Yhd 12 3105 subsurface hydrology
1 / 21

Yhd-12.3105 Subsurface Hydrology - PowerPoint PPT Presentation

  • Uploaded on

Yhd-12.3105 Subsurface Hydrology. Transient Flow. Teemu Kokkonen. Email : [email protected] Tel. 09-470 23838 Room : 272 (Tietotie 1 E). Water Engineering Department of Civil and Environmental Engineering Aalto University School of Engineering. Transient flow.

I am the owner, or an agent authorized to act on behalf of the owner, of the copyrighted work described.
Download Presentation

PowerPoint Slideshow about ' Yhd-12.3105 Subsurface Hydrology' - saman

An Image/Link below is provided (as is) to download presentation

Download Policy: Content on the Website is provided to you AS IS for your information and personal use and may not be sold / licensed / shared on other websites without getting consent from its author.While downloading, if for some reason you are not able to download a presentation, the publisher may have deleted the file from their server.

- - - - - - - - - - - - - - - - - - - - - - - - - - E N D - - - - - - - - - - - - - - - - - - - - - - - - - -
Presentation Transcript
Yhd 12 3105 subsurface hydrology

Yhd-12.3105 SubsurfaceHydrology


Teemu Kokkonen

Email: [email protected]

Tel. 09-470 23838

Room: 272 (Tietotie 1 E)

Water Engineering

Department of Civil and Environmental Engineering

Aalto UniversitySchool of Engineering

Transient flow


t = 30 min

t = 10 min

t = 5 min

  • In a transient flow problem the hydraulic head values change with time

t = 30 s

t = 10 s

Pumping well


t = 1 d

t = 0

t = 1 h

t = 2 h

t = 12 h



t = 30 min

t = 10 min

t = 5 min

  • To be able to describe transient flow we need the concept of storage to account for changes in the amount of water in a control volume

t = 30 s

t = 10 s

Pumping well


t = 1 d

t = 0

t = 1 h

t = 2 h

t = 12 h

Groundwater flow equation transient 3d

Step 1.Write the equation for the specificstorativity.

GroundwaterFlowEquationTransient 3D

Specificstorativity S0

volume of wateradded to storage, per unitvolume and per unitrise in hydraulichead

Step 2.Usespecificstorativity to write the change in the volume of water per unitvolume and per unittime.

Step 3.Complete the equationshownbelow (i.e. replace the questionmarkwithsomethingelse).

Groundwater flow equation transient 2d

GroundwaterFlowEquationTransient 2D

Storagecoefficient S

volume of wateradded to storage, per unitarea and per unitrise in hydraulichead

Groundwater flow equation transient 2d1

GroundwaterFlowEquationTransient 2D

How is the aboveequationsimplifiedwhen the aquifer is homogeneous and isotropic?

CanTchangewithtime? When?



  • Unconfinedaquifer

    • The ratiobetween air and water in the pore spacechanges (i.e. air is displacewithwater, orviceversa)

  • Confinedaquifer

    • Mineralgrains of the soilmatrixarereorganisedaffecting the porosity of the aquifer

      • When the aquifercompressesmoremineralgrainsaresqueezed into a controlvolume and somewater is displaced out of it

    • Water is to someextentcompressible

  • An unconfinedaquiferhas a muchgreatercapacity to store and release waterthan a confinedaquifer

Numerical solution transient flow




NumericalSolution – TransientFlow


  • Thisfarwehavenumericallyestimatedspatialderivativesappearing in the groundwaterequations – nowwealsoneed to dealwith a temporalderivative


Superscripts (t and t +1) refer to the serialnumber of the time-step

Numerical solution transient flow1




NumericalSolution – TransientFlow


”old” time-stepused in computingspatialderivatives



Write the numericalapproximation for the aboveequation.

Numerical solution transient flow2

NumericalSolution – TransientFlow

  • Expressing the spatialderivativesusingonly ”old” hydraulicheadvaluesallows for leaving just oneunknown ”new” hydraulicheadvalue on the left-hand side of the equation and solvingitsvaluebased on known ”old” hydraulicheadvalues=> explicitsolution

    • Easy to constructbutcanlead to numericalproblems (instability)

  • Expressing the spatialderivativesusing ”new” hydraulicheadvaluesleads to an implicitsolution

    • Numericallymorestablethen the explicitsolutionbutmoretedious to solve (requiresitaration)

    • Often a weightedaverage of derivativeswith ”old” and ”new” headvalues is used

Forward problem vs inverse problem

ForwardProblem vs. InverseProblem

  • In a forwardproblem the hydraulicparameters (e.g. transimssivity) of an aquiferareknown and the problem is to simulate the hydraulicheadvalues

  • In an inverseproblemsomehydraulicheadvaluesareknown and the problem is to estimatevalues of hydraulicparameters

    • Scale problem: hydraulic properties estimated from small-sized soil samples may represent poorly hydraulic properties at a larger scale

Well posed problem vs ill posed problem

Well-PosedProblem vs. Ill-posedProblem

  • In a well-posedproblem the followingcriteriaaremet

    • Existence: a solutionexists

    • Uniqueness: there is onlyonesolution

    • Stability: a change in the solution is smallif a change in hydraulicparameters is small

  • As opposed to the well-posedproblem, in an ill-posedproblem the abovecriteriaarenotmet

Inverse problem


  • Existence of solution

    • A mathematicalmodel is alwaysonly an approximation of the naturalsystemitdescribes

    • Measuredhydraulicheadvaluesarenoterror-free

    • For thesereasons the inverseproblemdoesnothave an exactsolution

    • The lack of exactsolution is notreally a problem

  • Uniqueness of the solution

    • k * 0 = 0 => k = ?

    • 2a + 3b = 10 => a = ? b = ?

    • Differenthydrogeologicalconditionscanresult in similarhydraulicheadvalues => the inversegroundwaterproblemoftendoesnothave a uniquesolution

  • Stability

    • The inversegroundwaterproblemoftensuffersfrominstabilityproblems

Pumping tests


  • Pumpingtestsareused ”stimulate” the aquifer to getdrawdown data wherethere is something happening in the aquifer and whichgives a betterbasis to estimatehydrogeologicalparameters (exciting the system)

  • Typically in a pumpingtest the pumpingwell is pumped at a constantrate and the drawdownvaluesarerecorded as a function of time in observationwells at differentdistances

  • The pumpingtestresultscanbeinterpretedeitherusinginversemodelling, orwhensomesimplifiedassumptionsarevalidusinganalyticalsolutions

Theis method


  • Theis (1935) constructed a method to estimatetransmissivity and storagecoefficient of an aquiferfrompumpingtestresults

  • Assumptions

    • Homogeneous, isotropic, confined aquifer

    • The well is fullypenetrating

    • A constantpumpingrate

    • Infinitearealextent

    • Horizontalflow

    • Impermeable and horizontaltop and bottom boundaries of aquifer

Theis method1


H0 - H = drawdown, Q = pumping rate, T = transmissivity and W(u) on the well function, where

r = distance from pumping well, S = storage coefficient and t is time from start of pumping


The graphwheredrawdown is plotted as a function of timehas the sameshape as the graphwhere W(u) is plottedagainst 1/u.

Theis method2


  • Plot the well function W(u) against 1/u:ta in a log-log scale (type curve)

  • Plot the measured drawdown values H0-Hagainst time t in a log-log scale (field curve)

  • Overlay the type curve and field curve – keeping the axes parallel – in such a way that the curves overlap as closely as possible

  • Select a match point (does not need to be on the curves) and read values W(u), 1/u, H0-Hand t

  • Use the equations shown a couple of slides back to calculate values for T and S