Ground Safety Issue

S

serdagi

New Member
Hello, because the file size is large, I cannot fix the ground safety error in the project I sent with wetransfer. I increased the number of columns, etc., based on the recommendations in the forum, and decreased the slab thicknesses. However, there was no solution. I ask for your help. I wish everyone good work.
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Hello --Basically, the problem is not seen since you do not control negative tension, but negative pressure around -9.9 is high, --Column B errors, --There are maximum pursantage errors in two beams, which can be corrected. My suggestions -- It can reduce the floor thickness of the floors other than the large floors, -- The roof floor loads can be reduced and the wall loads can be removed, -- Dilatation can be made on 7 axis of the superstructure, -- If you are not going to dilate, consider the heat loads in the 68 m tall building. --Building foundation in one piece, --Stair support and solve together. Unver ÖZCAN
 
For some reason, when I said stretching problem, I looked for a problem in positive stretching. As Ünver said, negative tension is also important. My approach to negative stress is as follows: I don't care if negative stress does not occur under vertical loads, that is, if it is not a continuous situation, if it is in a small region under earthquake loading and is of the order of 6-7 t/m2. As a result, what we call negative stress is actually the lifting of the foundation in that area. It becomes a problem when the foundation is lifted into the air, compromising the safety of the building to topple. There will be no problem at a local point like in this project. At this point, it is sufficient for your upper reinforcements to meet the cross-sectional effects. If you can, make the foundation ampathes in this region 1 m. By the way, you got A0 acceleration 0.51. I think they suggested it in the ground survey report. This increased the negative stress. Let me give you an example where you will encounter basically negative stress, which can be a major problem. In buildings such as the conference hall, in the structure with a large opening in the middle, we sometimes make a thicker foundation under the columns and make a thin foundation in the middle region because there is no need. In general, if the loads and span are high, there is a negative stress in the middle of the foundation due to the pressure force on the column axes. If a foundation of insufficient thickness is built because there is no load here, cracks begin to be observed immediately. I think we should thank Mr. Unver as a forum. He examines almost every model in detail and writes down the shortcomings and suggestions without expecting anything in return. Thank you.
 
"MaFiAMaX":2xcwvfb6" said:
I, for some reason, searched for a problem in positive tension when it was mentioned as a stress problem. As Ünver said, negative tension is also important. My approach to negative stress is as follows: If negative stress does not occur under vertical loads, that is, if it is not a continuous state. I don't care if the earthquake loading is in a small area and at the level of 6-7 t/m2. After all, what we call negative stress is actually the foundation being lifted into the air in that region. It will be a problem when the foundation will endanger the safety of the building from overturning. There will be no problem at a local point as in this project. At this point, it is sufficient for your upper reinforcements to meet the cross-sectional effects. If you can, make the foundation amplifications in this area 1 m. By the way, you got the A0 acceleration of 0.51. I think they suggested it in the ground survey report. This also increased the negative stress. Let me give an example: In buildings such as a conference hall, a large opening in the middle In the structure that has a structure, sometimes we make a thicker foundation under the columns and make a thin foundation in the middle region because there is no need. In general, if the loads and span are high, there is a negative stress in the middle of the foundation due to the pressure force on the column axes. If a foundation of insufficient thickness is built because there is no load here, cracks begin to be observed immediately. I think we should thank Mr. Unver as a forum. He examines almost every model in detail and writes down the shortcomings and suggestions without expecting anything in return. Thank you.
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I also agree with this wish. Many thanks to Mr. Unver and Mr. Nedim. At the same time, of course, to the ide family
 
Thank you very much for your answers and interest. I have considered your suggestions. Although I made the structure with dilatation (I have to take A as 0.51), I was able to save the ground safety problem by taking the foundation 150 cm. It was too much for a building of this scale, but I could only find a solution like this. Thank you very much again. I always get constructive solutions from the ide family.
 
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