Vertical pressure force on a continuous foundation base

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Barış64

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Have a nice day; I am doing lateral slip analysis of shallow foundations for geotechnical report. Since it is a drained ground, the design vertical pressure force acting on the Ptv value of the foundation base is required. I looked on the site, there are answers for the raft foundation, but my project is always basic, what should I do? I added the project, maybe it will help. I will be very happy if you answer.
 
Re: Design vertical pressure force continuously acting on the foundation base Hello; When we look at your project, if we calculate the average of the average foundation pressures given one by one for the G+Q combination for continuous foundations, this value is calculated as 151.64tf/m². (Instead of 27 continuous footings, the one that is greater than the Average base pressure for G+Q can be taken, this value is 178.79tf/m²). Similar calculation After calculating the 146.92tf/m² value for the raft foundation multiplied by the raft area, you can add these two values to calculate a Ptv value for the entire structure and you can use this value in the slip controls of your building. If we calculate it in your project, Ptv(continuous)=151.64tf/m² x 40.179m² = 6092.74tf Ptv(raft)=146.92tf/m² x 4.325m² = 635.43tf Ptv = Ptv (continuous) + Ptv (rad) = 6092.74 + 635.43 = 6728.17 tf Best regards...
 
Re: Design vertical pressure force acting on the continuous foundation base
"2m project":10nsk2ex" said:
Hi; When we look at your project, it will calculate the average of the average foundation pressures given one by one for the G+Q combination for continuous foundations If we do, this value is calculated as 151.64tf/m² (instead of 27 continuous foundations, the higher of the Average pressures for G+Q can be taken, this value is 178.79tf/m²) This ground pressure value found for the unit area is the continuous foundation in the report. The Ptv value you are looking for is found by multiplying it by its area.A similar calculation is calculated by multiplying the 146.92tf/m² value for the raft foundation by the raft area, and by adding these two values, you calculate a Ptv value for the entire structure and you can use this value in the slip controls of your building. If we calculate Ptv( continuous)=151.64tf/m² x 40.179m² = 6092.74tf Ptv(raft)=146.92tf/m² x 4.325m² = 635.43tf Ptv = Ptv (continuous) + Ptv (rad) = 60 92.74 + 635.43 = 6728.17 tf Best regards...
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So where can I find the ac cu and gamma values in my Rth account under undrained condition in the statistical report?
 
Re: Design vertical pressure force acting on the continuous base of the foundation
"missgeo":1iap3zd4" said:
So where can I find the ac cu and gamma values in my Rth calculation in the undrained condition in the static report.
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Hello ac: The base area is given in the Reports/ Geotechnical Report in the program. You can find the values of "cu: undrained shear resistance angle" and "Gamma: Friction resistance coefficient of resistance" in the soil survey report. Good work
 
Can I make a solution with continuous foundation of the Hollow System consisting of Ground + 1st Floor? I have not come across such a requirement in the regulation. What are your views on this subject?
 
"cvlengineerr":2dih8krd" said:
Can I solve the hollow block system consisting of Ground + 1st Floor with continuous foundation? I think you can solve it if the carrier system is suitable for continuous foundation modeling. Article 17.2.11 "The building foundation should be formed as a raft or continuous foundation in case the structural system consists of frames, and as a raft foundation in case the carrier system consists of curtains and frames." condition is given in "Chapter 17 Simplified Draft Rules for Regular Bulk-In-situ Buildings".
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As far as I understand from what you wrote, you say you can solve it, but in article 17.2.11, if the carrier system is a frame, raft or continuous foundation should be made as a curtain and if the frame is a raft foundation. According to this article, I can't do it because the hollow block system also consists of curtain + frame. I would appreciate if you correct me if I misunderstood.
 
"cvlengineerr":3p51o5pw" said:
as far as I understand from what you wrote, you say you can solve it, but in item 17.2.11, if the carrier system is a frame, a raft or continuous foundation should be a curtain, and if a frame is a raft foundation, I can't do it according to this article, because the hollow block system is also a curtain + I would appreciate if you correct me if I misunderstood.
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In Chapter 17, the conditions valid in case of calculation according to the Simplified Design Rules are given. Analysis is performed according to the rules specified in Chapter 4. Therefore, in the unidirectional gear flooring system, the design according to the continuous foundation system is given. can be done.
 
