Ayesha

If I read it correctly, you are interested at the bottom bar at the support as shown in the figure. The requirement of that bar depends on the kind of loads you will expect and load direction. For example, in gravity loads, for a moment frame, the requirement of reinforcement is at midspan for bottom bars and at support for top bars. So, for the reason, you curtail re-bar at bottom from entering support (non-seismic, gravity) is the same reason you would need minimum re-bar at the support. If you have a grade beam, the direction of loading changes, and so does +ve moment faces and re-bar detailing.

Water table can seasonally fluctuate and you can have a condition where the soil below raft is submerged in water. In that case, bearing capacity of the soil would be reduced to some degree. Speak with your geotechnical consultant to get the exact number. You can do a separate buoyancy check if you want but I don't suggest providing an uplift pressure and you might not end with a lower bound solution.

Google Canadian Highways Snow Sheds etc or any nordic country.

Did you get any response?

isn't this the one related to construction sequencing?

You should get the force in the units the code is available to you and then convert the force later. I would suggest not to rely on dimensionless quantities unless you know how they are derived.

The geotech report excerpt refers to the "minimum foundation pressure due to Dead load" should not be less than 1.0 tons/ft^2. Dead load means dead load from superstructure. You can always clarify with the geotechnical engineer if there is ambiguity. You can even do it by burying your foundation deeper perhaps the overburden can achieve this much load easily.

Thank you for the great article. The article refers to Knee Joint. What is a Knee Joint. I might know what it is but can't think of it with the use of the word Knee.

You can look up any standard geotechnical engineering textbook. Bowles..

I will suggest that you need to be little careful while working with high strength steel/ materials. How much care you need depends upon how high strength of the material is. The reason - see figure below. I will be talking in terms of high strength steel. Most high strength steel materiel have very limited ductility so you don't want to hover around the 2% strain limit that we use with conventional rebar as you can see in the example image below as steel is already post yield at 2% strain. Generally while working with high strength rebars, you need to get the stress strain curve and then design the reinforcement based lower strain limit. Say a limit that represents 60% of yield as ductility is limited. Dywidag bars are another example that are used commonly in North America. You can see their stress strain properties here: https://www.dsiamerica.com/products/post-tensioning-systems/bar-post-tensioning-system/steel-stress-level/

See the attached example. Type 5 Check.pdf

1) Self Study. 2) Ability to visualize what is on a 2-D Drawing.

Have you tried the above quoted items? Is this resolved?

Poor drainage. Water eroding soil away.

Depends how the corrugated sheets are connected to roof. If your roof sheating is connected through purlins to roof then it is a concentrated load. If you have moment, then yes. Use interaction.

Apparently, you have a "load transfer problem". The first and foremost thing that is expected is that reactions should equal applied loads. This should always be checked by design engineers unfortunately this doesn't happen so often. If your applied loads don't match reactions, there is no point in discussion "Design Results" because your are designing for a model that doesn't represent "actual conditions". For your situation, have you tried only modelling the balcony beams in a new ETABS model and check the reactions as suggested above? Or did you try isolating the load combinations and checking reaction for each load case against manual calculation as suggested above to pin down the load case that is causing problem? Other items that you can do is apply your loads on cantilever as line loads. I also want to comment that this thread is a perfect example of why SEFP should ban people from sharing their models. Everyone, expects someone else to check and figure out the problem and the discussion about potential problem is lost. Other items that are observed are that original poster (generally speaking) may only entertain the replies that require less to zero effort and totally avoid or not answer things that require him to crunch some manual numbers or to do math. Something that Admins/Moderators can consider. I believe this will improve the quality of discussion on this forum.

I think @BAZ would be able to answer this question.

SAFE has a manual the comes with the software. It explains the methods and limitations the software uses to calculate different limit states. Please refer to it.

The first thing that you need to do is to complete manual load check per column location per load case to see if loads are being transferred correctly. You did mention that you get different results when you model, so there is a problem with modelling and load transfer. Do this excercice and report which load cases the results don't match and we can go from there.

I have explained to you why that is not correct. Insertion points other than center modeling will result in additional moment, that is how software resolves nodal forces. If you have a counter explanation (not a fake article on web by some idiot) please post. ?

You can sum the reactions and compare the ratio of total shear resisted by frame(s) base to that of wall(s) base. Also see:

LTB has to do with compression flange being braced against side sway movements so yes, the purlins can be effective in my opinion. I haven't done a lot of design that used purlins so might be better if @Ahmed1 can reply as it looks that he has some experience in this field.

Based on what?

Your results for insertion point will depend on how the two members are being connected but generally speaking, using insertion point should make your results worse (increase reinforcement) instead of reducing it as there is now additional moment being generated due to eccentricity of centroid.

We will help you to areas where we can, but your prof shouldn't force a software he doesn't understand well. Just saying.