HOW TO DETERMINE HYDRAULIC CONDUCTIVITY WITHOUT ANY WELL

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HOW TO DETERMINE HYDRAULIC CONDUCTIVITY WITHOUT ANY WELL? Department of Geological Sciences Faculty of

HOW TO DETERMINE HYDRAULIC CONDUCTIVITY WITHOUT ANY WELL? Department of Geological Sciences Faculty of Science, Masaryk University Brno, Czech Republic

Hydraulic conductivity k (m/s) n basic hydraulic parameter Darcy´s law flow velocity diferential equations

Hydraulic conductivity k (m/s) n basic hydraulic parameter Darcy´s law flow velocity diferential equations of groundwater flow and/or transport 2

Hydraulic conductivity k (m/s) Methods of determination n Laboratory methods – lab permeameters n

Hydraulic conductivity k (m/s) Methods of determination n Laboratory methods – lab permeameters n Field methods – hydrodynamic testing n Stochastic methods n disadvantages - need of big amount of samples - need of wells and boreholes 3

Methods of determination – LAB PERMEAMETERS n constant head n falling head T i

Methods of determination – LAB PERMEAMETERS n constant head n falling head T i m e i s c r u c i a l, watch for hydraulic gradients ! ! ! 4

Methods of determination – LAB PERMEAMETERS n be very carefull with variability of k

Methods of determination – LAB PERMEAMETERS n be very carefull with variability of k values in aquifer n need of big amount of samples n concept of REV Representative Elementary Volume 5

Hydraulic conductivity k (m/s) Methods of determination n Laboratory methods – lab permeameters n

Hydraulic conductivity k (m/s) Methods of determination n Laboratory methods – lab permeameters n Field methods – hydrodynamic testing n Stochastic methods n disadvantages - need of big amount of samples - need of wells and boreholes 6

n Can we observe groundwater outside the aquifer? Hydraulic conductivity k (m/s) n What

n Can we observe groundwater outside the aquifer? Hydraulic conductivity k (m/s) n What is the earth-water balance? n Where does the groundwater discharge? n How is it in surface streams? 7

Boussinesq (1877) – Groundwater flow through a sloping aquifer with the Dupiuts-Forcheimer Assumptions (bed-parallel

Boussinesq (1877) – Groundwater flow through a sloping aquifer with the Dupiuts-Forcheimer Assumptions (bed-parallel flow) Water table q Channel or stream Bedrock k = saturated hydraulic conductivity j = drainable porosity h = water table height q = flux 8 J. Selker, Oregon State University, presentation for lecture in May 2006 in Brno

Boussinesq (1904) – Groundwater flow through a horizontal aquifer Joseph Boussinesq (1842 -1929) Watershed

Boussinesq (1904) – Groundwater flow through a horizontal aquifer Joseph Boussinesq (1842 -1929) Watershed or aquifer divide h(x, t) Channel or stream q(t) Impermeable bedrock Solved equation for h(x, t) and q(t) at “late time. ” 9 J. Selker, Oregon State University, presentation for lecture in May 2006 in Brno

Polubarinova-Kochina (1962) – Flow in a horizontal semi-infinite aquifer Channel or stream q(t) Bedrock

Polubarinova-Kochina (1962) – Flow in a horizontal semi-infinite aquifer Channel or stream q(t) Bedrock Solved equation for h(x, t) and q(t) at “early time. ” 10 J. Selker, Oregon State University, presentation for lecture in May 2006 in Brno

Brutsaert and Nieber (1977) Recession Flow Analysis 11 J. Selker, Oregon State University, presentation

Brutsaert and Nieber (1977) Recession Flow Analysis 11 J. Selker, Oregon State University, presentation for lecture in May 2006 in Brno

From “Q vs. t” to “-d. Q/dt vs. Q”… Hydrograph slope 12 J. Selker,

From “Q vs. t” to “-d. Q/dt vs. Q”… Hydrograph slope 12 J. Selker, Oregon State University, presentation for lecture in May 2006 in Brno

Brutsaert and Nieber (1977) – Recession flow analysis “Early time” “Late time” 13 J.

Brutsaert and Nieber (1977) – Recession flow analysis “Early time” “Late time” 13 J. Selker, Oregon State University, presentation for lecture in May 2006 in Brno

The solutions for aquifer discharge Early time solution Full solution Late time solution 14

The solutions for aquifer discharge Early time solution Full solution Late time solution 14 J. Selker, Oregon State University, presentation for lecture in May 2006 in Brno

Brutsaert and Nieber (1977) – Recession flow analysis (From Hewlett, 1982) ? 15 J.

Brutsaert and Nieber (1977) – Recession flow analysis (From Hewlett, 1982) ? 15 J. Selker, Oregon State University, presentation for lecture in May 2006 in Brno

Theoretical -d. Q/dt vs. Q recession curve 16 J. Selker, Oregon State University, presentation

Theoretical -d. Q/dt vs. Q recession curve 16 J. Selker, Oregon State University, presentation for lecture in May 2006 in Brno

Brutsaert and Nieber (1977) – Recession flow analysis 17 J. Selker, Oregon State University,

Brutsaert and Nieber (1977) – Recession flow analysis 17 J. Selker, Oregon State University, presentation for lecture in May 2006 in Brno

What might cause deviations from the predicted values of 3 and 1. 5? 1.

What might cause deviations from the predicted values of 3 and 1. 5? 1. Non-uniformity in saturated hydraulic conductivity (k) 2. Aquifer slope (f) Method expanded to non-homogenous, sloping aquifers (Rupp and Selker, Water Resources Research, 2005) 18 J. Selker, Oregon State University, presentation for lecture in May 2006 in Brno

Theoretical solutions 19

Theoretical solutions 19

Review… 20 J. Selker, Oregon State University, presentation for lecture in May 2006 in

Review… 20 J. Selker, Oregon State University, presentation for lecture in May 2006 in Brno

Introduction to the method n simplified geometry of watershed – block-shaped n analysis of

Introduction to the method n simplified geometry of watershed – block-shaped n analysis of the falling limb of hydrograph „early time“ „late time“ 21

„early time“ „late time“ 22

„early time“ „late time“ 22

„early time“ „late time“ 23

„early time“ „late time“ 23

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Theoretical solutions 26

Theoretical solutions 26

Time- step effect 27

Time- step effect 27

Practical example small watershed at Uranium minig site Rožná n n aquifer composed by

Practical example small watershed at Uranium minig site Rožná n n aquifer composed by crystalline rocks and weathered zone n length of the watershed 600 m, areal extent 0. 6 km 2 n slope of surface 6 º, thickness of the aquifer 10 m 28

Practical example date Q (l/s) 12. 5. 1990 27, 75 13. 5. 1990 24,

Practical example date Q (l/s) 12. 5. 1990 27, 75 13. 5. 1990 24, 25 14. 5. 1990 20, 50 15. 5. 1990 13, 75 16. 5. 1990 13, 00 17. 5. 1990 12, 68 18. 5. 1990 12, 01 19. 5. 1990 11, 34 20. 5. 1990 9, 38 21. 5. 1990 9, 00 22. 5. 1990 8, 63 23. 5. 1990 8, 10 24. 5. 1990 7, 40 measured Q represents discharge from the whole aquifer length of the watershed 1800 m areal extent 1. 18 km 2 slope of surface 6 º thickness of the aquifer 60 m 29

Comparision of results n lab permeameters ¨ 1, 8 m 8, 8. 10 -10

Comparision of results n lab permeameters ¨ 1, 8 m 8, 8. 10 -10 m/s ¨ 4 m 2, 5. 10 -6 m/s 30

Are the results usable? n average hydraulic conductivity value used for the conceptual model

Are the results usable? n average hydraulic conductivity value used for the conceptual model of the groundwater flow in Uranium mining site 31

Literature: n Brutsaert, W. – Nieber, J. L. (1977): Regionalized drought flow hydrographs from

Literature: n Brutsaert, W. – Nieber, J. L. (1977): Regionalized drought flow hydrographs from a mature glaciated plateau. Water Resour. Res. Vol. 3 (3), 637– 643. n Mendoza G. F. – Steenhuis T. S. – Walter M. T. – Parlange J. Y. (2003): Estimating basin-wide hydraulic parameters of a semi-arid mountainous watershed by recession-flow analysis. Journal of Hydrol. 273, 57 -69. n Parlange, J. -Y. – Stagnitti, F. – Heilig, A. – Szilagyi, J. – Parlange, M. B. – Steenhuis, T. S. – Hogarth, W. L. – Barry, D. A. – Li, L. (2001): Sudden draw-down and drainage of a horizontál aquifer, Water Resour. Res. , 37, 2097 - 2101 n Roub, R. – Pech, P. (2003): Hydraulika příklady, Česká zemědělská univerzita v Praze – CREDIT. Praha n Rupp, D. E. – Owens, J. M. – Warren, K. L. – Selker, J. S. (2004): Analytical methods for estimating saturated hydraulic conductivity in a tile-drained field, J. Hydrol. , 289, 111 - 127 n Rupp, D. E. and Selker, J. S. (2005 a): Information, artifacts, and noise in d. Q/dt – Q recession analysis. Advan. In Water Resourc. Res. n Rupp, D. E. and Selker, J. S. (2005 b): Drainage of a horizontal Boussinesque aquifer with a power law hydraulic conductivity profile. Water Resour. Res. Vol. 41 n Rupp, D. E. and Selker, J. S. (2006): On the use of the Boussinesq equation for interpreting recession hydrographs from sloping aquifers. Water Resous. Res. Vol. 42 n Selker, J. S. (2006): Unpublished data, lecture in Masaryk university, Brno, Czech Republic. 32

SOLVING THE EFFECTIVE RECHARGE (INFILTRATION) FOR MOST OF MODELS – THE ONLY ENTRY OF

SOLVING THE EFFECTIVE RECHARGE (INFILTRATION) FOR MOST OF MODELS – THE ONLY ENTRY OF GROUNDWATER TO MODEL 33

HOW TO DETERMINE THE EFFECTIVE INFILTRATION? § Calculations from water-balance equations (P, ET, D

HOW TO DETERMINE THE EFFECTIVE INFILTRATION? § Calculations from water-balance equations (P, ET, D and SR are known) § Isotope studies § Hydrograph separation based techniques 34

HYDROGRAPH SEPARATION • look for 2 sequential storm events (infiltration) events 35

HYDROGRAPH SEPARATION • look for 2 sequential storm events (infiltration) events 35

HYDROGRAPH SEPARATION • look for 2 sequential storm events (infiltration) events • find the

HYDROGRAPH SEPARATION • look for 2 sequential storm events (infiltration) events • find the master recession curve (MRC) – line, if Q in log scale lucky period 36

HYDROGRAPH SEPARATION R = V 2 – V 1 R recharge volume V 1

HYDROGRAPH SEPARATION R = V 2 – V 1 R recharge volume V 1 volume of water in aquifer before the precipitation event V 2 volume of water in aquifer after the precipitation event Q 0 base flow K recession index (time of a log cycle of discharge) 37

 • look for 2 sequential storm events (infiltration) events • apply the MCR

• look for 2 sequential storm events (infiltration) events • apply the MCR curve to infiltration events 38

 • look for 2 sequential storm events (infiltration) events • apply the MCR

• look for 2 sequential storm events (infiltration) events • apply the MCR curve to infiltration events 39

CALCULATED INFILTRATION RATES • values range widely depending on characteristic of rainfall event 40

CALCULATED INFILTRATION RATES • values range widely depending on characteristic of rainfall event 40

CALCULATED INFILTRATION RATES • values range widely depending on characteristic of rainfall event 41

CALCULATED INFILTRATION RATES • values range widely depending on characteristic of rainfall event 41

CALCULATED INFILTRATION RATES • values range widely depending on characteristic of rainfall event 42

