You are right when concluding that the low stiffness of the element is what governs. Micropiles, even battered, will no add any significant lateral capacity. Have tried to considered passive forces on footings or pilecap? Use a factor of safety if so...
Normally the higher the LL, the lower the internal friction angle (phi)therefore the more susceptible to slope failure. Nevertheless, slope stability analyses are a very delicate geotechnical matter and shall always be evaluated by a geotechnical professional. Slope stability depends on slope...
The stiffer the material the better expected performance. Anyway, why the old pool is distressed? If it is due to poor subgrade material or settlement problems (in the case that pool is over fill or upgrading fill was placed behind pool walls) you may have the same problem in the future.
If...
If clayey content is so that permeability of material is highly reduced I suggest to perform falling head tests. This method is usually perform for soils having a permeability in the range of 5x10^-5 and 10^-3 cm/s.
If clayey content is so that permeability of material is highly reduced I suggest to perform falling head tests. This method is usually perform for soils having a permeability in the range of 5x10^-5 and 10^-3.
Typically, landfill slopes for closure are recommended not to be steeper than 3:1 with an earth liner consisting of an intermediate cover 0.15m, clay type soils with conductivity of 10e-5 cm/s or less and top soil. Besides global stability considerations, infinite plane stability is of concern...
I pretty sure you wont be able to do that. What you may do is to perform the typical analyses and then indicate the program to plot only surfaces with FOS between, for instance, 1.4 to 1.5.
There is no a fix allowable deformation and dont know your project scenario. Usually, you estimate the deformation in order to design a structure to tolerate estimated deformation.
The angle of internal friction of a crushed stone will be directly influenced by type of rock and grain size. Forty-one (41) seems to me possible, but dangerous. I would use a safe 36 degrees unless a direct shear test is performed on a sample.
If you are trying to detect the fires of your landfill, i did once with an infrared camera that detect changes in temperatures. Literally, like the Predator technology. A grid was marked a the landfill surfaces in order to delimit fire concentrations.
I dont think Slide will compute the saturated unit weight. Instead you will input it. If you do not measure unit weight directly from samples you need to estimate it with tables, empirical correlations, engineering judgement, etc.
You will get a lower factor of safety if the material exerting...
What I usually do is that I model the wall (concrete or MSE) with infinite strength properties. I start with small dimensions of the wall and increase dimensions until I obtain a proper factor of safety. This is because as stated by jmgray, the internal stability is another design. So by this...
The supplier should give you technical support, from Europe, at free cost. Why are you using a FEM software for slope stability? Limit of Equilibrium methods I think are enough for such cases.
I would you use submerged since it is more conservative unless you are very confident in that the subsoil will not saturate ever because either you have an impermeable layer or something. But, as we say in may country there is nothing for sure but dead and taxes.
Are you using slide? Because...
I guess what you are calling coefficient of water pressure is nothing but the water pressure in a column considering losses due to seepage. In SLIDE you are able to run a groundwater analyses (FEM) that will compute these losses and then a slope stability analysis (LEM) may be run that...
