UmarMakhzumi

You are very welcome. Also, the above response assumes that there are no beams under slabs. If there are beams under slabs then the response is dependent on beam framing. Thanks.

If you don't have any support at the end of drop zone then the slabs should be designed as cantilever (but do provide bottom reinforcement too). For simplicity, you can consider one slab resting on another. This design approach addresses questions related to both figures. Thanks.

I normally do a quick back of the envelope check to see the maximum force per member. Then use the Beam and Column design tables form the CISC (The Canadian Institute of Steel Construction) Handbook to proportion members. If you don't have handbook, one thing you could is use Autolist feature in Etabs to determine the best section for your scenario. You will probably end up with a portal frame and trusses on top because of the operational requirements of hanger. Thanks.

Here is a plaza failure picture from Buner, Swat. Lets discuss what has gone wrong.

I doubt Sir. Dirkot Retrofitting has similar roof arrangement but we still recommended installing a new diaphragm. Thanks.

Anything can be retrofitted but for the present case, retrofitting is not suitable (because of $$ associated) and new stair case should be installed. Thanks.

Are there any roof pictures. I want to see if there is any diaphragm?

You can apply for MEXT Scholarship, Fulbright, AIT and there are a few universities in Turkey. Thanks.

Mubeen, It depends on how you model. Here is what I would recommend: Connection between proposed column(at tie-beam level) and cantilever beam should be moment connection. Model that way, apply your loads, get the final reactions at the foundation level and design your foundation for that. Other things that you should look at is: 1) Is your building in a seismic zone? If it is then your column from tie-beam level should not be part of lateral load resisting system. However, it should be able to deform with the structure for the given lateral load. 2) Check your cantilever beam for one way shear and serviceability. 3) Alternate solutions like Hilti in rebar in the foundation below and have columns start from there instead of cantilevering it. 4) What kind of contractor would be constructing this? Do you think construction would go a reasonable job with your design? 5) Solution should always look good on paper. What you have provided looks complicated. Thanks.

Shaker, FYI: http://www.sepakistan.com/topic/1780-assigning-of-temperature-load-in-etabs-and-safe/ Cheers!

The only thing that stands between an earthquake and public safety is a structural engineer. We need to empower our engineers with the skills and tools that allow them to design ductile systems. For that reason, I request everyone to please encourage other to be a part of SEFP and be more active. It is the only structural engineering platform for Pakistan and Pakistanis. Lets get the best out of us. Thanks.

A/0/A All, Its extremely heart wrenching to see another 7.5 earthquake and subsequent destruction. As engineers our commitment to public safety stays paramount. Let share pictures of structures that have failed in the subject earthquake and discuss the possible reasons why that happened and how could it be avoided. Prayers for the families who have lost their beloved. Thanks.

Its hard to say. Have you checked the roof slab manually for punching? The following links might help: http://www.sepakistan.com/topic/1689-drop-in-mat-foundation/?p=4358 http://www.sepakistan.com/topic/1719-punching-shear-of-shear-walls-in-case-of-eq-important-issue/?p=4531 http://www.sepakistan.com/topic/1663-punching-shear-in-safe-very-important-issue/?p=4182 Thanks.

Mubeen, Can you please attach the drawing file as a pdf. Thanks.

W.Salaam, For Dual Systems, frames of dual system are required to resist at-least 25% of the total base shear. This ensures that system has sufficient redundancy to justify the higher R value associated/ used with Dual Systems. There are different way to do it. You can make a copy of your model (or do save as; whichever is more convenient). Assign stiffness modifiers to walls so that they would be taking gravity load only and analyse your model for 25% of total base shear. They other way would be to remove wall panels and just leave the boundary elements and analyse your model. Thanks.

W/Salaam. Welcome aboard. Thanks.

Thanks.. I will read them. I would suggest reading "40 Rules of Love"..It is a very interesting book about Islam. Thanks.

Hello, I am looking to read something other than engineering. Would appreciate if you could suggest any non-engineering book that you have come across and find interesting. I can also provide some good recommendations. Thanks.

I don't think so that it will be possible to provide you with this information. Its unethical. You can try Reinforced Concrete: Mechanics and Design (6th Edition). Thanks.

Dear Muhannad, Please refer to the following link and see Tutorial 10: Foundation Uplift. http://www.csiamerica.com/products/safe/watch-and-learn What version of CSI Safe are you using.. Thanks.

Welcome aboard Shafeeq. Thanks.

Well your beam span is 10*times beam depth so shear deformations shouldnt be significant. Shear deformations are significant in deep beams where L/D < 4 or 2 depending upon what code you follow. Anyway, so your results dont match.. Is the deflected shape correct? How off are your results from baseline? Do your results improve when you refine your mesh? Thanks.

Is your beam span/ beam depth ratio greater than 2? Your results "could be" different because of significant shear deformation which solid elements would consider but beam theory ignores. Thanks.

Welcome aboard Yasir.

Actually I wanted you to do a comparison but never mind, I am doing it in SAP2000. I will post what I find. Thanks.