asadishaq

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asadishaq last won the day on February 23 2016

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About asadishaq

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    Lieutenant

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    asadishaq@hotmail.com

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  • Gender
    Male
  • Location
    karachi pakistan
  • University
    N.E.D University of Engg.&Technology Karachi
  • Employer
    Arif and Associates
  • Interests
    structures

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  1. EA consulting is very good organization, they have good projects and have very experienced professionals, working environment is also good they have bridge department and also the building department.On the other hand M&B is equally good as EA they only have Building experts and they are now a days doing very good high rise projects.
  2. Dear Umar Bhai, These are the concrete columns,I want to know how should I detail these columns if I provide the hinges in ETABS at top and bottom of the columns.
  3. Dear All Experts, Can we provide hinges in the columns at top and bottom? I am asking this question in a scenario that my columns are very close to shear walls and are getting very high moments.
  4. https://www.csiamerica.com/products/safe/watch-and-learn watch the tutorial for SAFE foundations uplift
  5. Dear All While visiting the site I observed water dipping out from these cracks on the slab soffits,please see the attachment. What type of cracks are these, and are they alarming for us. Type of slabs are two way slabs supported on beams,slab thickness is 8 inches and span is 27 feet by 31 feet. In my understanding these are yield line cracks because they are resembling the yield line patterns. slabcracks.zip
  6. Providing 12" PCC cannot controll the settelments because on the application of load this PCC layer will be crushed and will change in to a powder form.
  7. wasalam, Dear Waqar, For allowable deflections of two way slbas please refer to the table 9.5( of ACI 318-08,where you can find the maximum permissble deflections for two way slabs.secondly if you want the procedure how to check, it can be easily done by importing your floor in SAFE where you can check the deflection of slab at any point. Thanks
  8. inter story drift is exceeding in basement levels,also torsional irregularity greatly exists at different levels.should we consider the underground stories for seismic drift and torsion???
  9. following load combinations are used in the model.design preferences are ACI 318-02,Building is in zone three with SMRF system for lateral loads.and there is an inactive fault near the building just 500 meters away from the site,a special geological study has been conducted which shows zone 2B but the vetting consultant asked the designer to design it for zone 3.load combinations are as follows. 1.4D 1.2D + 1.6L 1.2D +1.0L + 1.6WX 1.2D +1.0L - 1.6WX 1.2D +1.0L + 1.6WY 1.2D +1.0L - 1.6WY 1.2D + 0.8WX 1.2D - 0.8WX 1.2D + 0.8WY 1.2D - 0.8WY 0.9D + 1.6WX 0.9D - 1.6WX 0.9D + 1.6WY 0.9D - 1.6WY 1.2D + 1.0 EQX 1.2D - 1.0EQX 1.2D + 1.0EQY 1.2D - 1.0EQY 0.7D + 1.0EQX 0.7D - 1.0EQX 0.7D + 1.0EQYdynamic analysis is performed using eigen vector.
  10. The building is located on hilly area near murre and it has 8 basements and 10 upper stories 4 basements are totally confined from all sides,after B4 level it is confined from 3 sides.foot print of the building is such that B8 footprint is very small than B7 and step by step it is increasing till B4 and after B4 rest of the basements are same.I am attaching the sections of building also,the designer choose the B4 level to the lower story for seismic force.when i am checking my base shear at B4 level only 54% of base shear is taken by columns...since there is no special consideration been made by the designer to design the retaining walls for seismic forces,retaining walls are designed as a normal walls.the modifiers assigned to retaining walls are 0.7 for bending only the membrane modifiers are 1.the thickness of the whole retaining wall is 4 feet.I am from client side and checking the model kindly give me you valuable comments about this project. A-301-MAIN BUILDING & BALLROOM SECTION-Model.pdf
  11. Retaining walls in ETABS absorb much of base shear if our whole basement is confined by retaining walls,what is the correct way of modelling retaining walls? can we neglect them in the model?or if we model them what are the correct modifiers for them, I am vetting a project in which the designer put all the modifiers to 0.7 in membrane and bending and retaining walls is absorbing 54%of base shear in X direction and 46% in Y direction is this the correct way of modelling???
  12. Links are still not opening
  13. I have a concrete IMRF system with shear walls are also present,what will be the value for ct?is it 0.02 or 0.03?
  14. Ct=0.035 for steel moment resisting frames Ct=0.030 for reinforced concrete moment resisting frames and eccentrically braced frames Ct=0.020 for all other buildings My question is that the value of ct is dependant on material property like steel structures or concrete strucutures or wooden structures or it depends on the type of frame system like dual frame system IMRF SMRF ?
  15. I have been searching the example in MacGregor but didnt find it....