Hira Malik

Members
  • Content count

    19
  • Joined

  • Last visited

  • Days Won

    3

Hira Malik last won the day on June 29 2016

Hira Malik had the most liked content!

About Hira Malik

  • Rank
    2nd Lieutenant

Profile Information

  • Gender
    Female
  • Location
    Lahore
  • University
    NEDUET
  • Employer
    MM PAKISTAN

Recent Profile Visitors

155 profile views
  1. I think Mr. Ilyas is right. I drew a none property section from center to center of two columns and applied load on it. ETABS says "the load is not transferred".
  2. How to apply "ECCENTRIC LOAD IN ETABS"? Like if i have a 18in*18 in column and load is applied 0.75 inch away from the centroid, how do i apply it?
  3. YOu mean that for a 3000 psi concrete, cohesion will be 3000/2=1500 psi?
  4. While performing stability analysis of dams, we have a "shear friction factor" for which we need cohesion value of the material. I am confused that whether i should use cohesion value of concrete or the rock foundation? What is the cohesion value of 3000 psi concrete and how to calculate it? In the book of santosh kumar garg, he has used the shear strength of joint instead of cohesion. Why is that? Because many other books use cohesion in the formula.
  5. While checking the allowable deflection in member in ETABS, which deflection is to be considered, absolute or relative? Which one represents the actual deflection of the member?
  6. How to check cable design in SAP2000? Purlins and rafters are designed in "cold-formed steel design" of SAP2000, but for checking/designing cables i cant find any option. How to check if the cable section etc. is adequate?
  7. I am getting the following error while I try to run my model in SAP2000 "Error In Creating Analysis Model- Area Load Assigns". This has to do something with the ‘none’ section property assigned to the walls. Deleting these walls solves the problem but will also delete the loads assigned to the walls. Can I assign the loads by defining a wall section with 0” thickness? What’s this error about?
  8. Yes i know that this problem will be solved if i use any other code. But i have to use the same and want to know the reason or explanation about this warning if any one knows it.
  9. Does anyone know that what the simple meaning of the following warning in ETABS is? “The maximum absolute changes in the EI and EA reduction factors is 0.2. For 102 members, the reduction factor decreased by more than the negative tolerance of 0.01. Do you want to reiterate analysis and design?” What are these EI and EA terms?
  10. Not for glass? then when do we provide these modifiers? I think they are provided when you want a certain member to attract more or less load than the others.
  11. jazakAllah. Yes we have demanded the specs from manufacturer. Do i need to change/edit stiffness modifiers for glass? why and how? I have never played with these in any structure before, but now i have been asked to do so ad i have no idea how.
  12. Attached below is screen shot of a canopy model. the cantilever portion is 24ft glas with supporting beams and 20psf live load. I am not sure how to check the design for a glass slab. How to check shear? What would be the limiting value of shear stress? Like for RC slabs it is 60psf (1.1*SQRT(fc'). What else do i need to check? Like in RC slabs for the moment we provide reinforcement, but how to deal with glass?
  13. We have a situation here. the footings of a building are under-sized and we are required to stabilize them by using some remedial measures. ground floor of the building is now complete and they are probably working on 1st floor now. we suggested to increase foundation width from sides and depth from top and embed the new reinforcement into existing footing. but the client is suggesting to use connecting beams between 2 footings. Your urgent advise is needed.
  14. i have heard about pick-up columns but not beams. i think they are not structural columns but just for architectural purpose or so. If any of the seniors could explain about these two, it would be great.
  15. 1. Consider the post below. 2. Yes, ETABS itself accounts for a column's slenderness. 3. See same post as above. 4. When selecting combos, it is better to select all combos so that you may check SAFE results for any load combo if you want. However, for design purpose you have to consider the WORKING COMBO only i.e. the one with gravity loads. If you consider the results of combos that include earthquake, make sure to increase your bearing capacity by 33%.