Ayesha

I think sharing copyright softwares or information is against forum policy.

Raft for a house is overkill unless you really need it. An example is where the house is being built of area that is a fill and the ground might settle. If the construction in your area is masonry, stick to it. You won't get any benefit out of a raft.

I think the forum rules prohibit sharing copyright information.

Please see the article http://docs.csiamerica.com/help-files/etabs/Menus/Assign/Shell/Shell_Assignment_-_Insertion_Point.htm

I think you both are talking about the same thing. His statement is about ratio of slab thickness (h) to distance between piles (L) -> (h/L) being more than the code number and what you have referenced talks about distance between load points (L) to ratio of slab thickness (h) -> (L/h) which has to be less if the first statement is correct.

Kindly provide the ACI reference. Concrete walls are generally too stocky to buckle but I would like to know the provision.

It varies from consultant to consultant but my opinion is that the normal design practice has destroyed Pakistan. If you need deep foundation, provide deep foundation.

I don't know much about dams, but when you do stability analysis of Dam if it is a rock/ clay dam cohesion would be important as the Dam Embankment stability relies on that but if it is a concrete dam, would cohesion even matter?

It looks okay to me. The wall plus cyclopean concrete would act as one block (like one wall). The portion of the raft above cyclopean concrete and wall would be in direct bearing. You can get some field testing done to see the strength of cyclopean concrete to use in your calculations. The only thing to check would be the retaining wall foundation for bearing pressure due to added load of raft, plus the retaining wall using coefficient of static earth pressure for added surcharge due to raft. To compute surcharge load on retaining wall, you can see the attached document that provides some guideline. You can also ask the geotech consultant to provide you recommendations on how to calculate surcharge load on retaining walls. Also for Detail A, you can have the column concentric on wall. Surcharge Load Retaining Wall Design.pdf

Fatima, Can you share a sketch?

See this topic. http://www.sepakistan.com/topic/2303-shear-wall-design/

Omar, when you are reporting maximum deflections I assume that you mean maximum vertical deflections and it is relative not absolute. I still can't get my head around the fact that you have so much deflection difference even for gravity load case. I will look further in this. I don't have an answer on top of my head. I also request other forum members to share there thoughts about this question.

That is due to unsymmetrical stiffness of vertical members. This however isn't the subject of our discussion. Are you using any live load reduction factors? What is the difference in vertical deflection of the slab in 2 consecutive floors and what is the location of that maximum vertical deflection?

You need to go through these tutorials: https://www.csiamerica.com/products/etabs/watch-and-learn

You shouldn't have it. If you want to investigate it please provide what combinations are governing. Here is what you should do: 1) Do a gravity only analysis use load factor of 1 to see what results you are getting. 2) Do a lateral only analysis to see what results you are getting without any gravity load. 3) Compare results and check model for errors. Just because other people are getting the same problem, doesn't mean the problem is there. We need to define a basis. I don''t use ETABS so I can't do checks on my own. If you want my input, please provide the results as requested above.

Check this out: http://www.csbe-scgab.ca/docs/journal/20/20_1_38_ocr.pdf

This sounds odd. What load combinations are governing slab design at different levels?

The moment in the contour are kNm/m. You need to convert that to strip width. Please see another topic on the forum that explains how to read and interpret plate moments.

So, there is a topic on the forum with all the information. You can review it and post any questions still unanswered after that. I skimmed through it and looks like first you need to know what kind of vibratory equipment/ machine you have and then act accordingly.

These are empirical relationships which don't have a math equation that you can derive but work well all the time or most of the time.

Oh sorry. I thought by Industrail you meant Crane Supported Structures and the weights provided were that if crane / gantry. But if that is not the case and you have a vibratory equipment the you can ignore my comment. What kind of machinery would you have? Would they all be at ground level?

There is a great discussion on eng-tips about it that you can follow. http://www.eng-tips.com/viewthread.cfm?qid=223271

Sweet.

@waqar saleem, Did you mean for this foundation or for any foundation?

Are your columns all the same size?