Raft Foundation (As-) Error

D

damlatpz

New Member
Good afternoon, I am working on a hotel project consisting of basement + ground + 5 floors and a tower floor. I made the Raft Base Thickness 75 cm. It gave a reinforcement error. When I checked the required and existing lines, I did not encounter an exaggerated reinforcement, I also reduced the reinforcement interval, but still I could not solve the problem. I will be grateful if you could help me.
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Mr. drippz --Increase the diameter of the raft irons, it saves them.(Make Q20) --Fix the (B) errors in the columns, --The beam errors --add the stairs. Take it easy Ünver ÖZCAN
 
Hello, Floor meshes are not formed on the ground floor in your project. Connecting the slab edges of D13-D14 slabs at the joint points of K4 and K19 and connecting the K14 beam at the corner points of the columns S01 and S02 solves the problem. (Also, I recommend drawing beams instead of slab edge to prevent console rib formation.) Apart from that; -D01 slab has a 2nd transverse tooth formation on K04 beam. - In order for the D01 and D09 flooring teeth to be solved together, it would be appropriate to define D09 as a cassette flooring so that no transverse teeth are formed. Good work
 
Levent, how can we understand exactly whether floor meshes are formed in the semi-rigid solution, is it possible to indicate with pictures, I wonder if I could not see it in the 3d frame? Best regards (for this project)
 
"cakilomer":2udh6fg1" said:
Levent, is it possible for you to indicate with pictures how we can understand exactly whether floor meshes are formed in semi-rigid solution, I wonder if I could not see it in 3d frame, but ? (For this project) Best regards
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(item 3 in the model control document after data entry)
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Good work
 
Sometimes the floors on all floors turn red. Is it a sign that there is a problem? When we look at the slab reinforced concrete, we see that the moments are calculated and the reinforcements are laid. Is it still a problem?
 
T1=1.2 sec is a bit high isn't it? Even if you meet the ductility conditions and move away from the ground dominant period, it is comforting in terms of decreasing the acceleration (ST) (because F=m*a), I still think you should stiffen your system. What I have seen in recent earthquakes is that especially hollow floor systems cannot respond to high periods and do not show the expected ductility. Why didn't you make the orientation of the D14 tile the same as the neighboring tiles? I would like to know if there is a reason... Please correct me if I am wrong. Good work... KEMAL YALVAÇ
 
I agree with what you said, Mr. Kemal, this system may not be able to handle this much oscillation. Best regards OMER FARUK ÇAKIL
 
Hello Mr. Ömer, As you know, on floors where the bearing coefficient is not very high, the upper oil interactive solution period can significantly increase. h=32 cm of carrier beams, additional loads from rib beams and bricks, increase in self-weight of the building, etc. (Don't get me wrong, I'm writing because it's a general sharing...) I couldn't warm up to that ribbed flooring system. Unfortunately, in the city I live in (Antalya), 90% of the buildings are ribbed flooring. I don't know how to deal with this system in current unemployment. When they try to make a hidden beam on a 20 cm slab, we shout loudly, let's come, we make projects ourselves with 30 cm carrier beams. It's like we're getting everything right with 10 cm :) I believe that the plate thickness should be at least 10 cm. What is 7 cm? Now you will say that you don't like 10 cm, you are talking about 3 cm :) If you compare the moments of inertia of 7-30 cm ribbed and 15 cm slabs, you can see that the ribbed flooring is stronger in the dominant direction, while its inertia in the direction perpendicular to the teeth is lower. The main problem is the "weak load-bearing beams" and the horizontal rigidity of the d=7cm slab perpendicular to the teeth... Mr. Ömer, I don't see any other option other than adding curtains and increasing the height of the under-wall beams. If you have any other recommendations, I would like to be informed. If I am wrong, please correct me.. KEMAL YALVAÇ
 
My respects, Mr. Kemal. Period is a very sensitive issue, in my opinion, there should be a separate control mechanism. Although the regulation takes precautions by multiplying the earthquake force by 2.5, I think it should be a limit level, for example, the dominant period of a 4-storey building should be at most 0.5 seconds. In other words, having a long period can be beneficial in terms of avoiding resonance, but in recent earthquakes, excessive ductility causes results such as shifting of the columns from their axis. Let's see what can be done in this context, I present a project that I have solved myself in the appendix, this period for this structure with 4 floors and the first period of .98 seconds. It has come a long way, but let's come, if we put an earthquake screen for such a small structure, they can even make us a disgrace to the profession. Throwing the ball into the regulation is the solution here, but can an action be taken regarding the project I sent? Best regards OMER FARUK ÇAKIL
 
