Hira Malik

  • Content count

  • Joined

  • Last visited

  • Days Won


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
  • Location
  • University
  • Employer

Recent Profile Visitors

180 profile views
  1. Not sure when to use 10.5.1 and when 10.5.3. Because 10.5.3 give too less reinforcement than required by 10.5.1.
  2. Yes, its basically the Abutment Wall of Weir. I have googled a lot but couldn't find anything. My senior says to consider only 3 ft as effective depth, but I want a reference to what he is saying.
  3. For a base slab of retaining wall with 6ft thickness, what limited thickness should we assume for calculating minimum reinforcement? Because if we consider it as 6ft for the minimum reinforcement formula (As=p*b*d), the reinforcement comes out to be too much.
  4. 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".
  5. 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?
  6. YOu mean that for a 3000 psi concrete, cohesion will be 3000/2=1500 psi?
  7. 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.
  8. 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?
  9. 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?
  10. 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?
  11. 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.
  12. 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?
  13. 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.
  14. 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.
  15. 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?