Two-storey Car Park

U

umut gudukoglu

New Member
I created a reinforced concrete system for a 2-storey car park divided into 4 sections with dilatation, but this is the first time I am solving a separate structure. first of all, system features; *4 structures are highly ductile, but the R coefficient is 7 out of 2 and 8 out of 2 *Hyk:0,80 *C35 concrete *Storey heights are 5 m. I would appreciate if my experienced colleagues share their shortcomings and suggestions of the model. Also, is it appropriate for idecad to model the ramp in this way?
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Re: 2-storey Car Park Since the tape does not dissolve, I recommend that you divide the tiles between the 1st and 2nd ring vertically (from the center of the circle outwards) at least once more. Even in the second ring there are slabs of 7 to 9 m long. It will be useful for deflection and vibrations. These beams do not need to be very large in size. In my opinion, it is not correct to design the ramps inside the curtains in Block 1 as cantilever flooring. These consoles only work from the curtain, not the continuous floors. It is useful to add 500 kg of live load to the foundations. (I don't know how much it will change the result) There are short pieces left in the geometry control, clean it and continue. I recommend you to increase the beam widths so that the beams can be well supported on the column, transfer the loads more easily and the reinforcements in the beams settle more healthily. As far as I know, HYK is in question for buildings that carry more than 3 floors.
 
Re: 2-storey Car Park Hello friends, As mentioned, you need to consider a few things while modeling the ramp. There is a discontinuity in force transmission in vertically angled slabs, since you have solved this with a semi-rigid diaphragm, you can see it from the 3d frame model and from the discontinuities in the reinforcement drawing in the formwork plan of the ramp slabs. The reinforcements of the ramp parts were calculated and drawn separately. In order to correct this discontinuity, you can correct this discontinuity by placing a beam on the line where the angle starts (such as the beginning of the landing-ramp) in the slabs that angle vertically. Thus, I think that infinitely rigid links will be formed with the help of the rod element, even where the angle starts. Or it would not be engineering to not get stuck with the mathematical model and expect everything from the program, you should put fi 12-14-16/15 continuously along the entire ramp, depending on the load to be carried and its level. Also, your ramp floors work like a 185 cm console, so I think you made the thickness of 20 cm. Be aware !
 
Re: 2-storey Car Park Thank you very much for your observations, first of all, - I divided my long remaining floors with small beams as predicted by NYılmaz - I added beams to the ends of the landing as you mentioned on the disabled ramps. I wonder if the live load reduction value in Ts498 and the live load participation coefficient in Tdy2007 are the same parameters, as Nyılmaz said, I did some research on this subject, but I could not come to a conclusion.
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Also, the 4th block is quite large in size, I've attached it in the picture;
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As it can be seen, the rigid diaphragm 1st floor inclined beams sit on the ground floor column at the end point, is the modeling appropriate in its current form, that is, it is correct in terms of the program. Is it your approach? Actually, we need to get an idea from Mr. Levent in terms of the working principle of the program.
 
Re: 2-storey Car Park
I wonder if the live load reduction value in Ts498 and the live load participation coefficient in Tdy2007 are the same parameters as Nyılmaz said, I did some research on this subject, but I could not reach a conclusion.
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Click to expand...
TS 498 article 13 and dbyyhy 2007 table 2.7 are separate parameters from each other. It is aimed to include the dead load and the live load in the floor weights (Wi) to be used in the calculation of the design earthquake with the coefficient specified in the table 2.7 in the earthquake code. Of course, at the time of the earthquake, the probability of the live load that you have effected on the floor slabs is very low. therefore, a certain percentage is taken into account. At least, this is the case for residences (n = 0.3). Since your structure is a parking lot, you should take HYKK as n=0.6. You can enter the desired value for each floor by clicking floor parameters from the analysis tab of the program. Article 13 of ts 498 tells us that the live load on structural elements such as columns and curtains can be reduced. I personally wouldn't use this option for this type of parking lot. You can access this option as follows. In the analysis settings menu, load-safety tab "Apply TS498 Live load reduction" by the way, the number of floors must be more than 3 to use this option. .
 
A 2-storey car park project is needed... Good afternoon everyone..I need a similar or an example project with a two-storey reinforced concrete underground marketplace and a parking lot on top..or an idea...
 
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