Ayesha

Post processing is unique to each office based on best practices. Normally each office has in-house excel sheets to do post processing. A lot also has to do with what kind of softwares are available.

First thing is calculate the wind load on the wall and see what your foundation reactions are. Design foundation for that. Similarly, model columns at 10' and see what your deflection is and design accordingly.

What do you mean by a "Compound Wall"? Boundary masonry wall?

The kern check is the stability check for foundation. Failing that means limit state failure. Other options would be doing piling or tie the foundation using a beam to next available foundation and design accordingly.

How much is the difference? Did you quantify? If it is less than 1-2%, you should ignore it.

Yes, assign separate diaphragms for each story and make sure the assignment only includes joints at same elevation.

Yes, I would suggest deleting the snapshot above.

Delete diaphragm assignments from Model and re-assign diaphragms making use all points for each diaphragm are at same elevation.

I think your project is procuring different kinds of precast walls and he needs to know the pull out strength to specify on data sheet for different kinds of walls. You can also clarify with him directly. Call him on phone.

Please see these for some excellent recommendations on US Codes and Seismic: https://www.amazon.com/Bungale-S.-Taranath/e/B001ITRJ06%3Fref=dbs_a_mng_rwt_scns_share I am not sure if the books are in Metric Units, but you can check.

Please see this thread. There are recommendations and best practicies for confined masonry. I think we can't quantify the effect. If you are going 2+ stories in commercial setting, go for frame as occupancy loading might be higher.

Without working under supervision of professional engineer, you shouldn’t be working independently unless you have gained sufficient experience. This requirement is there globally in literally every country. What if you make a mistake/ error that results in a death? Have you thought about that?

Moments would be small as slab is thin. Don’t release. Model as fixed and design for that case accordingly. I think different regions might have different versions of Hilti Softwares available. Normally Profis Anchor also has rebar option. I used it a few years ago. Umar and Zeeshan can also comment if needed.

Well said. Also this kind of practice would be unethical.

Static Load Case for Scaling and RS for design. There was also some discussion on this forum on how to combine RS load Combinations. You should look it up.

Depends on Building Code. For some structures with irregularities response spectrum analysis is mandated by codes since equivalent static is more applicable for regular shaped buildings with continuous load path and might not give accurate seismic force distribution.

I have no doubt that you are a very competent engineer and wish you all the best but doing designs without prior experience can be dangerous! You can open a company and sublet design work to someone who is licensed and also learn from that person.

MSc is not must but is I would suggest that you should work under supervision in a competitive firm for at-least 5 years before opening your own firm.

The shear wall / column will still attract load based on deformation compatibility. I think there are some minimum ductility requirement for columns that are not part of lateral force resisting system. Check the building code you are designing too.

I didn’t say ETABS Or the name of any software. CSI makes a lot of softwares and a few of their softwares are much more advanced and technical than ETABS.

This is a great question. I would suggest that please write to CSI, Ashraf Habibullah and other people and ask him why is it such so. It is a shame that Pakistanis are behind the best structural software on planet yet they never even bothered adding Pakistani Code to design codes.

@JL07, did this tip help solve the issue?

The best way to control torsion is to place walls at the “perimeter” of the building. The farther they are the more effective. This has also been discussed previously in the forum. Post link is provided below.

I am a bit confused by your question. My understanding is that you designed the structure for Response Spectrum loads and as well as for equivalent static loads and then your senior told you use response spectrum only and you want to know why is that ?

This topic has been discussed in very detail in this forum. Please search the forum. I am providing link to one discussion below. To answer your question as well, first you need to see if the torsion is Equilibrium Torsion or Compatibility Torsion. Equilibrium Torsion must be designed whereas Compatibility Torsion can be ignored. also read this: