Bottom flow pankow benchmark (Water Module) - Revision history

Rudolf@tygron.nl at 13:52, 17 October 2025

2025-10-17T13:52:59Z

← Older revision		Revision as of 13:52, 17 October 2025
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	This [[Water Module benchmarks\|benchmark]] demonstrates a situation where a parcel of land is situated between two waterways with a stable water level. In combination with [[Ground bottom flow formula (Water_Overlay)\|ground water flowing from deeper ground layers through the bottom boundary]], 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 <ref ~~name="~~Pankow68~~"/>~~, and also contains the accompanying formulas that describe the curve.		This [[Water Module benchmarks\|benchmark]] demonstrates a situation where a parcel of land is situated between two waterways with a stable water level. In combination with [[Ground bottom flow formula (Water_Overlay)\|ground water flowing from deeper ground layers through the bottom boundary]], 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 {{ref\|Pankow68}}, and also contains 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 bottom flow mechanics. The continuous rainfall case is already tested in [[Freatic_groundwater_levels_benchmark_(Water_Module)\|freatic groundwater levels benchmark]].		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 bottom flow mechanics. The continuous rainfall case is already tested in [[Freatic_groundwater_levels_benchmark_(Water_Module)\|freatic groundwater levels benchmark]].

	[[File:pankow_situation_benchmark.gif\|frame\|left\|A parcel of land situated between two waterways with ground bottom flow and optional continuous rainfall<ref ~~name="~~pankow~~"/>~~]]		[[File:pankow_situation_benchmark.gif\|frame\|left\|A parcel of land situated between two waterways with ground bottom flow and optional continuous rainfall{{ref\|pankow}}]]
	~~<br style="~~clear~~: both;">~~		{{clear}}

	===Formulas===		===Formulas===
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	Note that the time at which this balance occurs is dependent on the starting situation.		Note that the time at which this balance occurs is dependent on the starting situation.

	The following formula, taken from <ref ~~name="~~Pankow68~~"/>~~, describes the curve of ground water levels when the ground water flow to the left and right have become stable:		The following formula, taken from {{ref\|Pankow68}}, describes the curve of ground water levels when the ground water flow to the left and right have become stable:

	<math>A = \frac{(h_1-h_2) cosh \frac{x_1}{\sqrt{KD \cdot c}}}{\frac{x_2^2}{2 KD} \cdot \frac{2 KD \cdot c}{x_2^2} \cdot ( cosh (\frac{x_2}{\sqrt{KD \cdot c}		<math>A = \frac{(h_1-h_2) cosh \frac{x_1}{\sqrt{KD \cdot c}}}{\frac{x_2^2}{2 KD} \cdot \frac{2 KD \cdot c}{x_2^2} \cdot ( cosh (\frac{x_2}{\sqrt{KD \cdot c}
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	\end{cases}</math>		\end{cases}</math>

	An aquifer can be added to configure the [[Aquifer kd (Water Overlay)\|horizontal infiltration speed]]. An important thing to note here, is that the KD value used in the report <ref ~~name="~~Pankow68~~"/>~~ 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 {{software}}, the KD value has to be multiplied with the storage percentage.		An aquifer can be added to configure the [[Aquifer kd (Water Overlay)\|horizontal infiltration speed]]. An important thing to note here, is that the KD value used in the report {{ref\|Pankow68}} 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 {{software}}, the KD value has to be multiplied with the storage percentage.

	The [[Water level (Water Overlay)\|water level]] is configured to 3 m for all cells, resulting in an initial water level above and below ground of 3 meters.		The [[Water level (Water Overlay)\|water level]] is configured to 3 m for all cells, resulting in an initial water level above and below ground of 3 meters.
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	[[File:64days_2m_kd22_c20_ws10_h4_1.png]]		[[File:64days_2m_kd22_c20_ws10_h4_1.png]]

