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Rana last won the day on February 21

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About Rana

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  1. Suarez, we do not handle pirated/cracked stuff. Please be aware in future.
  2. Solutions; 1. Why dont you import the cad drawing (as shown in image) into SAFE and draw footings with proper orientation? 2. Like you got reactions under so many combinations from ETABS for each column, in the same way, you could select all columns and export to EXCEL the local forces at and then filter for zero location and proceed with manual design. 3. Get global reactions (like you did already) but one group at a time. By one group i mean all the columns on one radial grid line. All columns on that grid will have same orientation and angle right. Export to EXCEL, transform forces in XY to that angle. New rotated forces will be; Fx' = Fx Cos theta + Fy Sin theta Fy' = -Fx Sin theta + Fy Cos theta there you go, you now have the new rotated forces. Repeat it for each radial line and then design footings manually.
  3. Depends on design moment combination. Thats why i always recommend putting in the right reinforcement in columns in ETABS and put it on 'check' instead of design.
  4. It might be this; "For concrete frame design using the ACI 318-08 and ACI 318-11 codes, the design report for "Shear Details" has been enhanced for "Sway Special" frames by adding the field Design Shear (Vu) for clarity. Previously, only the factored Vu was reported, which may not be the governing force for capacity design." Incident Id: 64173 in ETABS 2013 13.1.4 enhancement user notes.
  5. It could be. For example if you are checking shear at ground floor pier, it could be more than the shear force of floor diaphragm. This is due to the additive effects of upper stories. Meaning, shear in that pier will be the shear from floor diaphragm plus any residual shear force coming from upper stories, depending on shear force diagram. Yes, values will be either positive or negative. Is there any third possible sign? Secondly, you did not mention the results coming from static analysis or dynamic analysis? Remember that equilibrium from linear dynamic analysis such as MRSA are not possible.
  6. It looks like newer version of ETABS. Vu for frame or wall? I am sure there must be something written about Vu* in ETABS manual/help.
  7. Yes or by any other mean like manually applying the joint loads.
  8. You can do like this; What you have to do is to note down the z coordinate of each shell element along the height (in Excel e.g.) and calculate the force at top and bottom node of each element, then apply the average pressure in local axis 3 (plus or minus). Tip: Always model retaining walls/swimming pool etc so that all the walls have local 3 axis either inside the pool/container or outside. So you can select all the walls once and apply the pressure in one go. And for that turn on 3d view in XZ or YZ in ETABS and select top most mesh, apply pressure and so on. Its not that difficult. To calculate average pressure you can either make your own excel sheet or use the following I once made. Water Pressure on Walls in ETABS.xlsx
  9. Not sure about Pakistan building code, but this might be of your interest; http://www.concrete.org.uk/fingertips-nuggets.asp?cmd=display&id=750 Or in ACI 365.1R http://civilwares.free.fr/ACI/MCP04/3651r_00.pdf Or in terms of sustainability as per BRE (Building Research Establishment) or BREEAM program http://www.gov.scot/resource/doc/217736/0091011.pdf Also see this http://www.structuremag.org/?p=9459 http://citeseerx.ist.psu.edu/viewdoc/download?doi=
  10. You can use ETABS 2015 or higher and use 'Tower' option to separate both buildings in the same model.
  11. Adding a basement for home construction is obviously the owner's choice. But as a structural engineer for home construction in Pakistan, I would highly recommend not to add basement. This is due to lot of additional expenses, like RCC retaining walls, waterproofing, flood control, toilet/bath expenses, ventilation etc. If designed and constructed properly you do not need to worry about earthquake. Again, I would have added one and half additional floors from the same money being spent on basement and also forget about the worries mentioned above. Or could have spent it elsewhere like finishes, elevations etc. And what do you mean by Pillar foundation?
  12. Design strips are required to get total reinforcement area by integrating stresses of area objects.
  13. As Waqas mentioned, screenshots would be helpful. I do not think there'd be much difference between two cases as long as two shells on either side of beams are drawn separately even though their meshing lines do not coincide exactly over beam provided the meshing is almost nearly 1m.
  14. What meshing you are talking about? Slab meshing supported on these beams or beam meshing itself? What I could discern is you are using a shell element supported on beam. In this case, you should mesh the slab so that slab has nodes along the length of beam. Shell transfers loads to nodes and if not meshed, all the loads would go to beam ends at point loads.
  15. Analyze a 3-bay planer multi-story frame with beam lengths twice the column lengths. Make the gravity load zero and apply a UDL horizontal load on left most columns all the way from base to up. See what is the bending moment of beams and then read chapter 3 of Reinforced concrete design of tall buildings by Tranath. It will help.