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Structural Design Codes in Pakistan? Can someone help me determine the "standard design codes" to be used in Pakistan for designing building structures; The Pakistan Building Code is a 'cut & paste' document with little practical guidance - hence superfluous I would say. Which codes do you use for 'structural design of elements’? 1. Wind Loading -? 2. Concrete design -? 3. Steelwork Design -? 4. Masonry design -? 5. Timber design -? 6. Geotechnical design -? 7. Earthquake design? & so on etc etc. There is the American Codes (ASCE, ACI, AISC, ADM) and European Codes (Eurocodes, EN, EC0, EC1, EC2 etc) for each of the above and more; Should Pakistan be adopting Eurocodes with the Turkey's Nationally Determined Parameters? Who is the custodian of the design codes ruling in Pakistan? PEC (another of the country's quango that is more interested in ticks box exercise, or am I wrong is that assumption) or is there another body that one can look to for guidance? Any feedback on the matter from learned Members would be most welcome.

it considers ,go to flexural design

Use MatLab To transform frequency-domain iddata object f_data to time-domain iddata object t_data, use: t_data = ifft(f_data) or check this link https://www.mathworks.com/help/signal/examples/practical-introduction-to-frequency-domain-analysis.html

btw, i found this in ACI318-19:

You can find it in books dealing with nonlinear analysis or the research papers dealing with "Failure mechanisms of structures with strong column-weak beam" philosophy. The idea is to enable the frame to maintain its ability to carry gravity loads when it moves into inelastic range. The formation of hinge at the top end of top story column does not inhibit the frame from maintaining its ability to carry gravity loads.

Any structural engineer working in Saudi Arabia or had experience in Saudi Arabia please share some details about structural engineering practice and environment in KSA.

I will email them with latest code link of BPC-07 about the issue. let see how will they respond..

The way forward, as far as Equivalent Static load procedure is concerned, is to use the "User coefficient" option in ETABS definition of load patterns related to seismic forces. You will need to enter the value of "Base shear coefficient" as well the "Building height coefficient". The program will multiply the "Base shear coefficient" with the seismic weight, determined by the options you defined in the mass source, to generate the total seismic demand. It will use "Building height coefficient" to distribute the Base shear along the height of the building. For RS analysis, you can import user defined response spectrum.