UmarMakhzumi

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About UmarMakhzumi

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    Makhzumi

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    NUST, U of A
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    SEFP
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    Structural Engineering, Ancient Engineering, Seismic, Retrofitting, Finite Element Analysis, Civil Engineering, Formula 1, Basketball, VB

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  1. They have to be fixed or else your framing would be unstable. You can call it a cantilever wall system. On a general note, I would advise to have braced bays in such a case(where slabs are pinned connected) in addition to walls. Thanks.
  2. For 1, the discussion is only for cases where the connection allows moment release like explained above. You can't use it for all configurations. Coming to your question, if your connection is pinned, that means you don't have any moment, but your slab is still part of the lateral/ seismic load path and you need to design for the forces it is transferring to the wall. Check cord, collector and whatever is applicable. 2. You can detail it based on wall or column's contribution to total shear being resisted. Walls are detailed for ductility as they attract lion's share of floor shear . Columns aren't detailed to the same level (it is not a very good comparison aals both items behave differently and parallels can't be drawn) because see previous sentence. Use judgement. Thanks.
  3. The situation what I can think of where a slab panel allows rotation at end, is where you have got a precast slab panels bolted to the face of a shear wall. Such a connection shall allow moment to be released and shear and axial to be transferred. Now, seismic force shall be transferred from slabs to walls as an axial force of slab and a lateral force to shear wall through the shear connection. Please see attached sketch. Thanks. Shear wall and slab pin connection.pdf
  4. What Waqar proposed is reasonable. You can also ask geotechnical consultant who is providing the geotechnical recommendations and doing the soil testing to give you recommendation about this situation. Thanks.
  5. Slab in such a case would be monolithically casted with shear walls. Even if your connection arrangement allows rotation at the shear wall face, it would still be able to transfer the lateral load. It is just that your lateral load system is a simple shear wall system. Whereas, for a building where we have, say a concrete frame, and the connection b/w column and beam allows rotation, that system would fail under seismic as your lateral resistance for a moment frame comes from frame action of beam and column assembly. No frame action, no lateral resistance. Thanks.
  6. I will add to above comments that softwares are easy. Don't fret yourself with learning them. You can learn them as you come across. Focus on whatever project your firm would put you on, develop the ability to think clearly, do self study about issues you come across and try not to do a box design. Thanks.
  7. Taimoor, You will find the following topics useful. Thanks.
  8. Welcome aboard Shamiq.
  9. Hi Waqar, This is a built in system that relates title change to number of posts. It's for fun and nothing serious there.. You are right about a lot of valuable contributors have less posts. We have great respect for all those contributors. This title thing means nothing other than post count. Thanks.
  10. Dear All, Please see the latest member rank hierarchy that has been implemented. Your feedback is more than welcome. Thanks.
  11. Hi Ilyas, Sharing NBC or any other document that we don't have rights to is against forum rules. Please see forum posting rules here: Thanks.
  12. ETABS can provide fairly accurate time periods if modelling assumption, soil structure interaction is accounted well. See attachment. T computed should be used if a person knows what he is doing. That is a big "IF. Thanks. ETABS vs Field Time Periods.pdf
  13. I think displacements should be used. They are good indicators of Torsion. Thanks.
  14. This is a very good point and would result in higher tension. This is a very likely limit state. Thanks.