Mathematical Analysis of Transport of Pollutants Exponentially Varies with Time in Unsaturated Porous Media

Mathematical Analysis of Transport of Pollutants Exponentially Varies with Time in Unsaturated Porous Media

Raji J1

1Dept. of Mathematics,

1. John Institute of Technology, Bangalore,

   India.

   Ramesh T.2

   2Dept. of Mathematics, Cambridge Institute of Technology,

   Bangalore, India.

   Venu Prasad K.K.3 3Dept. of Mathematics Govt. first grade college Hethur, Sakleshpur(tq) India

   1. R. Sudheendra4

      4Dept. of Mathematics,

   2. John Institute of Technology, Bangalore,

India.

Abstract: The wide range of contamination sources is one of many factors contributing to the complexity of groundwater quality assessment. Contaminants containing different chemicals will pass through different hydrologic zones as they migrate through the soil to the water table. Mathematical analysis is presented for simultaneous dispersion and

C(z, 0) 0 C(0, t) C0e C(, t) 0

t

z 0

t 0 .

t 0

(2)

adsorption of a solute within homogenous and isotropic porous media in steady unidirectional flow fields. The dispersion systems are adsorbing the solute at rates proportional to their concentration and are subject to input concentrations that vary exponentially with time. In this study, the advection-dispersion equation has been solved analytically to evaluate the transport of pollutants which takes into account of distribution coefficient and porosity by considering input concentrations of pollutants. The solution is obtained using Laplace transform, moving coordinates and Duhamels theorem is used to get the solution in terms of complementary error function. Mathematical solutions are developed for predicting the concentration of contaminants in adsorbing porous media for prescribed media and fluid parameters.

Key words: Advection, dispersion, adsorption, Integral transforms, Ficks law, Moving coordinates, Duhamels theorem

The problem then is to characterize the concentration as a function of z and t.

Figure 1 : Physical Layout of the Model

where the input condition is assumed at the origin and a second type or flux type homogeneous condition is assumed. C0 is initial concentration. To reduce equation (3) to a more familiar form, we take

MATHEMATICAL MODEL

The Advection-Dispersion equation along with initial

wz w2t K 1 n t

d

d

condition and boundary conditions can be written as

C z, t

z, t

Exp 2D

4D n

C 2C C 1 n

(3)

n

n

t D z2

w z

Kd C

Substituting equation (3) into equation (1) gives

(1)

Initially, saturated flow of fluid of concentration, C = 0,

t

2

D z 2

(4)

takes place in the porous media. At t = 0, the concentration of the upper surface is instantaneously changed to C=C0. Thus, the appropriate boundary conditions for the given model

The initial and boundary conditions (2) transform to

w2t

K 1 n t

z 2 2

0, t C0 Exp d t t 0

1 erf ( ) e d

4D n

2 Dt z

z, 0 0

z 0

2Dt

, t 0

t 0

Using Duhamels theorem, the solution of the problem with initial concentration zero and the time dependent surface condition at z = 0 is

(5)

Equation (4) may be solved for a time dependent influx of the fluid at z = 0. The solution of equation (4) may be

2

2

t

( ) t

e 2 d d

obtained readily by use of Duhamels theorem (Carslaw and Jaeger, 1947).

0 z

2 Dt

If C F x, y, z, t

is the solution of the diffusion

Since e 2 is a continuous function, it is possible to differentiate under the integral, which gives

equation for semi-infinite media in which the initial concentration is zero and its surface is maintained at

is

is

z

z

concentration unity, then the solution of the problem in

2

e 2 d z Exp z

2

2

which the surface is maintained at temperature

which the surface is maintained at temperature

t

t

2 D t 32 4D t

t

t

2 Dt

C

0

t F

x, y, z, t d

The solution to the problem is

This theorem is used principally for heat conduction problems, but the above has been specialized to fit this

z t

2 D

z 2 d

Exp 4D t t 32

specific case of interest. Consider now the problem in which initial concentration is zero and the boundary is maintained at concentration unity. The boundary

0

(7)

z

conditions are

0, t 0

t 0

Putting

2

D t

then the equation (7) can be

z, 0 1

, t 0

z 0

t 0

written as

2

4D 2

4D 2

z 2 2

The Laplace transform of equation (4) is

z

t

e d .

2

2 Dt

L t D z 2

(8)

w2t

K 1 nt

0

0

Hence, it is reduced to an ordinary differential equation

2 p

Since t C Exp d

4D n

• t the

z 2 D

(6)

particular solution of the problem may be written as

qz qz

2C w2t K 1 nt

The solution of the equation is

Ae

• Be

z, t 0 Exp d t

where, q p .

D

4D n

2 2

2 2

Exp 2 d Exp 2 d (9)

The boundary condition as z requires that B = 0 and

0

0

boundary condition at z = 0 requires that

A 1

p

thus the

where, z

and

particular solution of the Laplace transformed equation is

2 D t

1 eq z

w2

K 1 n

z

p d .

