Would the trench itself have the drainage BC around it?

Thanks

]]>I'm conducting a transient analysis to simulate the infiltration of runoff into a sump, but I'm encountering convergence issues. Despite trying all the suggestions from here, here and here ,

I continue to see red crosses in few steps (day 45-48). Upon reviewing my model, I noticed that the transition in saturation occurs too rapidly and drops to about 0.18, whereas I would expect it to be closer to 0.80. Could this be the source of the problem? With this saturation, it leads to a permeability in the order of -12, which is not what I expect from the material. Should I change the Maximum Suction from 1000 kPa to something else?

During my research, I came across the activation of the PWP (Pore Water Pressure) function within the material settings, which I'm not currently using. I suspect I might be missing something here. However, I haven't been able to fully understand this function or how to implement it. Are there any resources available on this topic? Could someone provide guidance?

Thank you!

]]>- I'm not sure about the correct BC for my problem, in particoular if I should use the "potential seepage face review" along the sides of the trench or not;
- I don't understand how to interpret the results in terms of water rate and water flux, that I would like to compare with the values I estimated by calculations.

Thanks to everyone that could give me some advices.

]]>I'm using the ABAQUS 6.14-4 and Geostudio 2022.1 to simulate the CK0DC test (Drained triaxial compression test on K0 consolidated clay), the soil material model is MCC (Modified Cam-clay), and the model parameters keep the same in two applications. The main purpose is to see if it's the same as the stress-strain path (i.e. q-εa curve, where εa is the axial strain, q is the deviatoric stress) in different OCR (Over-consolidation ratio) conditions. However, I found that the results given by these two software are very different, I DON'T know where the key point is. Is there anyone who could help me? I'd appreciate it. Warm Regards, Chou.

Attached are the detailed model files of ABAQUS AND Geostudio.

]]>Is it possible to implement a user-defined constitutive model into Geostuido SIGMA/W? If yes, then what programming language is supported? Are there any examples for reference? I'd appreciate it for your help. Regards Chou.

]]>I have had problems with the lateral displacement on my dynamic analysis models, they continue to grow from a certain point in the seismic record to unrealistic values such as tens or hundreds of meters. I have modifed the material properties and the seismic records, where the problem still exists.

I used the Geostudio guide for Quake/w analysis, using the same boundaries conditions and definitions project. I put X-Y displacement fixed line on the basis of the model, but it's still has lateral displacement there.

I would like to know where should I pay attention to fix this problem, or any idea of where its comes from.

Regards

]]>I have a levee model that uses slope/w and seep/w for transient analysis. I aim to employ this model in studying the response to 1000 different hydrographs (representing various hydraulic load conditions). While I have researched for information on this, my current understanding is the use of PEST for parameter estimation and inverse modelling. However, the implementation through this environment is somewhat unclear. Does anyone have insights on automating this process? Maybe through Python or another language?

Thanks

]]>I would like to model an abstraction and injection well using the SEEP 2D cross-section model. The wells in real life pump at 20m3/hr. However, when I specify a total water rate of 20 m3/hr in the model, I get a lot more drawdown and mounding compared to what I observe or model using a simple analytical equation. I see there is a way to convert radial flow to an equivalent 1D flow using the axisymmetric model. Can this or an alternative equation be used to do the same for a 1D cross-section model?

Kind regards

]]>What are the calculation basics for these two?

There is no water in my model

]]>I am working on a model that is roughly 10km wide but only covers 200m in height. After constructing the mesh, I vertically exaggerated the model by factor 15 before running it, to make adjustments and visualisation easier.

Now the questions came up, if the vertical exaggeration is purely optical in nature or does it have an influence on my element thickness or permeability, meaning, do I have to adjust parameters after vertically exaggerating?

]]>I have problem with slope stability calculations of tailing dam. I carried out the calculation with the use of different methods and I got the resulting factor of safety as follows:

- 1.74 for Morgenstern-Price method
- 1.51 for stress based method
- 1.4 for strength reduction method

Why theses results are so different from each other? I carried out these calculations following GeoStudio example file where stress correction in the domain is essential. I applied spatial function of ground water conditions.

I attached the model.

If anybody could help, I would be grateful.

Regards Jarek

]]>Thank you!

]]>On giving a constant Gmax as an input parameter, there is a range of values that could be observed for G (equivalent). What exactly is this G (equivalent) ?

]]>Tengo un problema al representar las tomografías en la sección 3D. El caso es que salen en coordenadas geográficas decimales y no reconoce ese formato, por lo que se tiene que poner la coordenada del primer punto a mano.

El problema es que no encuentro la manera de girarla, ya que sale en orientación N-S.

Alguien me puede ayudar ]]>

**Introducing SLOPE3D**

April's GeoStudio TechTalk highlights the newest product in the GeoStudio suite, SLOPE3D. SLOPE3D’s advanced solving methods, integrated 2D/3D approach, and its unique integration with Seequent products can provide a more efficient and reliable geotechnical design. This webinar will provide an overview of SLOPE3D and discuss the basic steps for setting up a 3D limit equilibrium stability analysis.

https://events.seequent.com/introducingslope3d-26-april-2023

https://events.seequent.com/emeageostudioanswerhour-10-may-2023

**APAC | GeoStudio Answer Hour: 3D Slope Stability Analysis**

https://events.seequent.com/geostudioanswerhour3d-apac-may23

Which events will you attend?

]]>SetParam(Gsi.DataParamType.eCustomParam1, strength)

but the geo failed to exacute.]]>

Hi,

I hope you are doing well. I simulated a SEEP/W model that takes into account a boundary condition of recharge, where there is an interaction between climate and soil in one dimension. After the simulation, it appears that in node 16, the surface is affected by evaporation, but the node 15, located near the surface, is not affected.

My question is, is it possible to determine the depth affected by evaporation in SEEP/W?

Thank you so much, and best regards.

]]>

I hope you're doing well. I simulated a model in SEEP/W, taking into account a boundary condition like recharge where there is an interaction between climate and soil in 1D dimension. The rainfall was 573.4 mm. After the simulation, the cumulative rainfall was 0.548 m³, which means that P = 548 mm.

It seems that there was a mistake in the calculation and the correct value of P is indeed 0.5734 m³, which is equal to the amount of rainfall.

]]>