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Muhammad Hassan

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  1. Muhammad Hassan
    Sir umer i had studied this document before starting discussion. This mainly adresses the stress increase in structural materials. This was practice followed before 1990's because at that time factor of 0.75 was not introduced in load combinations. We can increase allowable bearing capacity of soil by 33% under eartquake and wind conditions.
  2. Muhammad Hassan
    While Calculating vu (Punching Shear Stress) safe also takes into account effect of moments also. Please go through attached file. It explains in detail how Safe calculates punching shear. ftn01-03.pdf
  3. Muhammad Hassan
    Welcome sohaib. i hope that you will learn a lot here. Try to design by proper calculations instead of thumb rules.
  4. Muhammad Hassan

    All new members welcome aboard. it would be nice if you introduce yourself

  5. Muhammad Hassan
    Practically most of times delay in issuance of deliverables is due to 1. Delay of input information. 2. Change in input information Most of times point 15 mentioned by Muhammad Ali is overlooked.
  6. Muhammad Hassan
    Sir Rana waiting for you reply related to conceptual difference between safe 8 and 12.
  7. Muhammad Hassan
    thanks nw clear
  8. Muhammad Hassan
    i was making load combinations for descon new project. it was strange when i found out they are unaware of vertical component of earthquake. Except one project they don't take this. further more they are also unaware of special seismic combinations. but one thing is encouraging tht they most deal with steel structures and when we use ASD Ev is zero. This clause has saved them till yet
  9. Muhammad Hassan
    thanks sir for such explainatory answer.
  10. Muhammad Hassan
    Can any body give me referrence of clause which is generally used in foundation design that is "33 increase in bearing capacity of soil is allowed under application of wind or seismic loads"
  11. Muhammad Hassan
    sir zeeshan ur comments awaited
  12. Muhammad Hassan
    Em should be divided by 1.4. Referrence is same file mentioned by Ayesha above. I have read this on couple of forums that Em should be divided by 1.4...
  13. Muhammad Hassan
    could any body share link of UBC Commentary..
  14. Muhammad Hassan
    Thanks for reply. Wht about application of these load combinations for Allowable Stress design. Should they look like this. 1. 1.2D + L + (Em /1.4) 2. 0.9D +/- (Em /1.4) Please correct me if i am wrong
  15. Muhammad Hassan
    I think connections of steel structures should also be added to this exception because as per UBC-97 Chapter 22 Division 5 it is written for almost all types of frame that connections should be able to resist Omega times of the design seismic forces. Where Omega is as per table 16-N of UBC-97. Waiting for your replies
  16. Muhammad Hassan
    Under what conditions we should use load combinations mentioned under Subject heading in UBC -97? As per my research we should use them only for " Element supporting Discontinuous System"-UBC 97-1630.8.2 and for "Collector Elements"-UBC 97 1633.2.6. So, there is no need to use these combinations for all structures and its components (Exceptions are mentioned above). Is my understanding correct? Please reply with referrence
  17. Muhammad Hassan
    i agree with waseem. after this tenure it is difficult for one to STUDY AGAIN
  18. Muhammad Hassan
    I remember whn i modelled 40 ft dia doom of B-17 Mosque on ETABS using this practice. Sir umer thanks for sharing this
  19. Muhammad Hassan
    Hello Guys. According to your opinion after how much practical experience one should go for masters?
  20. Muhammad Hassan
    Hello Guys. According to your opinion is it possible to BUILD SMRF(Special Moment Resisting Frames) in Pakistan satisfying all code requirements? Need comments of senior engineers. There is practice among Pakistani Designers that they take value of "R" for IMRF intead of SMRF even if there building is in UBC zone 3 or 4.
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