Bottom flow pankow benchmark (Water Module)

This testcase demonstrates a situation where a parcel of land is situated between two waterways with a stable water level. In combination with seepage, a characteristic curve will form over time, as shown in the image below. It is described in a water balance research in 1968 of Pankow and Rijtema , and also contain the accompanying formulas that describe the curve. In this case, we use the case which does not take into account the additional water flow resistance of the waterway. Secondly, rain could also be taken into account, but we set that to 0 to exclusively benchmark the seepage mechanics. The continuous rainfall case is already tested in freatic groundwater levels benchmark.

Formulas

Due to seepage and two stable water levels left and right, a specific ground water table curve will form. Part of the water seeped in will flow left and part of the it will flow right. Note that the time at which this balance occurs is dependent on the starting situation.

The following formula, taken from , describes the curve of ground water levels when the ground water flow to the left and right have become stable:

$A={\frac {(h_{1}-h_{2})cosh{\frac {x_{1}}{\sqrt {KD\cdot c}}}}{{\frac {x_{2}^{2}}{2KD}}\cdot {\frac {2KD\cdot c}{x_{2}^{2}}}\cdot (cosh({\frac {x_{2}}{\sqrt {KD\cdot c}}})-1)-{\frac {x_{1}^{2}}{2KD}}\cdot {\frac {2KD\cdot c}{x_{1}^{2}}}\cdot (cosh({\frac {x_{1}}{\sqrt {KD\cdot c}}})-1)}}={\frac {(h_{1}-h_{2})cosh{\frac {x_{1}}{\sqrt {KD\cdot c}}}}{c\cdot (cosh({\frac {x_{2}}{\sqrt {KD\cdot c}}})-1)-c\cdot (cosh({\frac {x_{1}}{\sqrt {KD\cdot c}}})-1)}}$

$A=N+{\frac {h_{d}-h_{1}}{c}}$

Simplified without rain N:

$h_{1}=h_{d}-{\frac {(h_{1}-h_{2})cosh{\frac {x_{1}}{\sqrt {KD\cdot c}}}}{(cosh({\frac {x_{2}}{\sqrt {KD\cdot c}}})-1)-(cosh({\frac {x_{1}}{\sqrt {KD\cdot c}}})-1)}}$

To test the correctness of the seepage, the formula can test the following condition with the accepted error margin $\epsilon$:

$\left|h_{d}-{\frac {(h_{1}-h_{2})cosh{\frac {x_{1}}{\sqrt {KD\cdot c}}}}{(cosh({\frac {x_{2}}{\sqrt {KD\cdot c}}})-1)-(cosh({\frac {x_{1}}{\sqrt {KD\cdot c}}})-1)}}-h_{1}\right|<\epsilon$

where:

$x_{1}$: distance (m) of the point of measurement compared to the middle of the parcel.

$x_{2}$: distance (m) of the second point of measurement, which is always situated 3 meters from the edge of the waterway.

$h_{1}$: measured ground water level (m) at $x_{1}$

$h_{2}$: measured ground water level (m) at $x_{2}$

$h_{d}$: seepage head

$KD$: measured horizontal transmissivity of the ground layer (m2/day)

$N$: additional ground water due to rainfall (m/day).

$\epsilon$: accepted error margin

Setup

We setup the following situation. The grid size used is 53 by 5, with a configurable cell size of Failed to parse (unknown function "\math"): {\displaystyle dx<\math> in meters. There are two waterways, left and right, both with a stable water level of 3 meters. One inlet is placed on the cells x = 1 and y = 1 to 3 and an other is placed on the cells x = 52 and y - 1 to 3, with the following setup to ensure a stable water level: :[[Inlet_upper_threshold_(Water_Overlay)|UPPER_THRESHOLD]] set to 3 m. :[[Inlet_lower_threshold_(Water_Overlay)|LOWER_THRESHOLD]] set to 3 m. :[[Inlet q (Water Overlay)|Inlet Q]] set to 0, such that is unlimited. The terrain height is set to: <math>\begin {cases} 0, & \text{if }x < 4 \text{ or } x > 48\\ 1.5, & \text{if }x == 4 \text{ or } x == 48\\ 3.5, & \text{if }x == 5 \text{ or } x == 47\\ 5, & \text{otherwise} \end{cases}}

An aquifer can be added to configure the horizontal infiltration speed. An important thing to note here, is that the KD value used in the report is derived from changes in water head over time, and does not mention the storage capacity of the soil. Therefor, in order to configure the Aquifer KD value in the Tygron Platform, the KD value has to be multiplied with the storage percentage.

For x = 1 the initial ground water level is set to 11 and for x = 26 the ground water level is set to 10. The initial ground water levels between this points is linearly interpolated.

Additionally, two underground inlets are placed, one on x=1 and one on x=26, as an area over y = 1 to 3.

The simulation time is set to n days, with a rainfall of 0.8 mm per day. To configure this, the rain set is set to $[3600\cdot 24\cdot n,{\frac {0.8}{1000\cdot 3600\cdot 24}}]$.

Results

365 days

The first result is generated for n = 365:

730 days

The second result is generated using n = 730:

Notes

• The amount of days it takes to reach the stable solution is highly dependent on the starting situation.

References

Water Module

Tutorials

Overview

Theory

Benchmarks