to look for settlements. it's always increasing the higher I go. I've seen people modeling on youtube having the same problem except they don't talk about it like it's a normal thing. does it have anything related to vertical settlements of columns and walls ? You can try it by yourself on etabs to check I'm right or not.
×

Important Information

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