Re: foundation I guess that the project is a simple residential structure. Therefore, I recommend you to check your loads, especially floor loads. You have taken both live loads (0.300, it could be 0.200) and fixed loads (+0.350) in flooring, which I think is a lot. In addition, some floors have additional walls. In addition, it is seen that the thickness of the very small floors is 12 cm. This means extra heavy load. Similarly, check the beam loads. For example, although your floor height is 300, the wall information is 268 high. Evaluate the floor and wall loads in the attic separately. Other than that, I don't find it right to use stirrups with 8 reinforcements on a 100 cm continuous basis. Because the winding reinforcement length will be approximately 500 cm for 90+90+40+40+hooks. For this already thin reinforcement diameter, such a stirrup would not be suitable for its purpose. There is a lot of deformation. You can make the foundation beams wider. I don't know why you are in a situation to make 100 cm. In my opinion, I would solve this system as a raft without beams. If I had to raise it, I would use 50-60cm whatever floodgates. I wouldn't bother to include them in the system. I would take care not to create short columns and recommend the installation within this framework. I think this would be a more economical and good solution. So far I have written about your problem. Other than these; your frame formation is not healthy at all. There are quite a few and inconsistent stud beams. Especially the connections of columns S1, 2, 3 are very inadequate. Moreover, you have connected a cantilever beam from the column to the S1 column. The beams you put at the end of these columns, which are not connected in the X direction, are also 25/32. If the slabs in your building are ribbed slabs (which is evident from the slab thicknesses), then don't you need to connect the columns as well? You need to change the direction of either beam K18 or K19. You will see the problem when you get the beam details. A console from a column and a console from a beam is definitely a situation we do not recommend. (Like normal floor K5 4th floor K41, K43 beams). Almost all of the columns are lined up in the Y direction, since they will all be in the Y direction (which you should not do), at least make the narrow sides 30 cm. You did not include the stair loads in the building that you loaded so much. I also suggest you to solve the structure as superstructure interactive and semi-rigid diaphragm. I have written in detail so that other friends do not make similar mistakes while writing to you. Take it easy. Good work. Note : The engineer does not have to solve every project. Does it solve? Solves it! But both architects and clients must suffer the consequences. Therefore, the solution authorities are these three partners. If the system compels you and does not suit your mind and engineering, send it to its architect to work a little more. Let him find some solution so that he does not have to send projects of the same style to you.
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