Thanks , no matter how many curtains I added in the project, I could not save the curtain ratio in the x and y direction. There are too many curtains for a 2-storey place. What are your suggestions? My base height is always 70 and 65 cm due to the opening. The contractor insists on asking for a hollow block and I'm waiting for your help.
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"cvlengineerr":b9slx6ms" said:
thanks, no matter how many curtains I added in the project, I could not save the curtain ratio in the x and y direction. There are too many curtains for a 2-storey place. What are your suggestions? My base height is always 70 and 65 cm due to the opening. The contractor is asking for a hollow block and I am waiting for your help.
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A solution can be sought by adding shears/curtain groups with tie beams (hollows) provided that the degree of dependency on the carrier system is met. However, this solution can take you away from the economy. The regulation contains special rules for not making unidirectional gear flooring systems as it is. and it says not to make unidirectional gear flooring systems, although it is not explicitly stated.You can check the posts about curtain rollover control Article 4.3.4.6 in the link below.
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Note: It is appropriate to input data such that continuous foundation nodes are from the nodes of the walls and a continuous basis under the curtains. In rib and cassette floors, the gaps opened with the floor space command are not taken into account. (Ground floor D12) Secondary beams can be defined from suitable places around the floor space. Good work
 
I didn't open a new topic because the topics are similar. I have a system with a continuous basis. While connecting the two foundations, a line forms in the junction area. If I have mistakes in the system, I would be very happy if you write (especially when defining the basis for curtains) I am attaching the screenshot and the project link. thanks in advance :)
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"muhendise":28sltvuv" said:
I didn't open a new topic because the topics are similar, I have a system with a continuous basis, when connecting two foundations to each other, a line occurs in the junction area, I think why is it? I am attaching the image and the project link, I am waiting for your comments. Thanks in advance :)
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In the project you added, the TK07 continuous foundation is connected to the P06 shear. Note In the Analysis Settings / TBDY Options tab, "Consider the contribution of the tie beams (Nv) that do not meet the 1/3 condition in the calculation of the shear overturning moment. We recommend leaving the " option unchecked.
 
"Levent Özpak":13e84dy1" said:
"mühendise":13e84dy1" said:
I didn't open a new topic because the topics are similar, I have a system with a continuous basis, I think a line is formed in the junction area when connecting the two foundations, I wonder why? If I have mistakes in the system, I would be very happy if you write (especially when defining the basis for curtains) I am attaching the screenshot and the project link. thanks in advance :)
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In the project you added, the TK07 continuous foundation is connected to the P06 curtain. Note In the Analysis Settings / TBDY Options tab, we recommend that the "Consider the contribution of the tie beams (Nv) which does not meet the 1/3 condition in the shear wall tipping moment calculation" option be unchecked.
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Columns S8 and S9 do not appear to be connected to the foundation in the report link of the project
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"cvlengineerr":18ndjfhw" said:
Columns S8 and S9 do not appear to be connected to the foundation in the report. Link of the project
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Hello, input data so that the nodes of TK10-13-17 continuous foundations are on the circular column. It will appear. Good work
 
"cvlengineerr":1u2e67vj" said:
Hello again, some continuous foundations do not seem to be connected to the column in the report, there are no problems with the nodes. I added a 30 cm wide raft foundation for the architecture. =https://www.dosya.tc/server30/jeyi6h/256-3_-_Copy__2_.ide10.html]https://www.dosya.tc/server30/jeyi6h/25 ... ide10.html[/url]
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Hello, -Define the cantilever raft foundations by giving an elevation of -90 cm. Column names to which TK01-02-10 foundations are attached will appear in the continuous foundation report. If the raft foundation you say you defined for architecture is leveling concrete, the leveling concrete is a constructive element. -Your project does not meet the TotalMdev>0.75Mo (mixed ductile) solution condition.
 
"Levent Özpak":cbubhf24" said:
"cvlengineerr":cbubhf24" said:
Hello again, some continuous bases do not seem to be connected to the column in the report, there are no problems with the nodes. I added a 30 cm wide raft foundation for the architecture. That's why, unless I delete that raft foundation, the problem is not solved. Excuse me.
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