Retaining wall wholesale collapse problem

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Caner Kıvcı

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I could not secure the retaining wall wholesale collapse Hello everyone, good work. According to the new regulations, I have to build a retaining wall. The garden level of the side parcel is low, and our parking ramp stays high. The wall height we designed to hold the ramp is 2.70 m. No matter what I do, I could not ensure the safety of total collapse. It does not save without heel; I think this height can be solved without the heel. I would appreciate it if you could check if there is a point I missed or made a mistake.
 
Re: I couldn't secure the retaining wall against wholesale collapse
"Caner Kıvcı":lrl5ly44" said:
Hi everyone, good work. I need to build a retaining wall according to the new regulation. The garden level of the side plot is low, and our parking ramp stays high .The height of the wall we designed to hold the ramp is 2.70 m. I could not ensure the safety of total collapse no matter what I did. It does not save without the heel; I think this height can be solved without the heel. I would be glad if you could check if there is a point I missed or made a mistake.
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Hello, Topan Göçme security in your project The problem stems from the fact that the soil slip resistance (internal friction angle) is too high. Total collapse control in the program is done according to the equations given in TBDY 2018 Article 16.13.11 and the radius where the smallest protective forces are calculated while performing the wholesale failure iterations is selected. When the slip resistance angle is >37 degrees Your F-protective values drop to a very small value due to the formulas and are safe. It falls below the k coefficient. Soils with such a high internal friction angle are very solid soils, and we recommend that the probability of total collapse in such soils be made based on field observations. Good work
 
Re: I couldn't ensure the total collapse of the retaining wall Well, Mr. Levent, should we ignore the total collapse error in such floors with high internal friction angle? I don't think I can get the municipality to accept this situation.
 
Re: I couldn't secure the total collapse of the retaining wall
"Caner Kıvcı":sqmik8r6" said:
Well, Mr. Levent, should we ignore the failure of wholesale collapse on floors with high internal friction angle? .
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Do not use the value given by the program in cases exceeding this limit (Slip resistance angle >37 degrees). This value appears in the formulas given in the TBDY 2018 regulation. ideCAD calculates this value correctly according to this formula given. Solution of the same retaining wall according to TDY 2007 regulation
 
I'm getting "console slip control" warning on Retaining Wall Hello, I'm getting "console slip control" warning in my 1.5 meter high retaining wall project even though there is no soil load. I added base thread, increased the base length but still getting the same warning. Can you help me how to follow? Good work...
 
Re: Retaining Wall Hello, There is no soil on the active side of the retaining wall you defined. You receive this warning because the shear force cannot be verified at the lower end of the console of the wall. Enter a value that will exceed the active side height and the shoe height. (51 cm in the example you added.) In this case, the cutting control will be made at the lower console end of the wall and it will not give a warning. If there is no load on the wall, the wall also saves in smaller sizes. Good work
 
Re: Retaining Wall Thank you for your help, I have to enter this way because there is a level difference on the land.
 
hello, even though the height of the retaining walls I am working on is not very high, even though I increase the length of the shoe, I get a wholesale collapse problem. What should I do? The ground survey values are given by the geology engineer. Since the municipality does not want shoes for the neighboring plot, I have to make shoes on one side.
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Re: Retaining wall total collapse problem I tried the same size retaining wall with my friend who uses another static program, and he saved it with a smaller shoe length in the program. I can only reach it if I reduce the soil height acting on the wall at those dimensions. we don't want the ground values as much as requested. When I enter the exact dimensions, I can't save it even with the shoe length in the project I sent. Why does this difference occur? can you help me?
 
Hello, In your project, soil load information has been entered on the retaining wall on the left side of the wall, that is, on the passive side. It would be appropriate to model the soil fill and soil information on the right side as the active side and evaluate the analysis results accordingly. Good work
 
Re: I couldn't secure the total collapse of the retaining wall
"Caner Kıvcı":fqalfn17" said:
Well, Mr. Levent, should we ignore the failure of wholesale collapse on floors with high internal friction angle? I don't think I can make the municipality accept this situation. .
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In addition, the internal friction angle value is taken in filling parameters. Since the excavated area will be filled after the wall construction, the wall is not related to the existing ground, but is related to the filling. The internal friction angle of a well graded stabilized fill mostly it is expected to be 33 degrees. It is expected that this value should not fall below 30 degrees even if it cannot be compressed enough. You need to repeat the analysis by entering the parameter for the filling (33 degrees) to the internal friction angle value.
 
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