Transient Flow in a 2D Confined Aquifer with a Linear Strip

Capabilities Tested

This two-dimensional flow problem — with a constant pumping rate in a heterogeneous confined aquifer — tests the Amanzi saturated flow process kernel. Capabilities tested include:

  • single-phase, two-dimensional flow

  • transient flow

  • saturated flow

  • constant-rate pumping well

  • constant-head (Dirichlet) boundary conditions

  • heterogeneous isotropic porous medium

  • uniform mesh

For details on this test, see About.

Background

Butler and Liu (1991) [BL91] developed a semi-analytical solution for calculating drawdown in an aquifer system, in which an infinite linear strip of one material is embedded in a matrix of different hydraulic properties. The problem is interested in the drawdown as a function of location and time due to pumping from a fully penetrating well located in any of three zones. The problem is solved analytically in the Fourier-Laplace space and the drawdown is solved numerically by inversion from the Fourier-Laplace space to the real space.

The solution reveals several interesting features of flow in this configuration dependening on the relative contrast in material transmissivity. If the transmissivity of the strip is much higher than that of the matrix, linear and bilinear flow regimes dominate during the pumping test. If the contrast between matrix and strip properties is not as extreme, radial flow dominates.

Model

Flow within zones that do not contain the pumping well can be described mathematically in terms of drawdown \(s\) as (1)

(1)\[\frac{\partial ^2 s_i}{\partial x^2} + \frac{\partial ^2 s_i}{\partial y^2} = \frac{S_i}{T_i} \frac{\partial s_i}{\partial t},\]

where \(s_i\) is the drawdown [L] in material \(i\), \(t\) is time [T], \(T_i\) is the transmissivity [L2/T] of material \(i\), and \(S_i\) is the storage coefficient [-] of material \(i\).

Flow within zones that contain the pumping well can be represented as

(2)\[\frac{\partial ^2 s_i}{\partial x^2} + \frac{\partial ^2 s_i}{\partial y^2} + \frac{Q}{T_i} \delta(x-a)\delta(y-b) = \frac{S_i}{T_i} \frac{\partial s_i}{\partial t},\]

where \(Q\) is the pumping rate [L3/T] from well located at \((a,b)\), \(\delta(x)\) is the Direc delta function, being 1 for \(x = 0\) and \(0 \text{ otherwise}\).

The initial conditions are the same for all three zones:

(3)\[s_i(x,y,0) = 0.\]

The boundary conditions are:

\[\]
\[\begin{split}s_1(-\infty, y, t) = 0,\\\end{split}\]
\[\begin{split}s_i(x,\pm\infty, t) = 0, \\\end{split}\]
\[\begin{split}s_3(\infty, y, t) = 0,\\\end{split}\]
\[\begin{split}s_1(-d, y, t) = s_2(-d, y, t),\\\end{split}\]
\[\begin{split}s_2(0, y, t) = s_3(0, y, t),\\\end{split}\]
\[\begin{split}T_1\frac{\partial s_1(-d,y,t)}{\partial x} = T_2\frac{\partial s_2(-d,y,t)}{\partial x},\\\end{split}\]
(4)\[T_2\frac{\partial s_2(0,y,t)}{\partial x} = T_3\frac{\partial s_3(0,y,t)}{\partial x}.\]

Problem Specification

Schematic

The domain configuration and well locations are indicated in the following schematic. The origin of the coordinate system is shown in the figure as ‘o’.

../../../_images/butler_strip_schematic.png

Schematic of the Butler and Liu’s Linear Strip verification problem.

Mesh

The background mesh is \(1202 \: m \times 1202 \: m \times 1 \: m\) and consists of 361,201 cells. There are 601 cells in the x-direction, 601 cells in the y-direction, and 1 cell in the z-direction.

Variables

  • Domain:

    • \(x_{min} = y_{min} = 1202, z_{min} = 0 \text{ [m]}\)

    • \(x_{max} = y_{max} = 1202, z_{max} = 1 \text{ [m]}\)

    • aquifer thickness: \(b=z_{max}-z_{min} = 1 \text{ [m]}\)

    • Zone 1 (left zone):

      • \(-1202 \leq x \leq -10\)

      • \(-1202 \leq y \leq 1202\)

      • \(0 \leq z \leq 1\)

    • Zone 2 (strip):

      • \(-10 \leq x \leq 10\)

      • \(-1202 \leq y \leq 1202\)

      • \(0 \leq z \leq 1\)