CALCULATED INFILTRATION RATES • values range widely depending on characteristic of rainfall event 42

Practical example Loučka stream 2002, August Date Q (m³/s) Q (m³/d) 1 0, 277

Practical example Loučka stream 2002, August Date Q (m³/s) Q (m³/d) 1 0, 277 23932, 800 17 2, 640 228096, 000 2 0, 381 32918, 400 18 2, 060 177984, 000 3 0, 513 44323, 200 19 1, 710 147744, 000 4 0, 373 32227, 200 20 1, 460 126144, 000 5 1, 390 120096, 000 21 1, 380 119232, 000 6 0, 689 59529, 600 22 1, 210 104544, 000 7 0, 534 46137, 600 23 1, 110 95904, 000 8 0, 473 40867, 200 24 1, 000 86400, 000 9 0, 421 36374, 400 25 0, 868 74995, 200 10 0, 622 53740, 800 26 0, 778 67219, 200 11 0, 506 43718, 400 27 0, 736 63590, 400 12 3, 190 275616, 000 28 0, 715 61776, 000 13 4, 800 414720, 000 29 0, 723 62467, 200 14 13, 000 1123200, 000 30 0, 654 56505, 600 15 5, 230 451872, 000 31 0, 667 57628, 800 16 3, 490 301536, 000 43

Practical example Lísecký stream Q (l/s) Date Q (l/s) Q (m³/d) 13. 3. 07

Practical example Lísecký stream Q (l/s) Date Q (l/s) Q (m³/d) 13. 3. 07 5, 59 482, 976 5. 4. 07 3, 05 263, 52 15. 3. 07 5, 15 444, 96 10. 4. 07 2, 44 210, 816 17. 3. 07 3, 9 336, 96 13. 4. 07 1, 7 146, 88 19. 3. 07 3, 64 314, 496 17. 4. 07 1, 69 146, 016 23. 3. 07 3, 09 266, 976 20. 4. 07 1, 59 137, 376 27. 3. 07 9, 02 779, 328 24. 4. 07 1, 34 115, 776 29. 3. 07 7, 2 622, 08 27. 4. 07 1, 15 99, 36 2. 4. 07 5, 24 452, 736 4. 5. 07 93, 312 Date 1, 08 44

Practical example – impact of land-cover type precipitation At. Anna Wood-tributary (mm/day) Q (l/s)

Practical example – impact of land-cover type precipitation At. Anna Wood-tributary (mm/day) Q (l/s) 14. 7. 1992 3. 4 0. 33 7. 85 St. Anna § agricultural use of main part of the watershed 15. 7. 1992 2. 2 0. 64 14. 77 § 1, 1 km 2 16. 7. 1992 0 0. 29 7. 42 17. 7. 1992 0 0. 24 6. 65 Wood-tributary 18. 7. 1992 0 0. 22 5. 83 19. 7. 1992 0 0. 20 5. 21 § forested watershed § 0, 018 km 2 20. 7. 1992 0 0. 19 4. 68 21. 7. 1992 0 0. 17 3. 96 22. 7. 1992 10. 9 0. 16 3. 61 23. 7. 1992 0 0. 57 12. 41 24. 7. 1992 0 0. 23 5. 70 25. 7. 1992 0 0. 16 4. 06 26. 7. 1992 0 0. 14 3. 27 27. 7. 1992 0 0. 14 2. 93 28. 7. 1992 0 0. 13 2. 59 29. 7. 1992 0 0. 12 2. 23 30. 7. 1992 0 0. 11 1. 92 date 45

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CALCULATED INFILTRATION RATES • values range widely depending on characteristic of rainfall event •

CALCULATED INFILTRATION RATES • values range widely depending on characteristic of rainfall event • different lengths of events, rainfall intensity • the effective infiltration from 0, 6 to 44 % of the total precipitation in a single rainfall event • that corresponds to the infitration rates from 0, 2 to 44 mm Calculate the average ground water table rise • divide infiltration rates by the effective porosity values • average water table rise from 0, 5 to 30 cm after selected infiltration events 47