Omer, I understand the subtlety of your writings. I do not have a personal project experience in the market yet (as a technical responsibility). For this purpose, we rolled up our legs. We have been trying to meet with architects for a few days. I have a lot to learn from you, my experienced colleagues, in this sense. During my working life in Istanbul, I generally took part in large-scale projects. For example, someone who builds a hotel does not account for 3-5 curtains in a huge hotel. The good thing is that I have never seen anyone saying why this beam-column is so big... but I can understand you, come and tell our esteemed contractor about such small works. unfortunately, the guys are making the calculation of 3 irons. In this sense, contrary to popular belief, in this kind of work, I think our risk is greater. Generally, the damaged structures are small buildings with 3-5 floors. since many of them did not show sufficient ductility, most of them suffered from the resonance effect you mentioned. like staying in between (run away from the resonance, don't shake too much) :) I can understand what you are saying, there seems to be nothing to do in this sense :( so there are already 5-6 columns, the seating area is narrow, wherever you look at the height, this period seems normal (floor Like 0.2 seconds per screen). What we do outside of the curtain will not affect the result anyway... we will trust the frame in this sense, at least we have d=12 floors that we can count as rigid. May Allah make it easy for us all.. good work... KEMAL YALVAÇ
 
Mr. Kemal, just like you said, I work in Istanbul. The things you say do not stand out for big projects. However, especially in such small places, there are many eye-catching spots, and the municipalities make the elevator curtain obligatory, such architectural projects are coming that the elevator curtain's contribution to the system creates 0 or even rotation and damages the structure. I wish. If the municipality says it is mandatory to put corner L curtains, especially on high floors, then our hearts will be at ease after the project we have done. Our job is difficult as a result, but the perception in the market is dependent on the engineers, but the perception that I can do what he does, but you say to the man, let's put a curtain, he says what curtain, you say soft floor. He says nothing will happen, don't delay, he says building like a stone, then you give up. As you said, may God make it easy for all of us, you can contact me whenever you want to consult. [email protected] OMER FARUK ÇAKIL
 
"k.yalvaç":4w5spui9" said:
Omer, hello, ........ I couldn't warm up to this ribbed flooring system. Unfortunately, in the city I live in (Antalya), 90% of the buildings are ribbed flooring. I don't know how to cope. When they try to make a hidden beam on the 20 cm slab, we shout loudly, let's come together, we make projects ourselves with 30 cm carrier beams. It's like we're getting everything right with 10 cm :) I think the slab thickness should be at least 10 cm. What is 7 cm? You don't like cm, you're talking about 3 cm :) If you compare the moments of inertia of 7-30 cm ribbed and 15 cm slabs, you can see that the ribbed slab is very nearly in the dominant direction, while the d15 cm slab is ahead in the inertia perpendicular to the teeth. "bearing beams" and d=7cm perpendicular to the teeth is the rigidity of the slab... KEMAL YALVAÇ
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+1. You expressed some things well Kemal. At least you connect all the columns with rib flooring against those who avoid going out and forming a frame. (For those who bind it properly, there is nothing to say to the filmmakers there anyway)
 
"cakilomer":2qvzbrtm" said:
Kemal, just like you said, I work in Istanbul. The points you mentioned do not stand out for large projects. However, especially in such small places, there are many eye-catching spots, and the municipalities make the elevator curtain mandatory, such architectural projects come that the elevator curtain is put into the system. Its contribution creates 0 or even rotation and damages the structure. I wish the municipality said it is mandatory to put corner L curtains, especially on high floors, then we would feel a little more comfortable after the project we did. Our job is difficult as a result, but the perception in the market depends on the program, the perception that I can do what he did, but to the man you say, let's put a curtain, say what curtain, say soft floor, nothing will happen, say, drift, say, a building like a stone, then you give up. As you say, may God make it easy for all of us, you can contact me whenever you want to consult me, and I would like to send my respects. cakilomer@ gmail.com OMER FARUK ÇAKIL
Click to expand...
:) I don't know what to say...
 
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