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IMO, if the lift core consists of RC walls and columns are part of a frame system, it may possibly be considered a Dual System consisting of RC shear walls with IMRF (R=6.5) or simply IMRF ( R=5.5). Otherwise, the minaret might be considered to correspond to "Distributed mass cantilever structures such as stacks, chimneys, silos and skirt-supported vertical vessels" (S/No. 3 in UBC-97 Table 16-P), for which R=2.9. HTH Regards.

I don't know what the framing is for Faisal Mosque Minaret. However, as per UBC: Also in the sub notes of Table 16-N, the maximum height for Cantilevered Column System is only 35 feet in Zone 3 and 4. Cantilever Column System Geometry is very peculiar. See the attached image as it shows one system. If the minaret framing is similar to attached picture, it is a cantilevered column system. If not, it is something else. Without seeing framing, its hard to tell.

I am designing a 10 storied industrial building . Architect used a slanted wall in the front elevation of the building for aesthetic reason. But for structural framing I need to model this shear wall in ETABS. Is is possible in ETABS or I have to use any other software?

Dear Jaher I guess, It is possible to have a slanted shear wall if it is properly connected at different levels, and modelling is also possible in etabs or sap.Regards

Hi Muneeb, The N value you provided is at the surface or average N over the influence depth? For raft foundations on sandy soils, bearing capacity from shear failure point of view is not a problem. If you see the bearing capacity formula q=cNc+0.5*Unit Wt*B+qNq the middle term has B, which could be quite high for rafts. Also empirical formula for mat foundation is 20N (kPa) (if I remember correctly from Meyerhof). Therefore for your case the bearing capacity is in the rage of 100kPa (As Engr Uzair suggested bearing capacity value you are using is quite low for sandy soils). Important thing for you would be to check settlements. Please refer to Bowles book for settlement calculations. If settlement are high then you can consider using piles (screw piles would be a good option in sandy soils) under columns. Regards,

@EngrUzair has explained it very nicely. I will just add two things: First that the only benefit would be to student graduating after the date the accord has been signed. So existing graduates aren't getting any benefit. Also there are specific Pakistani universities that are being recognized under the accord. This further narrow downs the list of potential beneficiaries. The second thing like Uzair Sb mentioned is the benefit of education accreditation. A professional engineer registered with PEC and working in Pakistan who wishes to practice engineering abroad would still need to go through the complete application process (Washington Accord doesn't remove that requirement) but the only benefit he/ she would have is that the education verification would be skipped provided he graduated after the ratification of Washington Accord from one of the universities recognized under the accord at that time . Thanks.

Dear Waqar, AFAIK, main benefit will be in the form of opportunity to practice engineering (work as an engineering professional) within other Signatory i.e full member countries of the Accord, as the engineering qualifications of Pakistani Engineers will be acceptable to them now. Other requirements of Licensing Authorities of these countries, as and where applicable, would also need to be fulfilled. Further details about Washington Accord, including list of Signatories & FAQs, may be checked at the following link: http://www.abet.org/global-presence/mutual-recognition-agreements/engineering-washington-accord/ Regards.