	~~===Notes==~~=		{{article end
			\|notes=
	* A higher KD value can lead to a lower stable ground water level than the [[Bottom pressure prequel (Water Overlay)\|head pressure]].		* A higher KD value can lead to a lower stable ground water level than the [[Bottom pressure prequel (Water Overlay)\|head pressure]].
			\|references=
	~~===References==~~=
	<references>		<references>
	<ref name=~~"Pankow68">J. Pankow en P.E. Rijtema, 1970.~~ De resultaten van het waterbalansonderzoek in 1968 voor de objecten met een constant slootpeil in Hoenkoop. Nota 567. Instituut voor Cultuurtechniek en Waterhuishouding, Wageningen.</ref>		{{ref\|Pankow68
	~~<ref~~ name=~~"pankow">~~Schatten van kwel ~~(Pankow),~~ Grondwaterformules.nl/index.php/formules/ontwatering/kwel-berekenen-pankow~~</ref>~~		\|name=De resultaten van het waterbalansonderzoek in 1968 voor de objecten met een constant slootpeil in Hoenkoop. Nota 567.
			\|author=J. Pankow en P.E. Rijtema, 1970
			\|page=
			\|source=Instituut voor Cultuurtechniek en Waterhuishouding, Wageningen.
			\|link=
			\|lastvisit=
			}}
			{{ref\|pankow
			\|name=Schatten van kwel
			\|author=
			\|page=
			\|source=
			\|link=Grondwaterformules.nl/index.php/formules/ontwatering/kwel-berekenen-pankow
			\|lastvisit=2025-10-17
			}}
	</references>		</references>
			}}
	{{Water Module buttons}}		{{Water Module buttons}}

Frank@tygron.nl at 14:50, 5 March 2024

2024-03-05T14:50:10Z

← Older revision		Revision as of 14:50, 5 March 2024
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	This [[Water Module benchmarks\|benchmark]] demonstrates a situation where a parcel of land is situated between two waterways with a stable water level. In combination with [[Ground bottom flow formula (Water_Overlay)\|ground water flowing from deeper ground layers through the bottom boundary]], 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 <ref name="Pankow68"/>, and also contains the accompanying formulas that describe the curve.		This [[Water Module benchmarks\|benchmark]] demonstrates a situation where a parcel of land is situated between two waterways with a stable water level. In combination with [[Ground bottom flow formula (Water_Overlay)\|ground water flowing from deeper ground layers through the bottom boundary]], 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 <ref name="Pankow68"/>, and also contains 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_(Water_Module)\|freatic groundwater levels benchmark]].		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 bottom flow mechanics. The continuous rainfall case is already tested in [[Freatic_groundwater_levels_benchmark_(Water_Module)\|freatic groundwater levels benchmark]].

	[[File:pankow_situation_benchmark.gif\|frame\|left\|A parcel of land situated between two waterways with ground bottom flow and optional continuous rainfall<ref name="pankow"/>]]		[[File:pankow_situation_benchmark.gif\|frame\|left\|A parcel of land situated between two waterways with ground bottom flow and optional continuous rainfall<ref name="pankow"/>]]
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	===Formulas===		===Formulas===
	Due to ground bottom flow 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.		Due to ground bottom flow and two stable water levels left and right, a specific ground water table curve will form. Part of the water flowed in from the bottom 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.		Note that the time at which this balance occurs is dependent on the starting situation.

Frank@tygron.nl: Frank@tygron.nl moved page Seepage pankow benchmark (Water Module) to Bottom flow pankow benchmark (Water Module)

2024-03-05T14:48:58Z

Frank@tygron.nl moved page Seepage pankow benchmark (Water Module) to Bottom flow pankow benchmark (Water Module)

← Older revision	Revision as of 14:48, 5 March 2024
(No difference)

Frank@tygron.nl at 14:48, 5 March 2024

2024-03-05T14:48:33Z

← Older revision		Revision as of 14:48, 5 March 2024
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	This ~~testcase~~ demonstrates a situation where a parcel of land is situated between two waterways with a stable water level. In combination with [[Ground bottom flow formula (Water_Overlay)\|ground water flowing from deeper ground layers through the bottom boundary]], 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 <ref name="Pankow68"/>, and also contains the accompanying formulas that describe the curve.		This [[Water Module benchmarks\|benchmark]] demonstrates a situation where a parcel of land is situated between two waterways with a stable water level. In combination with [[Ground bottom flow formula (Water_Overlay)\|ground water flowing from deeper ground layers through the bottom boundary]], 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 <ref name="Pankow68"/>, and also contains 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_(Water_Module)\|freatic groundwater levels benchmark]].		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_(Water_Module)\|freatic groundwater levels benchmark]].

Frank@tygron.nl at 16:22, 26 January 2024

2024-01-26T16:22:44Z

← Older revision		Revision as of 16:22, 26 January 2024
Line 1:		Line 1:
	This testcase demonstrates a situation where a parcel of land is situated between two waterways with a stable water level. In combination with [[Ground bottom flow (Water_Overlay)\|ground water flowing from deeper ground layers through the bottom boundary]], 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 <ref name="Pankow68"/>, and also contains the accompanying formulas that describe the curve.		This testcase demonstrates a situation where a parcel of land is situated between two waterways with a stable water level. In combination with [[Ground bottom flow formula (Water_Overlay)\|ground water flowing from deeper ground layers through the bottom boundary]], 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 <ref name="Pankow68"/>, and also contains 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_(Water_Module)\|freatic groundwater levels benchmark]].		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_(Water_Module)\|freatic groundwater levels benchmark]].

