Mixed System Alpha S Ratio

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izmirli_35_35

New Member
In the following project; The alpha S is 0.30, in the X direction, and 0.08 in the Y direction. How can I increase this ratio above 0.40 most economically? I get the rigid basement floor number -2, can I get -1 because the basement is not rigid? How can we call it rigid? In order to say how much of it should be surrounded by curtains, to be able to say rigid... Shall I surround the basement of the building with curtains and make the upper rigid basement floor number -1. Or should I add curtains continuing on all floors and get the upper rigid basement floor number -2? How can I solve the 1st degree earthquake zone structure, else Ductile, Normal etc... What should be the R coefficient for this project under these conditions?
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THANKS FOR YOUR HELP...
 
Hello, My Suggestions: --Concrete value C25, column narrowest edge 30 cm (your pipe floor height can be 440 cm, even the narrow side can be 35 cm on this floor), solve the project with a semi-rigid diaphragm (FIT TBDY 2016, WHO WILL BE COMING SOON) -- No stairs in the project? If there is, model it by paying attention to the support conditions, --Fix the errors in the columns (B), --Fix the errors in the geometry control, --Which floor will carry the elevator machine? I recommend you to put a Slab in between, you don't need to put a column S13 at the end of the curtain P01 It can be like P02, (no need to cut the P01 curtain on the roof) --There is no continuity of K7 and K243 beams on the ground floor and upper floors, you can fill the side floors and ensure its continuity, --K14 and K18 beams on the ground floor and upper floors are short, so you should avoid such beams, -- You can solve R by taking 7, (take the ductility high) -- The consoles on which the basement floor K37 and K235 beams sit will crack or break during the earthquake, the same is true for the upper floors, --Enlarge the ones that are not enough in the foundation beams, --" Should I take the upper rigid basement floor number -2?" taken correctly --Your building is small, its dimensions are adequate, if you make up for the deficiencies, you will provide economy. Take it easy Unver ÖZCAN
 
Unver, thank you very much for your explanations. I can't fix B errors when I try to solve it as ductile structure. I'm trying to hash it, but the alpha S ratio is too low. Is there anything you would recommend to hash this system? Thank you from now.
 
Hello. After the corrections I made in accordance with the above suggestions (not all of the columns were corrected), the errors in the columns (B) were fixed, except for S13. It's ok if the bugs in the project report (4 bugs) and S13 are also fixed (removed) according to the suggestions above. Ünver ÖZCAN PROJECT ATTACHED:
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Unver, thank you very much for your effort. But I could not fully explain how we fixed the B errors in the column. Also, when does the System half-rigid diaphragm need to be resolved? I would be grateful if you could give a brief description. I give my thanks...
 
"izmirli_35_35":3jaui7vl" said:
Mr. Ünver, thank you very much for your effort. But I could not explain exactly how we fixed the B errors in the column. Also, when should the semi-rigid diaphragm be resolved? I would appreciate if you could give brief information. Thank you.. .
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Hello, You can solve all kinds of structures according to the assumption of semi-rigid diaphragm. In addition to what Ünver said, I would like to convey some of my findings and suggestions in the project: -It would be appropriate to model the panel objects as shells. -TK26 and TK28 continuous foundations P02 It is not connected from the left node of . -The level of the K34 beam on the basement floor does not match the level of the D15 slab (it is given as an error message in the geometry control) If there is no beam on this side of the slab, you can create a closed area by drawing slab edge from a few of the beams.
 
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