Column and foundation system design to support the steel roof

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coskun3561

New Member
Hello, I am trying to design a system with steel roof loads. When I made a basic definition under columns and curtains, I could not reach a conclusion no matter how much I increased the dimensions. I defined a single foundation under the columns and a permanent foundation under the curtains, but I could not reach a conclusion no matter how much I enlarged the dimensions. I put a single foundation under the columns, lifted the curtains, connected the foundations with tie beams. I even tried the raft foundation and couldn't get any results. I ask you to look at the project to see if I am wrong. The design of such structures is not very much, so I may be making a mistake in the design. Waiting for your recommendations. Regards Because the file size is bigger than 4mb;
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Hello, in your project; In the panel-bar system together and in the solution without a rigid diaphragm, the panels receive the earthquake loads and basically create large negative tensions due to the earthquake reverse effect. The elements you enter as a panel are single storey; Why don't you prefer to build them as brick walls instead of building them as reinforced concrete elements connected to the system? In this case, the panels will not be in your project, they will be walls and their foundations may be constructive tie beams and/or beam foundations. In this case, in your project; You wrote "I put a single foundation under the columns, I lifted the curtains, I connected the foundations with tie beams" but 300/300 ; In the 350/350 cm size range, a single foundation is sufficient. For continuous foundation; Defining 60/40 without ampacity seems sufficient. I am attaching the trial projects to the message. Perform the analysis without the rigid diaphragm and with the response spectrum. You can evaluate and decide accordingly. Good work...
 
Reasons for making curtains 1) Due to the elevation difference, there will be 6 meters of filling on one facade and 6 meters of filling up to half on one facade 2) In line with the demands of the customer, curtains were also made on the interior walls. Due to the pressure of the construction machines, the brick walls that he built before were generally demolished. They apply high pressure for the masonry process, I think the walls have to be Curtains. How can we solve the system without interfering with the curtains?
 
"coskun3561":1aq0silm" said:
Reasons for making curtains 1) There will be 6 meters of filling on one facade due to the elevation difference, and 6 meters of filling on one facade will be up to half 2) In line with the demands of the customer, curtains were also made on the interior walls. Brick walls are generally demolished. They apply high pressure for masonry. I think the walls have to be Curtains. How can we solve the system without interfering with the curtains?
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While examining your project, I saw that you defined panel soil loads within ecx and ecy loads. In case you do not make a separate load combination for soil loading, You add the soil directly to the g+q+earthquake loading in the "+/-" directions. This seems to be the reason why the ground stresses are also high due to earthquake effects. Define an H (soil) loading in your project; also create load combinations according to TS500 depending on the soil loading .If you do not use ground loadings in ground safety control (which is 1.4G I don't think you need to use the ones with +1.6Q) save your basics. Give it a try this way. You can find information about soil loading definition from the link below. Good work
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I reinstalled the system as you said. I couldn't get past the trouble with a few columns. But we overcame that general problem with curtains and foundations. I'd be glad if you could help with the columns. Regards
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The 6.5 meter high soil thrust loading creates high design shear force values in the columns. A solution with no rigid diaphragm and superstructure-structure interaction is the spice of the job. The direction of the soil thrust given to the panels on the 10 axis is given from inside the building to the outside of the building. Thinking it was entered incorrectly, I changed the direction in the test project. (3.ide7) Works done: 1. Concrete class C40 was made. 2. Columns S3, S9, S10, S16 70/70; Columns S5, S6, S7 were made 80/80, the rest left 60/60 as you did. 3. Transverse reinforcement diameter of 10 was chosen for columns and panels. 4. It was necessary to strengthen the foundations as the super-foundation interactive solution was made. Continuous foundations were made 80/100 and connected to the columns in the form of a grid. Note: If you have the right to exempt the building from the superstructure basic interactive solution, you can reach the more economical solution. Good work
 
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