Frank@tygron.nl at 16:22, 26 January 2024

2024-01-26T16:22:00Z

← Older revision		Revision as of 16:22, 26 January 2024
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	This testcase demonstrates a situation where a parcel of land is situated between two waterways with a stable water level. In combination with [[~~Underground_seepage_formula_~~(Water_Overlay)\|~~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 <ref name="Pankow68"/>, and also contains the accompanying formulas that describe the curve.		This testcase demonstrates a situation where a parcel of land is situated between two waterways with a stable water level. In combination with [[Ground bottom flow (Water_Overlay)\|ground water flowing from deeper ground layers through the bottom boundary]], 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 <ref name="Pankow68"/>, and also contains 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_(Water_Module)\|freatic groundwater levels benchmark]].		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_(Water_Module)\|freatic groundwater levels benchmark]].

	[[File:pankow_situation_benchmark.gif\|frame\|left\|A parcel of land situated between two waterways with ~~seepage~~ and optional continuous rainfall<ref name="pankow"/>]]		[[File:pankow_situation_benchmark.gif\|frame\|left\|A parcel of land situated between two waterways with ground bottom flow and optional continuous rainfall<ref name="pankow"/>]]
	<br style="clear: both;">		<br style="clear: both;">

	===Formulas===		===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.		Due to ground bottom flow 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.		Note that the time at which this balance occurs is dependent on the starting situation.

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	}) -1) - ( cosh (\frac{x_1}{\sqrt{KD \cdot c}}) -1) } </math>		}) -1) - ( cosh (\frac{x_1}{\sqrt{KD \cdot c}}) -1) } </math>

	To test the correctness of the ~~seepage~~, the formula can test the following condition with the accepted error margin <math>\epsilon</math>:		To test the correctness of the ground bottom flow, the formula can test the following condition with the accepted error margin <math>\epsilon</math>:

	<math>\left \| h_d - \frac{(h_1-h_2) cosh \frac{x_1}{\sqrt{KD \cdot c}}}{( cosh (\frac{x_2}{\sqrt{KD \cdot c}		<math>\left \| h_d - \frac{(h_1-h_2) cosh \frac{x_1}{\sqrt{KD \cdot c}}}{( cosh (\frac{x_2}{\sqrt{KD \cdot c}
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	===Notes===		===Notes===
	* A higher KD value can lead to a lower stable ground water level than the ~~seepage~~ head.		* A higher KD value can lead to a lower stable ground water level than the [[Bottom pressure prequel (Water Overlay)\|head pressure]].

	===References===		===References===

Frank@tygron.nl at 15:23, 28 September 2023

2023-09-28T15:23:25Z

← Older revision		Revision as of 15:23, 28 September 2023
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	: <math>h_1</math>: measured ground water level (m) at <math>x_1</math>		: <math>h_1</math>: measured ground water level (m) at <math>x_1</math>
	: <math>h_2</math>: measured ground water level (m) at <math>x_2</math>		: <math>h_2</math>: measured ground water level (m) at <math>x_2</math>
	: <math>h_d</math>: ~~seepage~~ head pressure		: <math>h_d</math>: bottom head pressure
	: <math>KD</math>: measured horizontal transmissivity of the ground layer (m2/day)		: <math>KD</math>: measured horizontal transmissivity of the ground layer (m2/day)
	: <math>N</math>: additional ground water due to rainfall (m/day).		: <math>N</math>: additional ground water due to rainfall (m/day).
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	\end{cases}</math>		\end{cases}</math>

	Depending on the specific test case, the [[~~Seepage~~ pressure prequel (Water Overlay)\|~~seepage~~ head pressure]] <math>h_p</math> is set to:		Depending on the specific test case, the [[Bottom pressure prequel (Water Overlay)\|Bottom head pressure]] <math>h_p</math> is set to:

	<math>\begin {cases}		<math>\begin {cases}
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	\end{cases}</math>		\end{cases}</math>

	Similarly, the [[~~Seepage~~ resistance prequel (Water Overlay)\|~~Seepage~~ resistance]] (in days) is set to:		Similarly, the [[Bottom resistance prequel (Water Overlay)\|Bottom resistance]] (in days) is set to:

	<math>\begin {cases}		<math>\begin {cases}
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	:Water storage fraction: 0.10;		:Water storage fraction: 0.10;
	:Aquifer KD configured to 1.7 m²/day in the {{software}};		:Aquifer KD configured to 1.7 m²/day in the {{software}};
	:~~Seepage~~ <math>c</math>: 20 days		:Bottom resistance <math>c</math>: 20 days
	:~~Seepage~~ head <math>h_d</math>: 4.1		:Bottom head pressure <math>h_d</math>: 4.1
	:Simulation days <math>n</math>: 128 days		:Simulation days <math>n</math>: 128 days
	[[File:128days_10m_kd17_c20_ws10_h4_1.png]]		[[File:128days_10m_kd17_c20_ws10_h4_1.png]]
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	:Water storage fraction: 0.25;		:Water storage fraction: 0.25;
	:Aquifer KD configured to 5.5 m²/day in the {{software}};		:Aquifer KD configured to 5.5 m²/day in the {{software}};
	:~~Seepage~~ <math>c</math>: 40 days		:Bottom resistance <math>c</math>: 40 days
	:~~Seepage~~ head <math>h_d</math>: 4.1		:Bottom head pressure <math>h_d</math>: 4.1
	:Simulation days <math>n</math>: 128 days		:Simulation days <math>n</math>: 128 days
	[[File:128days_10m_kd22_c40_ws25_h4_1.png]]		[[File:128days_10m_kd22_c40_ws25_h4_1.png]]
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	:Water storage fraction: 0.25;		:Water storage fraction: 0.25;
	:Aquifer KD configured to 5.5 m²/day in the {{software}};		:Aquifer KD configured to 5.5 m²/day in the {{software}};
	:~~Seepage~~ <math>c</math>: 40 days		:Bottom resistance <math>c</math>: 40 days
	:~~Seepage~~ head <math>h_d</math>: 3.8		:Bottom head pressure <math>h_d</math>: 3.8
	:Simulation days <math>n</math>: 128 days		:Simulation days <math>n</math>: 128 days
	[[File:128days_10m_kd22_c40_ws25_h3_8.png]]		[[File:128days_10m_kd22_c40_ws25_h3_8.png]]
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	:Water storage fraction: 0.25;		:Water storage fraction: 0.25;
	:Aquifer KD configured to 5.5 m²/day in the {{software}};		:Aquifer KD configured to 5.5 m²/day in the {{software}};
	:~~Seepage~~ <math>c</math>: 10 days		:Bottom resistance <math>c</math>: 10 days
	:~~Seepage~~ head <math>h_d</math>: 4.8		:Bottom head pressure <math>h_d</math>: 4.8
	:Simulation days <math>n</math>: 128 days		:Simulation days <math>n</math>: 128 days
	[[File:128days_10m_kd22_c10_ws25_h4_8.png]]		[[File:128days_10m_kd22_c10_ws25_h4_8.png]]
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	:Water storage fraction: 0.10;		:Water storage fraction: 0.10;
	:Aquifer KD configured to 1.7 m²/day in the {{software}};		:Aquifer KD configured to 1.7 m²/day in the {{software}};
	:~~Seepage~~ <math>c</math>: 20 days		:Bottom resistance <math>c</math>: 20 days
	:~~Seepage~~ head <math>h_d</math>: 4.1 (but leads to <math>h_d=4.077</math> for the comparisons with the middle value)		:Bottom head pressure <math>h_d</math>: 4.1 (but leads to <math>h_d=4.077</math> for the comparisons with the middle value)
	:Simulation days <math>n</math>: 64 days		:Simulation days <math>n</math>: 64 days
	[[File:64days_10m_kd17_c20_ws10_h4_1.png]]		[[File:64days_10m_kd17_c20_ws10_h4_1.png]]
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	:Water storage fraction: 0.33;		:Water storage fraction: 0.33;
	:Aquifer KD configured to 7.26 m²/day in the {{software}};		:Aquifer KD configured to 7.26 m²/day in the {{software}};
	:~~Seepage~~ <math>c</math>: 10 days		:Bottom resistance <math>c</math>: 10 days
	:~~Seepage~~ head <math>h_d</math>: 4.5 (but leads to <math>h_d=4.499</math> for the comparisons with the middle value)		:Bottom head pressure <math>h_d</math>: 4.5 (but leads to <math>h_d=4.499</math> for the comparisons with the middle value)
	:Simulation days <math>n</math>: 64 days		:Simulation days <math>n</math>: 64 days
	[[File:64days_10m_kd22_c10_ws33_h4_5.png]]		[[File:64days_10m_kd22_c10_ws33_h4_5.png]]
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	:Water storage fraction: 0.25;		:Water storage fraction: 0.25;
	:Aquifer KD configured to 55 m²/day in the {{software}};		:Aquifer KD configured to 55 m²/day in the {{software}};
	:~~Seepage~~ <math>c</math>: 20 days		:Bottom resistance <math>c</math>: 20 days
	:~~Seepage~~ head <math>h_d</math>: 4.1		:Bottom head pressure <math>h_d</math>: 4.1
	:Simulation days <math>n</math>: 64 days		:Simulation days <math>n</math>: 64 days
	[[File:64days_10m_kd220_c20_ws25_h4_1.png]]		[[File:64days_10m_kd220_c20_ws25_h4_1.png]]
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	:Water storage fraction: 0.10;		:Water storage fraction: 0.10;
	:Aquifer KD configured to 55 m²/day in the {{software}};		:Aquifer KD configured to 55 m²/day in the {{software}};
	:~~Seepage~~ <math>c</math>: 20 days		:Bottom resistance <math>c</math>: 20 days
	:~~Seepage~~ head <math>h_d</math>: 4.1		:Bottom head pressure <math>h_d</math>: 4.1
	:Simulation days <math>n</math>: 64 days		:Simulation days <math>n</math>: 64 days
	[[File:64days_10m_kd220_c20_ws10_h4_1.png]]		[[File:64days_10m_kd220_c20_ws10_h4_1.png]]
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	:Water storage fraction: 0.10;		:Water storage fraction: 0.10;
	:Aquifer KD configured to 2.2 m²/day in the {{software}};		:Aquifer KD configured to 2.2 m²/day in the {{software}};
	:~~Seepage~~ <math>c</math>: 20 days		:Bottom resistance <math>c</math>: 20 days
	:~~Seepage~~ head <math>h_d</math>: 4.1		:Bottom head pressure <math>h_d</math>: 4.1
	:Simulation days <math>n</math>: 64 days		:Simulation days <math>n</math>: 64 days
	[[File:64days_5m_kd22_c20_ws10_h4_1.png]]		[[File:64days_5m_kd22_c20_ws10_h4_1.png]]
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	:Water storage fraction: 0.10;		:Water storage fraction: 0.10;
	:Aquifer KD configured to 2.2 m²/day in the {{software}};		:Aquifer KD configured to 2.2 m²/day in the {{software}};
	:~~Seepage~~ <math>c</math>: 20 days		:Bottom resistance <math>c</math>: 20 days
	:~~Seepage~~ head <math>h_d</math>: 4.1		:Bottom head pressure <math>h_d</math>: 4.1
	:Simulation days <math>n</math>: 64 days		:Simulation days <math>n</math>: 64 days
	[[File:64days_2m_kd22_c20_ws10_h4_1.png]]		[[File:64days_2m_kd22_c20_ws10_h4_1.png]]