The inversion of the above function is given in any table of Laplace transforms. The result is

4D n

2 D

Evaluation of the integral solution

The integration of the first term of equation (9) gives

Exp 2

2

d

e2 .

I 2 e2

e 2 d e2

Exp a

2

da .

2 2

a

a

0

(10)

/

For convenience the second integral may be expressed on terms of error function (Horenstein, 1945), because this

Noting that

function is well tabulated.

2

Noting that

Exp a a

2 da

2

2

2

2

2

2

2 .

/

2

2

Exp

• a

2 da

2

2

/

a

The second integral of equation (9) may be written as

2

2

2

I Exp 2 d

Substitution into equation (11) gives

0

1 2

2

(11)

e2 Exp

d e2 Exp

d

1 2

2 2

2

2 0

0

I e

2

e d e

e d .

Since the method of reducing integral to a tabulated function is the same for both integrals in the right side of equation (11), only the first term is considered. Let

(14)

a

and the integral may be expressed as

Thus, equation (9) may be expressed as

2

2C w2t K 1 n t

I1 e2 Exp d

z, t 0 Exp d t .

0

2

4D

n

e2

1

Exp

• a da

  2

  1 2

  2 2

  2

  /

  a2

  a

  2

  e

  2

  2

  2 e

  e

  d e

  e

  d

  e2

  Exp

  • a

  da

  (12)

  (15)

  /

  a

  However, by definition,

  e2 e 2 d e2 erfc

  Further, let,

  a

• a

  2

  also,

  in the

  • a first term of the above equation, then

a

2

2

2

e e

d e

2

1 erf .

2

I1 e2

e 2 d e2 Exp a

da .

a

Writing equation (15) in terms of error functions, we get

C w2t

K 1 n t

(13) z, t 0 Exp

d t .

Similar evaluation of the second integral of equation (11) gives

2 4D

n

2

e2 erfc e2 erfc

I e 2

Exp

• a da

  2

  /

  a

  2

  .

  Thus, Substitution into equation (3) the solution is

  (16)

  e 2

  Exp

• a da

C 1 wz

a

Exp

t.

/

C0 2

2D

Again substituting a

into the first term, the

e 2 erfc e2 erfc

a

result is

Re-substituting for and gives

C 1 Exp wz t

C0 2

2D

w2n 4D1 nK 4Dn

Exp d z

2D n

z w2n 4D1 nK 4Dn

erfc d t

2

Dnt

Fig. 2: Break-through-curve for C/C0 v/s depth for n=1.0, Kd=0.5 & = 0.25

u2n 4D1 nK 4Dn

Exp d z

2D n

z u2n 4D1 nK 4Dn

erfc d t

2

Dnt

(17)

where boundaries are symmetrical the solution of the problem is given by the first term the equation (17). The second term is equation (17) is thus due to the asymmetric boundary imposed in the more general problem. However, it should be noted also that if a point a great distance away from the source is considered, then it is possible to

approximate the boundary condition by C , t C0 ,

which leads to a symmetrical solution.

4. RESULTS & DISCUSSIONS:

The main limitations of the analytical methods are that the applicability is for relatively simple problems. The geometry of the problem should be regular. The properties of the soil in the region considered must be homogeneous in the sub region. The analytical method is somewhat more flexible than the standard form of other methods for one- dimensional transport model. Figures 1 to 4 represents the concentration profiles verses distance along the media for different values of porosity n. It is seen that for a fixed velocity w, dispersion coefficient D and distribution coefficient Kd, C/C0 decreases with depth as porosity n decreases due to the distributive coefficient Kd, whereas concentration profile versus time for different values of depth z. For a fixed z it is seen that concentration increases in the beginning due to lesser effect of dispersion coefficient D and reaches a steady-state value for larger time.

Fig. 1: Break-through-curve for C/C0 v/s depth for n=1.0, Kd=0.5 & = 0

Fig. 3: Break-through-curve for C/C0 v/s depth for n=1.0, Kd=0.5 & = 0.5

Fig. 4: Break-through-curve for C/C0 v/s depth for n=1.0, Kd=0.5 & = 1.0

The figures represent C/C0 verses time for different values of distribution coefficient Kd. It is seen that for a fixed Kd, concentration increases slowly up to t=10 days because of the less adsorption of pollutants on the solid surface and then reaches a constant value for larger time where the effect of distribution coefficient Kd is small. We conclude that the integral transform method is a powerful method to derive analytical solutions for solute transport of a adsorption in homogeneous porous media and under different flow conditions. Steady-state concentration distributions and temporal moments can be directly derived from these solutions and transient concentration distribution is accessible via numerical inversion. The derived solutions are of great value for bench-marking numerical reactive transport codes.

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