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sameersaleem

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Everything posted by sameersaleem

  1. no reference it is based on judgement and experience.
  2. take the wall 0.1 mm thick and alter its mass and weight modifier to zero.
  3. change the code to AISC360-05 to lower version.
  4. EXPORT THE TWO DIFFERENT LEVELS SEPARATELY THEN COMBINE THE BOTH BY EXPORTING ONE PORTION INTO THE OTHER WITH OPTION OF ADD TO EXISTING MODEL
  5. CONSIDER THE SLAB AS SIMPLY SUPPORTED ON BEAMS AND CALCULATE THE MOMENT THEN CALCULATE THE REQUIRED THICKNESS OF GLASS BY COMPARING THE MOMENT WITH THE TENSILE STRENGTH OF GLASS (TENSILE STRENGTH OF GLASS WILL BE PROVIDED BY THE MANUFACTURER)
  6. no need to model it just applied the load of masonry on beam
  7. I HAVE DONE THIS ON SAP THERE IS A TEMPLATE IN THE SAP TO CREATE SUCH MODEL
  8. not allowed by code 10.10.4.1 no modifier with area 1.0A
  9. yes it is there in Etab 15.2.0 i have found it for both RCC wall And Columns
  10. this is because of high stiffness of internal columns which are attracting more moments which produces more elastic shear thats why middle columns have high shear value than the end columns.
  11. dear waqar saleem do you know how the auto selection works? in etab
  12. YOU CAN CHECK LONG TERM DEFLECTION THROUGH ETAB BY MAKING LOAD COMBINATION OF 2 TIMES DEAD LOAD PLUS 3 TIMES SDL AND 1.5 TIME LIVE LOAD
  13. multiply your bearing capacity with the catchement area of your spring
  14. etab design a beam on many locations if you check for max reinforcement for top then you will find your correct value of moment at support and if you select for max bottom reinforcement you will find middle span value for moment at middle.the attached screen shot is for -ve moment at support for +ve you should select max bottom reinforcement location. see the attached pdfmoment.pdf
  15. this is due to the pattern live load. In etab default pattern live load factor is 0.75 (for +ve moment only) in concrte design preferences. if you change the value to 1 then both moments will be same.
  16. In my openion we should not change any end length off set to pass some member or reduce the steel %age. suppose if we agree with rana that we can provide end length off set as slab half thickness then what for all other columns that the software repoting at 0 loaction and further thing is that if you can go to elevation 3 and exturude it shows that slab will be inside the beam by default and beam is exdtuded bleow column so how we can not provide end length off set as slab half thickness.
  17. Dear Rana there is no end length off set issue here at location 0. or you are not familiar with ETABS. ETABS always calculate the reinforcement at 0 loaction. and as far as end lenght off set is concern for this then it will be below slab not above slab.
  18. kindly do not ignore this loaction as it is default that software check the column at three location. kinldy check the moment and axial load at that location and check that there is no jerk in axial load and moment at that location.
  19. There is an option in safe that you can input user punching perimter in it. you should try this option.that will take the punching perimeter as you want it to take.hope this will solve your problem.
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