Frank@tygron.nl at 08:11, 28 September 2023

2023-09-28T08:11:31Z

← Older revision		Revision as of 08:11, 28 September 2023
Line 55:		Line 55:
	\end{cases}</math>		\end{cases}</math>

	Depending on the specific test case, the [[Seepage p prequel (Water Overlay)\|seepage head pressure]] <math>h_p</math> is set to:		Depending on the specific test case, the [[Seepage pressure prequel (Water Overlay)\|seepage head pressure]] <math>h_p</math> is set to:

	<math>\begin {cases}		<math>\begin {cases}

Frank@tygron.nl at 08:03, 28 September 2023

2023-09-28T08:03:57Z

← Older revision		Revision as of 08:03, 28 September 2023
Line 62:		Line 62:
	\end{cases}</math>		\end{cases}</math>

	Similarly, the [[Seepage c prequel (Water Overlay)\|~~seepage c~~]] (in days) is set to:		Similarly, the [[Seepage resistance prequel (Water Overlay)\|Seepage resistance]] (in days) is set to:

	<math>\begin {cases}		<math>\begin {cases}

Frank@tygron.nl: /* Setup */

2023-02-06T15:07:41Z

Setup

← Older revision		Revision as of 15:07, 6 February 2023
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	\end{cases}</math>		\end{cases}</math>

	Depending on the specific test case, the [[Seepage p prequel\|(Water Overlay)\|seepage head pressure]] <math>h_p</math> is set to:		Depending on the specific test case, the [[Seepage p prequel (Water Overlay)\|seepage head pressure]] <math>h_p</math> is set to:

	<math>\begin {cases}		<math>\begin {cases}