BAZ

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BAZ last won the day on April 6

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About BAZ

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    badar210@hotmail.com

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    Rawalpindi
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    NUST, Politecnico Di torino
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    CIIT
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    structural engineering,cricket,football,economics and films/music.

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  1. You are getting unexpected Shear force distribution because, I believe, you have assumed the uniform distribution of bearing pressures under the strip. Find out the resultant of series of point loads, and then provide the dimensions of bearing area in such a way the geometric centroid of the bearing area coincides with the resultant of series of point loads. If you can't do that, then do the finite-element-modeling.
  2. Why are you modelling the structure in ETABS. If you are modelling to know the seismic demand on walls, then you should have included beams, because you can't neglect the weight of beams as the weight effect the seismic demand. The weight also effect the time-period. If you are modelling to find stresses in your bearing walls, you need to model these beams, as they will be inducing the point load on walls.
  3. A two hour session will be held in the Wah campus of CIIT. The attendees will receive a certificate which can be helpful for engineers in matters of PEC-registration. The speaker will be discussing the topic of performance-based design and evaluation of tall buildings. It is good opportunity for structural engineers to equip themselves with recent advancements regarding the structural analysis and design of tall buildings. The speaker, Dr. NAVEED ANWAR, who is executive director at AIT Solutions, is not only a Structural engineer, but also has been actively involved in software-development of CSI products such as ETABS, SAP2000 and CsiCol. Please find the brochure in the attachment for further details. CPD_Dr Naveed_1.pdf
  4. If the wall is receiving the slab loads by two-way action, then you need to check the adequacy of slab against punching.
  5. What is the question?
  6. One example is to transfer of diaphragm forces to shear wall, if the wall does not have collectors, or drag members. The flexural reinforcement of slab will transfer in-plane shear of slab.
  7. It should be dubbed as building frame system. The relative stiffness of vertical members of lateral load system and their strength and ductility decides the category of structural system.
  8. The factor of 0.35Ig is not applicable to beams with flanges. For the interior beam, the factor will be around 0.7Ig, and for the edge beam, it will be around 0.5Ig. Moreover, these factors are for un-braced frames; factors are different for braced frames. Please go through the commentary of the section 8.7.1 of ACI 318-08.
  9. I think both will indicate the torsional irregularity at a level in the building. The ETABS gives those results in the summary report; the software reports in term of maximum and average displacements and their ratio at each story.
  10. In calculating design forces, have you considered the application of point load on a panel, which will support lights, at the top of the pole, in addition to the UDL on the pole itself. Is it possible that only two bolts will be effective in resisting moment for a wind direction in which two bolts will lie on the neutral axis, and the moment arm will be sqrt(2) x 12.
  11. My initial post was to point to fellow engineers that one must look at the value of the time period used by the ETABS for calculating the base shear. For normal construction in Pakistan, the construction in which the area of shear walls seldom exceeds 1% of the floor area, the time period of the building should not be significantly less than the value obtained by empirical formulae of UBC 97. If ETABS is using the value which is, say 60%, of that value, then there should be some mistake in modeling, and the design engineer should be aware of that.
  12. The design of tie beam will be governed by amount of differential settlement of the foundation selected for the job at hand. If delta is the differential settlement, then the fixed-end moment due to that value will be: (6EI/L*L)delta. Add the gravity load Fixed End Moment to it, and then distribute this moment among members of beam-column joint according to their flexural stiffness. That is a crude way of proportioning the tie beam.
  13. I hold the same opinion on this topic.