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UmarMakhzumi

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  1. UmarMakhzumi
    Sorry, its against our forum policy to share software download links. Thanks.
  2. UmarMakhzumi
    Yes. Yes. Thanks.
  3. UmarMakhzumi
    There is something else that you need to consider. For the case when you have a top slab, that means that you will have two walls - one on each side with ta top slab. So technically speaking the lateral pressure from each side should cancel each other out. But your wall should still be designed to transfer the forces as they are part of load path. Long story short, yes you can use the formula specified but if your length is long, check for counter-forts so that you don't get two way bending of the vertical wall. Thanks.
  4. UmarMakhzumi
    You will get more deflection. You need to stick to some objective code and guideline. You can't pick and choose. Thanks.
  5. UmarMakhzumi
    Rasheed, You can get dimensions of steel section and pre-calculated properties for Canadian Sections at: https://www.cisc-icca.ca/product/steel-section-dimensions/ Thanks.
  6. UmarMakhzumi
    (ka*unit weight*height) is the base pressure of the triangular force. You need to use ka*1/2*Gamma*h*h as the force and then multiply the force by lever arm (I think its 1/3rd (likely) or 2/3rd height - see literature) to get the moment at the base. If you have got a long wall, you should also do a check for counterforts to see if they are required or not. I am not sure why you called this a culvert, if its a long retaining wall. If you have a slab on top level, then the design would be different. Can you share a picture or a drawing. Thanks.
  7. UmarMakhzumi
    If it is designed properly, yes. What that means is that your slab needs to meet strength and serviceability criteria. You can model a waffle slab in SAFE and check if its reinforcement requirement and deflection are under code permissible. Thanks.
  8. UmarMakhzumi
    Ingrid, I might not be the best person for this. I have requested a tunnel specialist to join this forum. Lets see if he comes. Thanks.
  9. UmarMakhzumi
    I will ask out to see if we can get someone experienced in Tunnels. The problem is not a lot of people are willing to dedicate time to this. But, will give it a shot. Thanks.
  10. UmarMakhzumi
    Hi Ingrid, Please check out the following topics as the starting point: There is discussion about loading on the above mentioned topic. Also, please get in touch with @Hira Malik as I believe she is actively designing tunnels and would be better able to guide you in this regard. Thanks.
  11. UmarMakhzumi
    Hira, Goto this post and download the attachment that shows how to calculation horizontal and vertical moment in the wall. Please see this: These requests can't be entertained as it violates forum posting policy. Please see forum posting rules here. Please see answer to 1. The coefficients provided in the document are very easy to use. Thanks.
  12. UmarMakhzumi
    Hamza, It depends on some factors like cost, unsupported span and asthetics. Like if the ceiling is exposed, then Waffle is the go to slab type as it looks beautiful and can span large distance. If ceiling would be covered then you can go with literally anything. So do some preliminary designs, estimate the associated cost, talk to the architect and then propose an economical solution considering all the factors to the Client. Thanks.
  13. UmarMakhzumi
    Please see the following: Thanks.
  14. UmarMakhzumi
    For residential construction, basement walls act as propped cantilevers because of ground floor slab. You can model your wall as a propped cantilever and design for those forces. Also, check these topics out: The last post on the above linked thread has a solved example too. and this: Thanks.
  15. UmarMakhzumi
    The only reference I know in this regard is ACI Detailing Manual. However, as a matter of doing structural design, you can bent bars up if you can show by analysis that the reinforcement configuration using bent bars would satisfy moment demand in the beam. Thanks.
  16. UmarMakhzumi
    Yes. Site experience is valuable where things are done 100% to the drawing. Where there is proper change management and all directions are taken from design office. I don't know about Jordan construction practises, but if what I described is you have there, you can opt for site for 6 - 8 months and then get back to design. If not, don't bother, start at a design office. Thanks.
  17. UmarMakhzumi
    Salma, These bars are generally used in non-seismic area. Since after 2005 earthquake, seismic detailing has overtaken traditional detailing practice, that is why you don't see bent-up bars anymore. Thanks.
  18. UmarMakhzumi
    You should design it for seismic case too. With response spectrum analysis, signs are lost and maybe that's why your office is not designing foundations for it but technically speaking, foundations need to be designed for all ULS Load Cases based on LRFD. Thanks.
  19. UmarMakhzumi
    Thanks for the update. I will post something related to the subject if I come across it.
  20. UmarMakhzumi
    W/s Waqar, Please see this post: You starting point is to contact machine vendor and get unbalanced loads. Along that, you will also need dynamic soil properties (Poisson ratio, soil damping factor, unit weight, soil shear wave velocity of soil for each layer in the top 10 - 15 meters) from geotech consultant. Once you have this information, we can go from there. Depending upon machine characteristics, you will either need to design the machine on a foundation independent of mill floor or with the mill floor. Another option is to ask machine vendor to install isolation pads under the machine. In that way, you won't have to worry about dynamic loads. The pads should be rated for machine speed. Thanks.
  21. UmarMakhzumi
    Yar, it is a requirement that your model should include enough modes that the sum of mass participation of all the modes should be greater than 85 or 90 (whatever is in the code). You can download a tutorial that I posted some time ago that shows how to check this participation and how to scale the values. Check the link below. Thanks.
  22. UmarMakhzumi
    Welcome aboard.
  23. UmarMakhzumi
    Hi Don Ruc, Sharing copyright material violates forum guidelines. Please take a minute and read them. Thanks.
  24. UmarMakhzumi
    There are some topics in the forum related to use of links.. You can check this one out. For you building, make sure that you consider mass/weight irregularity (seismic). This would be because of swimming pool on the top. Thanks.
  25. UmarMakhzumi
    Waqar, You post is excellent and this is something that I believe the law makers can address. The overall labour laws in the country are worst by any standards. Have you tried contacting the MNA in your area. I believe that is Asad Umer. Thanks.
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