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Floor deflection error
- Thread starter mkrts88
- Start date
Hello. My suggestions are on the 3rd floor ceiling; --Make D27 thickness 12 cm, --K10-K37 beam width 40 cm. It does not give an error when the calculation is made. Also --3. Increase the thickness of the D18 floor slab, --Stairway braces should be corrected incorrectly on all floors, --I would have made the width of the beams on the 2nd and 3rd axis 50 cm. Unver ÖZCAN
Hello. Fix errors in stair abutments as described in the old version. ideCAD Reinforced Concrete | Ladder Calculation and Reinforcement Drawing
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Unver ÖZCANLevent Özpak
New Member
"mkrts88":236mz27x" said:There is a different situation in the project. I added the architectural section, I added the model, I get a deflection error in 2 tiles, there is one gap, and I could not tile there. I have read the previous topics but it did not work When your project is analyzed according to the current situation, it gives a minimum slab thickness on D27 slab on the 3rd floor and Nmax error on the K10 beam. and adjust the misalignment of the beam as 39.9 cm. -When the indoor slab is placed and the width of the K10 beam is arranged as 40 cm, there is no problem with the beams and floors.- There does not appear to be a problem in the support of the stairs in the project. However, when arranging the stair supports, it is appropriate to leave the edges that are not supported on the carrier element blank. This is the situation that Unver Bey is talking about. We wish you good work."mkrts88":236mz27x" said:What is wrong with the stair bracing
Good work. In my project, I am getting a deflection error in the structures console ornament outputs. Can we fix it? I'm waiting for your help. By the way, it does not give an error in fully rigid analysis, but I want to solve this problem in semi-rigid analysis.
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Levent Özpak
New Member
Hello, Eaves slabs "Ratio of Deflection in Bending Elements (Height/Span)" given in TS 500 Table 13.1 You can analyze without ticking the "Always check deflection condition" line in the Flooring Properties. Good work."hkaragoz":onkfpl2l" said:Good work. In my project, I am getting deflection error in the console ornamental projections of the structures. Is there any possibility to fix it. I am waiting for your help. By the way, it does not give an error in the full rigid analysis, but I want to solve this problem in the semi-rigid analysis.You do not have permission to view link Log in or register now.
thank you for your suggestion. good work..."Levent Özpak":3rxirnrq" said:Hello, Eaves floors do not require Calculation of Deflection in Bending Elements (Height/ It satisfies the conditions of "Aperture) Rates". You can analyze without ticking the "Always check deflection condition" line in the Slab Properties. Good work"hkaragoz":3rxirnrq" said:Good work. In my project, I am getting a deflection error in the structures console ornament outputs. Can we fix it? I'm waiting for your help. By the way, it does not give an error in fully rigid analysis, but I want to solve this problem in semi-rigid analysis.You do not have permission to view link Log in or register now.
oğuz arslan
New Member
tiling deflection limit exceeded error, I couldn't find the reason.
meryemakdil
New Member
In my 3-storey housing project, there is no problem until the foundation is entered, but when I enter the foundation, I constantly get a deflection error. Even if I make the 12-story slab 18 cm, it does not save. Why is this happening? can you help me?
Add your project."meryemakdil":3h3ihezo" said:in my 3-storey housing project, there is no problem until the foundation is placed, but when I enter the foundation, I constantly get a deflection error, even if I make 12 cm slabs, it does not save. Why does it happen, can you help?
meryemakdil
New Member
In addition, although my period is Tİ:0.4, I get the error of relative floor drift between the roof. Even if I throw the diagonal, which provides stability, the translation decreases very much, and this time my beams begin to fail, sometimes the diagonals I throw in my other projects increase the offset, if I delete the diagonals, the relative floor drift decreases, which is not correct. , how can I reduce the offset. NO SOLUTION WILL BE MADE WITH FLEXIBLE JOINT It will be completely adjacent, how can I get past this error in all my projects, am I making a mistake somewhere, can you help with this?
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Hello there; Unfortunately, your project has errors as serious as Roof-Foundation! 1. On the roof floor, you have steel columns pressing on the floor. As you can easily see from the analysis model, these columns work independently of the building as if they were built-in support on that floor. This causes the entire building load to hang from that column. If you look at your relative story offset report, you will see that the element where the limit values are exceeded has the same column. 2. You have a ladder that you have solved with the building, but this ladder is not attached to a foundation or any other carrier at the foundation level. You must define an element that will support the ladder. 3. You have solved the building interactively, but your elevator curtains go deeper due to the depth of the shaft and there is no foundation underneath (they have incorrect elevation). In these curtains, independent of the structure, the structure, which is solved with a fixed support, adversely affects its behavior. 4. There are many crosses on the roof, but the diaphragm behavior of the roof is not formed correctly because the layout is incorrect. It would be useful to review similar topics and sample projects in the forum. 5. For your 25/55 size short curtains in your PG1 group curtain, the Short head curtain option must be checked. After correcting these deficiencies and errors, re-evaluate your project. Best regards.
nurgulkaya
New Member
Hello there; 1- For Steel: You have a steel column sitting on a reinforced concrete slab. And the program does not provide load transfer as column settlement on the floor is one of the examples of vertical irregularity. If you examine the analysis model, as mentioned before, the lower end of that column is recessed, which gives you a column with a high offset at the bottom end of 0 and high at the top end in the relative storey drift. **For a solution, place your only column on the floor on a beam, turn that console floor into a beamed floor. Or you can find another solution as an engineer. * You have insufficient steel elements, increase the cross-sections of columns and beams, while increasing the section in box profiles, choose a section with a higher thickness. 2- For Reinforced Concrete In your project, the P01-P02-P03-P04 curtains on the ground floor are given an elevation of - 40 cm and they are not connected to the foundations. It is normal for this to affect the pavement analysis results since the pavement interactive solution is made. When you arrange the curtain elevations as zero, the floor deflection problem will be solved. In addition; -TK11-TK12 continuous foundations do not connect to column S06. Make data entry in such a way that the main nodes are on the column. -Connect the continuous foundations connected to the curtains in the rigid direction at the left and right nodes of the curtains. (TK03-04-05)"