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mhdhamood

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About mhdhamood

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    Captain

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  • Gender
    Male
  • Location
    Dubai
  • University
    Annajah
  • Employer
    ATR

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514 profile views
  1. slenderness of columns

    Dear All; I HAVE A QUESTION REGARDING DESIGN OF COLUMNS IN ETABS ACCORDING TO ACI CODE. IT IS MENTIONED THERE IN SECTION 10.10.2.1 THAT" THE MOMENT INCLUDING THE SECOD ORDER EFFECT IS LIMITED TO 1.4 TIMES THE MOMENT DUE TO FIRST ORDER EFFECT FOR NON SWAY AND SWAY FRAMES". SO HOW CAN I INVESTIGATE THIS IN ETABS?
  2. Slender Column Design - Second Order Moment

    rummaan17 your issue is important hope the seniors can help
  3. Modelling Bearing Wall System in ETABS

    I mean is my modelling correct when i didnt draw the beams in ETABS?
  4. Dear Engineers ; I have a building that it's lateral force resisting system is bearing wall system but i have several beams in some floors for several purposes like level differences and to refuce deflection .Now in ETABS I modeled the building without these beams.but i considered the beams in SAFE. Any comments, seniors?? Thanks in advance
  5. Punching of shear wall

    Rana; the load it carries is some what large because its corner shear wall and carries the distribute load from the slab in addition to load from planted columns near it carried by slab. Also please can you interpret for me the reinfoecement by SAFE i didnt understand it .
  6. Punching of shear wall

    Dear all i have a wall 3.5m by 0.30 m supporting flat slab. 1. Since its definition is a wall then there is no need to check punching.right? 2. If i convert it in SAFE as a frame element column then there is need for punching. please advice
  7. Flat slab on planted columns

    thanks so much was helpfull
  8. Flat slab on planted columns

    Dear all a flat slab in last floor is carried by too much planted columns that rest on a down flat slab without beams. İ modelled it in Etabs , for th purpose of designing vertical elements.but for designing the flat slabs i export the model to SAFE. in SAFE MODEL i dont do any modifeirs for vertical elements or for slabs ie all are =1. Now in SAFE the flat slab rests on fixed columns with no settlement (the planted columns) whereas in reality there is a settlement in those columns (as in etabs model) so shall i design the flat slab (the carried by planted columns) by etabs or safe?! Or there are any modifications you can suggest??
  9. Slab-shear wall behaviour seismically

    I have to points: 1. That means in shear wall -flat slab system case we dont need to design the flat slab for seismic effect. I mean its enough to design the slab for dead and live loads. 2. how we call vertical element a column or a wall ?
  10. Slab-shear wall behaviour seismically

    thanks guys so much Mr.UmarMakhzumi; I understand the beam column connection it shall be not allowed to rotate but for shear wall -flat slab connection joint why it can be rotated how the seismic will be resisted? thanks in advance.
  11. Dears in flat slab-wall systems how the slab at junction with shear wall behave seismically?! i mean if the connection is hinged there then can it transmit seismic?
  12. Dear all According to ACI code to acount for global delta design using etabs we perform p-delta analysis but my question is that do we need to design the walls outside etabs or we shall depend only on etabs ?
  13. Dears; If I have let us say 20 load combinations for loads on a single footing or combined, then the best way to design and check stability will be; cheching for every load combination seperately one by one.But also its time consumingSo What do you suggest in load combinations for stability checks(sliding, overturning and bearing) and designing?
  14. Reducing F11,f22.f12 For Slabs

    Hello Eng. rummaan17; Yeah thats what I practiced for a project(without putting fxx=0.25 then too much high forces, So I reduced then I got realistic forcse in slabs and shear walls). But what I am afraid of; that it will affect the P-delta and period of the structure. And also may affect the design of footings. Regards
  15. How To See The Reactions Under Shear Wall ?

    Mr Umar..... thanks so much for following yp . finally I get the answer for my question from an engineer so I will post for sharing informatons: https://drive.google.com/file/d/0B-J9zjENQqN9U3ZUUnE2OElkSms/view?usp=sharing
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