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Saubhagya Singh

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Everything posted by Saubhagya Singh

  1. Dear Forum Members, I am trying to perform Monte-Carlo simulation in a vertical slice of the aquifer (x-z plane). I want to generate around 100 realizations of the spatially-correlated hydraulic-conductivity random field in 2D (x-z plane). Then I want to solve flow and transport for each realization and analyze the ensemble of results. I explored options in GMS and this is what I found out (correct me if I am wrong): 1) Stochastic Modeling Option: It is not possible to generate 2D field (spatially varying K values) using this option. 2) Interpolation using 2D Scatter Point To
  2. Good Morning Forum Members, Is it possible to import a 2D (x-z plane) K field for a vertical slice of a heterogeneous aquifer? Or my only option is to paste layer-by-layer values in the LPF package? Thank You Saubhagya
  3. Ah! Now "Rewetted" makes sense to me. Don't know how I missed that haha! Thank you so much!
  4. The figure in my previous comment shows the result when no rewetting was required as initial heads were equal to the higher boundary-head. But in the case where I have initial heads equal to lower boundary-head, the cells near the higher-head boundary never get wetted. I will try some more combinations of wetting parameters.
  5. Hi Michael, Thank you for your answer. Yes, I also think that. I did not have rewetting on. However, I tried various combinations of rewetting parameters but nothing helped. Finally, I had initial heads set to higher boundary-head, which then did not require rewetting and it worked (Figure attached). However, do you have any suggestion how can I have rewetting enabled? I used the wetting parameter as low as 0.01 still rewetting did not happen.
  6. Here is an example of a single-density flow width domain length as 53 cm, hydraulic conductivity as 20 cm/min and boundary heads as 21 cm and 22 cm. Theoretical calculation based on Darcy's law yields 8.11 cm^2/min, however, the flow budget in the model described below shows 7.9186 cm^2/min as the flow near the inland boundary which is exactly the value we would obtain if we consider a confined aquifer of thickness 21 cm and other parameters same as above. This suggests that flow budget does not account for the flow above the elevation equal to the lower boundary head. Also, there are not velo
  7. Dear community members, I am trying to numerically evaluate the discharge in an unconfined coastal aquifer with a constant head as the inland boundary. After performing SEAWAT simulation, the flow rate value in the flow-budget for any cross-section close to the inland boundary reflects only the flow below the sea-level. I also confirmed this by plotting velocity-vector plot, in which there were no velocities plotted in the region above the sea-level and below the water table. I have attached the picture for clarity. Is there a way I can get the total value of the freshwater discharge in t
  8. I am trying to simulate HENRY's problem in SEAWAT. But I would like to remove the effect of density on flow and simulate uncoupled flow conditions. Can anyone suggest how to do that? I tried to make slope of density to concentration equal to zero then that doesn't seems to be working. Thank you
  9. I am not able to find a way to give constant concentration boundary condition in Grid Approach. The option is only for starting concentration. Any help in this regard will be appreciated. Thank You
  10. Thanks Alan, Still can you tell will both methods goes fine with no flow boundary ?
  11. Hello Everyone, I have a doubt in specifying no-flow boundary condition, Should it be done with making specified flow 0 , or should it be by horizontal barrier? Any help will be appreciated, Thanks in advance Saubhagya
  12. Thanks Lance, Actually I was making a transient MT3D model, that is why there was no check box for steady state.
  13. Steady state check box does not appear in my stress period dialog box... I am using GMS 7.1.. please help me out
  14. Can you please tell me how to make specific stress period as steady state?
  15. But if resulting heads obtained form steady state simulation (option in GMS software) are used as initial head for transient model and keeping all other conditions same , head contours after transient simulation should be same as steady state right?? but it is not the case with me!!
  16. I am making a Modflow , MT3D model to study contamination using GMS. I cannot understand why am I getting different results (Different head contours) when I make steady state model and transient model with constant conditions? plz help....
  17. I am making a single layered model to study contamination travelling and for defining aquifer as confined I selected confined (from confined or convertible) in modflow -> LPF package, Do I need to specify confining beds??
  18. Sorry forgot to mention, I am using Modflow and MT3D.
  19. I am simulating a contamination travel model with confined aquifer with one layer. There is a pond in between which is recharging at 0.009m/d and contaminant concentrations is 4000ppm. I have a doubt that for pond should we give starting concentration or specified concentration for whole duration (other than recharge conc.). For defining aquifer as confined or unconfined, we have to select confined (from confined or convertible) in modflow -> LPF package. right ???? What is horizontal anisotropy? Kx/Ky or Ky/Kx ? thanks
  20. does seepage face serves the same purpose?? And I am facing one more problem, In most of my MT3D models, contaminant is too much spread from expected, i.e. there is not much spatiel variation in concentration , but expected results are like too high concentration around pond (discharging contaminant) and almost zero far away, but thats not the case? Can you figure out problem ?? Thanks
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