It is not a mattter of phreatic surface only, but the load of the flood water exerts excess pore pressure in the dam (assuming ,at least, part of the dam is saturated)
If you have earth dam composed of low permeability soils and this dam is exposed to flood , it should shear under undrained case. However, in most practice earth dams and levees are usually analyzed considering undrained shear only when they are under rapid drawdown case. Why the undrained...
If you have earth dam containing low permeability soil layer and this dam is exposed to flood , it should shear under undrained case. However, in most practice earth dams and levees are usually analyzed considering undrained shear only when they are under rapid drawdown case. Why the undrained...
- Is anyone aware of on-line spreadsheets doing the calssical geotechnical computations: bearing capacity, consolidation, earth pressure, mass-volume relationships, and other classical geotechnical formulas.
I am very clear with the underlying formulations and the philosphy on which these...
Sorry . I want to say :
Regarding space, the load taken by the skeleton will DECREASE by moving to the bottom of the layer (far from the drainage surface). I attach a graph demonstrating what I am talking about...
"as you said, because of zero pore pressure BC, fluid squeezes out from the surface. If it happens, then fluid does not take any external load. Is it true?? "
-Yes but only at the surface on which pore pressure is zero
For example, if you you have a layer with thickness H allowed to drain from...
-Undrained case means that there is no flow of fluid within the porous medium (insignificant consolidation/volumetric strain at a point). This happens, for example, when the permeability is low. As you may know also when Poission ratio is 0.5 (or close to 0.5), one will also have no volumetric...
As I answered you in the previous post. This may be due to low permeability. Try to increase it and see what happens.
Regarding your question: I am wondering how to control Zero Vol Flux in porous medium.
This requires going to solution control and changing the pre-set convergence, accurecy, and...
-Go to message file and see details on the error which you are getting and report it to us.
I suggest that you first consider full bonding (cancel the interface initially) and see if the model converges.
Modelling a porous medium usually requires special attention.
Some general guidelines may...
You have to define intial pressure (use Keyword and insert value of the initial pressure in the input file), otherwise the strength will be zero.
Porous elasticity implies that you should use SOIL analysis and use Displacemenet_Pore Pressure Element, I forgot it is identity in ABAQUS. (I do not...
kslee1000 thanks,
If you have a body and you want to check if it is under equlibrium state or not, you take its free diagram with all the forces influencing this body including reactions and you solve the equations (M: moment, F: Forcein 2D):
SIGMA M=0
SIGMA Fy=0
SIGMA Fx=0
dgillette : you said we should repost it:
But are you aware of any shear stress-shear strain curves recorded from the unconsolidated undrained shear (not CU test)test ...?
csd 72 .. your answer is not clear .
Take a gravity returning wall and check the FOS for overturning around the toe.. does your FOS with and without including the bearing pressure resultant will be the same.. Of course No
unless the resultant pass from the toe. The same thing about the centre...
McCoy.. are you aware of any shear stress-shear strain curves recorded by the unconsolidated undrained shear (not CU test)test .
If yes please refer me to a source. My understanding that you cannot capture the stress-strain relation by even the most advanced VST.. correct me if i am wrong please
BigH thanks a lot for your answer.
I believe that these values you attach represent Peak value of the Undrained Shear Strength.
Note still there is no shear stress-shear strain curve shown for the UU triaxial shear. This doesn’t seem to be common output.
I think it is not reported commonly...
