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Turkish Hello, I have some questions, I would be very grateful if you could answer them urgently. 1-) Since there is only the ground floor workplace in the project, I solved the hollow block, which one would be more correct if the other floors were slab slab semi-rigid and fully rigid? When I solve semi-rigid, a1 irregularity is 1.52 and does not give B error. When I solve fully rigid, a1 irregularity is 1.33 and it gives B error in some columns. 2-) In one of the raft flooring additional reinforcements, the amount of reinforcement saves a lot of Q20/5? 3-) In some beams, there is a deflection of 10-17 mm, the deflection does not exceed the limit, but I want to ask if these values are too much in terms of application? If you have problems with data entry or have different solutions, I need all your comments and criticisms. I wish everyone a good work
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semi-rigid - fully rigid
- Thread starter H.YILDIZ
- Start date
Hello My suggestions; --Fix the (B) errors in the columns, --The floor height is 4.00 m on the ground floor, subtract the width of the columns by 35 cm, not 25 cm, and do not make the width of 25 cm less than 30 cm in normal floors, -Increase the width of the carrier beams in the middle on the ground floor ceiling, - -Aren't you going to lay the floor carrying the elevator machine? --You can reduce the live load in the attic. Answers 1. Make a semi-rigid diaphragm solution together with the ladder, (there is no rigid diaphragm in the new regulation.) 2. You have chosen the largest iron diameter Q16 in the reinforcement selection on the raft foundation, for this, there is no Q20 iron in the output. Q16/10 this reinforcement is normal in two places, 3. this deflection is within the limits (if it goes out of the limit, the program will give an error.) If you say you still want a straight beam, give reverse deflection in the production, Take it easy Ünver ÖZCAN
Ismail Hakki Besler
Administrator
It is not a semi-rigid acceptance. It is the actual situation in the structure. The rigid diaphragm is an admission. It does not predict the actual behavior of the tiles. If we compare the two analysis models, semi-rigid ANALYSIS MODEL is a much more correct model. The new earthquake regulation to be issued makes the SEMI-RIGGED DIAPHRAGM solution mandatory.
Unver Bey, I added the project as it is to ask my primary questions about the elevator tower floor and stairs. The project will be implemented in a small city, so it is difficult to find 20-gauge reinforcement and it saves even 20-gauge reinforcement at 5 cm intervals. If I throw them at 10 cm intervals, I will have to increase the diameter of the reinforcement, that's why I asked. Sorry if my question is a bit incomplete. Thank you very much for your answers and Mr. İsmail, I wish you a good work.