Engr Waqas

Members
  • Content count

    147
  • Joined

  • Last visited

  • Days Won

    8

Engr Waqas last won the day on January 1

Engr Waqas had the most liked content!

2 Followers

About Engr Waqas

  • Rank
    Captain

Profile Information

  • Gender
    Male
  • Location
    lahore
  • University
    UET Lahore
  • Employer
    Dar Engineering Lahore

Recent Profile Visitors

358 profile views
  1. Why r u asumimg only two bolts effective in shear? R u assuming bolts in tension would not be effective in shear or what? Also why earth quack load is not being used to calculated base forces? @waqar saleem as umer said your bolts will not only be designed for tension only but also for some failure moods associated with bolts i.e. breakout failure, pryout failure etc. so appendix D of ACI deals with it.
  2. Assalam i alikum friends, What are good consultants in karachi which have experties in building design of low height as well as high rise. Kindly share ur experience and info. Major element i m looking for is good learning environment where we can learn real and correct design practices instead of faulty ones. Also kindly comment whether EA CONSULTANTS from karachi are good in technicalities in structural design or not? If u also can comment or comparison between EA and bilan nd mushtaq consultants it would be of great help. Thanks.
  3. If beam is wide it reduces one way shear force by reducing cantilever part. but providing beam or not, is purely dependant on situation and loading. I believe it is mostly differential settlement that happens and when one part of wall exerts more load and soil loses its strength and settles, then the beam provided will behave as bridge between this settled soil and hence will not allow wall to settle even if soil has settled( as in loose pockets).
  4. Depends on loading nd settlement. If loads are high, go for beam. Difference i have mentioned above. It is you who will have final judgement.
  5. Tell me why are you not designing it using software to take care of all the forces for design? More over in my opinion, tie beam grade beam ground beam and plinth beam are not different necessarily. They are just terms to define the type of beam. Tie beam is a beam used to tie two columns for two movememts. Vertically and horizontaly by increasing stiffness of structure there. For example column A and column B are tied.if column B settles, the tie beam will offer a resistance to its settlement by transfering force to column A. Also if column B moves horizontaly, tie beam will tie column B with column A and hence offering a frame actiom to reduce horizontal deflectiom. Tie beams may be at any level. If these are at plinth evel they are called plinth beams where it also helps in soil retaining of inner house area and offer also as support for walls. Plinth beams my also be designed as tie beams or just as plinth beams to support walls etc. Grade beam is a beam cast against earth. If below plinth there is not brick foundation and plinth is supporting wall then this plinth beam also called as grade beam. And grade beam and ground beam is same.
  6. If you are worring about settlement of foundation, i think it can be checked in safe. If beam without bem satisfies, strap footing must be enough.
  7. Thanks a lot. Keep it up. You are serving engineering community a lot...
  8. For design of beam footing, either you cand consult PRC 1 by Z A SIDDIQUE or search the forum. There are other discussions also.
  9. My opinion is that, beam foundation is mostly suited when loads coming from super structure are excessive and causing punching shear in footing. So instead of increaisg depth of whole footing, we provide tapered footing or we go for beam footing. But since in case of wall, there is no case of punching shear. And only one way shear exists. Which is nearly same either you provide beam or not. Again if u r having excessive one way shear u can again go for beam footing or tapered footing. again if u think tapering will cost more go for localized thickneing by providing beam. More over, providing beam also causes increment in rigitiy of footing. I will personally provide strap footing.
  10. Assalam o alaikum. Why dont we model masonary wall in etabs while modeling frame? Walls are there with their stiffness participation by reducimg displacements in an earthquack. Is it because we consider walls will fall when seismic force will act on walls perpendicular to plan of walls? More over one of my friend told me that now a days practice of construction in islamabad, quetta and kashmir , houses are built with masorany walls along with columns. The frame provided is designed for lower seismic zone than original and for lower ductility. My question is does it act as dual system? Means walls are considered to resist lateral forces and the frame ( in which beam is not designed to take slab load) is provided just to have some extra stiffness.... what exact concept is used behind such design, if any one is familiar with?
  11. The dimension of column is very big. R u sure? What is the project exactly? More over why r u facing problem in design of footing? It must be same and dimension of column should be taken at bottom of column.
  12. @UmarMakhzumi So for model 2, frame only, instead of playing with modifiers, can we go to reduce effective mass multiplier to 0.25 as Ilyas said?
  13. Does vertical distribution depends on time period? It must depends on weight participation and stiffness of floors.
  14. As umer makhzumi bhai said, for seperate model without shear walls, the approach told by ilyas should be ok. But I doubt the interaction with shear walls is not taken into account if we design frame for 25% shear separately. Kindly share you solution how to cater it in etabs.