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UmarMakhzumi last won the day on January 31

UmarMakhzumi had the most liked content!

About UmarMakhzumi

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

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  1. Hooks bent inwards provide confinement and increase ductility. Thanks.
  2. As far as your calculation goes, you can reference this manual in your calculations and that should be okay. I am not sure what do you mean when you say "Please suggest me some solution for this. " Haven't you already done calculation? Do you want me to check it and confirm if that is okay? If that's the case, I won't be able to check the calc because of my own workload. But as long as you are using literature references, it good. Double check your numbers and nothing to worry about. What I want to understand is that why are you worried about settlement? Does your structure contain any equipment for which you need to keep settlement below certain value so connections to equipment don't break? Also, I am not sure where this structure will be built - is there any frost heave expected where this structure is being built? If yes, have you designed for that? Thanks.
  3. That is a very good approach.
  4. Hi, I am not familiar with the formulas that you have used (That doesn't mean they are incorrect). I believe that you are calculating the settlement based on applied load (or bearing pressure). If you have a reference for the formulas you are using, it should be all good. Generally, I would ask the geotechnical engineer to provide some literature that I can use to calculate settlement. Thanks.
  5. Dear Uzair, I have replied here: Thanks.
  6. I don't have a reference from Canadian Building Code, but I have seen a design life of 50 years in client specifications. Also, to me this is what is the basis is in design clauses (like Maximum Considered Earthquake is based on 2% probability of being exceeded in 50 years, or wind/ snow design loads are based on 50 year cycle). For Pakistan, it should be same as international code. In Canada, even though design life is specified in the documents, I have seen engineers continue to retrofit or modify existing structures which have passed the 50 years mark as long as field tests done to see the condition of concrete/ steel come acceptable. We have got a bridge in Edmonton that was built in 1915. It has been retrofitted and continues to serve the community. Thanks.
  7. Yes, you do need to design the tie beams. Depends upon framing. I can comment if you share something. Thanks.
  8. Thanks. I forgot to state that I was using RISA3D but its good to know options available in ETABS. You can also use the formula for maximum inelastic response displacement to separate the buildings. Check this Thanks.
  9. The following site has good masonry design resources: Thanks.
  10. It is a very good question. I was in a similar situation recently but I separated my models. Wonder how do softwares consider that..
  11. I remember Nowshera has some flood history too so you might want to reconsider the basement portion based on that. However, if you still wan to to have a basement, a semi-basement, just 4' below grade might be more in-expensive option. You can also ask your structural engineer to design a masonry retaining wall (if he can). That can save you some money. Also, things to watch out are water proofing details at the exterior face of the wall. Thanks.
  12. You are welcome. Simplest way to learn something new to model is to take an example out of the book, do the model and compare the results. If your results are same as that of the book example, you have done a good job. Here are some tips: 1) Top and bottom members need to be modelled and designed as continuous members. 2) Make sure your unbraced lengths are correct. 3) Manually resolve wind and snow loads on trusses. In that way, you will minimize any chances of error in load application. 4) Manually check at least dead weight reactions and member forces. If they match, you can trust your model. Hope that helps. Thanks.
  13. Hi Rahul, There are a number of ways to do it. I have suggested one in the attached pdf. Thanks. Steel Truss Concrete Column Connection.pdf
  14. 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.
  15. 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.