    • Zone 3 (right zone):

      • \(10 \leq x \leq 1202\)

      • \(-1202 \leq y \leq 1202\)

      • \(0 \leq z \leq 1\)

    • pumping well location: \((a,b) = (0,0) \text{ [m]}\)

    • observation well locations:

      • \((x_{obs24},y_{obs24},z_{obs24}) = (24,0,1) \text{ [m]}\)

      • \((x_{obs100},y_{obs100},z_{obs100}) = (100,0,1) \text{ [m]}\)

  • Boundary and initial conditions:

    • initial condition: \(s(x,y,0)=0 \text{ [m]}\)

    • constant-head (Dirichlet) boundary conditions: \(s(x_{min,max},y_{min,max},t) = 0 \text{ [m]}\)

    • well-head pumping rate: \(Q = -11.5485 \text{ [m}^3 \text{/s]} = 1000 \text{ [m}^3 \text{/d]}\)

    • duration of pumping: \(t_{max} = 31.7 \text{ [yrs]}\)

  • Material properties:

    • transmissivity (all isotropic):

      • \(T_1 = 0.11574 \text{ [m}^2 \text{/s]}\)

      • \(T_2 = 0.011574 \text{ [m}^2 \text{/s]}\)

      • \(T_3 = 0.0011574 \text{ [m}^2 \text{/s]}\)

        • derived from: \(T=Kb\), where \(K=\frac{k \rho g}{\mu}\)

        • intrinsic permeability: \(k_1 = 1.187 \times 10^{-8}, k_2 = 1.187 \times 10^{-9}, k_3 = 1.187 \times 10^{-10} \text{ [m}^2 \text{]}\)

    • storativity:

      • \(S_1=5.0 \times 10^{-3} \: \text{[-]}\)

      • \(S_2=2.0 \times 10^{-3} \: \text{[-]}\)

      • \(S_3=2.0 \times 10^{-4} \: \text{[-]}\)

        • derived from: \(S=S_s b\), where \(b=10 \: \text{[m]}\)

    • porosity: \(\phi_{1,2,3} = 0.25\)

    • fluid density: \(\rho = 1000.0 \: \text{[kg/m}^3\text{]}\)

    • dynamic viscosity: \(\mu = 1.002 \times 10^{-3} \: \text{[Pa} \cdot \text{s]}\)

    • gravitational acceleration: \(g = 9.807 \: \text{[m/s}^2\text{]}\)

Results and Comparison

(Source code, png, hires.png, pdf)

../../../_images/amanzi_butler_strip_2d.png

The comparison shows that the results from the Amanzi model match the analytical solution very well at early time, and that they deviate when the effect of pumping hits the constant head boundary of the domain. Note that the analytical solution was developed for unbounded domain, so it is therefore expected that the two solutions will deviate from each other at late time. To show that such a deviation is indeed caused by the boundary effect, we also conducted numerical simulations using FEHM, a widely used numerical simulator for simulating heat and mass flow in subsurface environment [ZRDT97]. It is showed that the results from Amanzi are almost the same as those from FEHM, see [LHB14] for detailed comparison.

References

BL91

J. J. Butler and W. Liu. Pumping test in non-uniform aquifers – the linear strip case. J. Hydrol., 128:69–99, 1991.

LHB14

Z. Lu, D. Harp, and K. Birdsell. Comparison of the amanzi model against analytical solutions and the fehm model. Technical Report, Los Alamos National Laboratory, Los Alamos, NM, 2014.

ZRDT97

G. A. Zyvoloski, B. A. Robinson, Z. V. Dash, and L. L. Trease. Summary of the models and methods for the fehm application-a finite-element heat-and mass-transfer code. Technical Report, Los Alamos National Laboratory, Los Alamos, NM, 1997.

About

  • Directory: testing/verification/flow/saturated/transient/butler_strip_2d

  • Authors: Zhiming Lu (zhiming@lanl.gov), Dylan Harp (dharp@lanl.gov)

  • Maintainer(s): Zhiming Lu, Dylan Harp

  • Input Files:

    • amanzi_butler_strip_2d-u.xml

      • Spec: Version 2.3, unstructured mesh framework

      • Mesh: generated internally

  • Analytical Solutions

    • Directory: analytic/

    • Executable: butler_strip.x, compiled from FORTRAN code under the Linux environment.

    • Input Files:

      • now.dat

    • Output Files:

      • drdn.dat, drawdown as a function of time for all observation wells.