Academic Editor:Vipendra Kumar Singh, CSIR-Indian Institute of Toxicology Research, India.
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On Filtration in a Rectangular Interchange with a particularly Unpermatable Vertical wall in the Evaporation
We consider a plane steady-state filtration in a rectangular bridge with a partially impermeable vertical wall in the presence of evaporation from a free surface of groundwater. To study the effect of evaporation, a mixed multiparametric boundary-value problem of the theory of analytic functions is formulated and using the method of P. Y. Polubarinova-Kochina. Based on the proposed model, an algorithm is developed to calculate the dependence of efficiency and productivity of hydrodynamic analysis.
As it is known ^{1, }^{2, }^{3, }^{4, }^{5, }^{6}, the exact solution of tasks on inflow of liquid to an imperfect well with the flooded filter (i.e. an axisymmetric task) or the tubular well representing an impenetrable pipe with the filter in its some part is connected with great mathematical difficulties and so far isn't found. Therefore in due time as the first approach to the solution of similar tasks some corresponding flat tasks analogs about a filtration to imperfect rectilinear gallery in free-flow layer ^{4, }^{7} and in a rectangular crossing point with partially impenetrable vertical wall were considered ^{8}. It should be noted that areas of complex speed of the specified cases allow to apply by means of inversion at the decision Christoffel-Schwartz's formula.
In work ^{9} it is shown that the current picture near the impenetrable screen significantly depends not only on imperfection of gallery, but also on evaporation existence that is strongly reflected in an expense of gallery and ordinate of a point of an exit of a curve depression to an impenetrable wall.
In the real work the exact analytical solution of a task on a current of ground waters through a rectangular crossing point with partially impenetrable vertical wall in the presence of evaporation from a free surface of ground waters is given. In this case in the field of complex speed, unlike ^{1, }^{4, }^{6, }^{7, }^{8}there are not rectilinear, but circular polygons that doesn't give the chance to use classical integral of Christoffel-Schwartz.
For the solution of a task P. Y. Polubarinova-Kochina's method is used ^{1, }^{2, }^{3, }^{4, }^{5, }^{6}. By means of developed for areas of a special look ^{10, }^{11, }^{12} which are characteristic for problems of an underground hydromechanics, ways of conformal display of circular polygons ^{13, }^{14, }^{15, }^{16, }^{17, }^{18, }^{19} decides mixed multiple parameter tasks of the theory of analytical functions.
The accounting of characteristics of the considered current allows to receive the decision through elementary functions that does its use by the simply and convenient. The provided detailed hydrodynamic analysis gives the flavor about possible dependence of filtrational characteristics of the movement on all physical parameters. The received results, at least, qualitatively can be postponed for a case of tubular wells.
In Figure 1 the rectangular crossing point with slopes of AA_{1 }and DB on the impenetrable horizontal basis of length of L is presented. Water height in the top tail ofН, lower tail with water level of Н_{2}, having partially impenetrable vertical wall CD(screen), adjoins a layer sole. If the working part of the crossing point CB (filter) of width ofH_{1} is flooded, H_{2}>H_{1}, an interval of seepage, usual for dams, is absent ^{1}. The upper bound of area of the movement is the free surface of AD, coming to the disproportionate CD, screen to which there is a uniform evaporation of intensity ε (0 < ε < 1). Soil is considered uniform and isotropic, the current of liquid submits to Darci law with known coefficient of a filtration κ = const
Figure 1. The current picture calculated at ε=0.5, H=3, L=3, H1=1.0, H2=1.4.
We will enter the complex potential of the movement ω= φ+iψ (φ – speed potential, , ψ – function of current) and complex coordinates z=x+iy, carried respectively κH and H, where H – a pressure in A point.
At choice of system of coordinates specified Figure 1 and at combination of the plane of comparison of pressures with the y=0 plane on border of area of a filtration the following regional conditions are satisfied:
(1)
The task consists in definition of provision of a free surface of AD and finding of ordinate of H_{0} – points of an exit of a curve depression to the impenetrable screen, and also a filtrational expense of Q.
For the solution of a task we use P. Y. Polubarinova-Kochina's method which is based on application of the analytical theory of the linear differential equations of a class of Fuchs ^{1, }^{2, }^{3, }^{4, }^{5, }^{6, }^{20}. We will enter: auxiliary area t – semi-strip Ret > 0, 0 < Imt < 0.5π a parametrical variable t at compliance of points t_{A} =∞, t _{A}_{1} = arcth+0.5π, t_{B} =arcth+0.5πi (1 < a_{1} < b < ∞), a_{1}, b – unknown affixes of points A_{1 }and B in the plane t, t_{C} =0.5πi and t_{D} =0; function z (t), conformally displaying a plane t semi-strip on area z, and also derivative dω / dt и dz / dt.
We will address to area of complex speed of w, corresponding to boundary conditions (1) which is represented a circular quadrangle of ACDE with a section with top in E point (the corresponding inflection point of a
curve depression) and a corner at A, top belongs to a class of polygons in polar grids and was investigated ^{12, }^{13, }^{14, }^{15, }^{16, }^{17, }^{18, }^{19} earlier. It is important to emphasize that similar areas, despite the private look, however are very typical and characteristic for many problems of an underground hydromechanics: at a filtration from channels, sprinklers and reservoirs, at currents of fresh waters over based salty, in problems of a flow of the tongue of Zhukovsky in the presence of salty retaining waters (see, for example, ^{9, }^{21}).
The function making conformal display of a semi-strip to area of complex speed of w, has a former appearance ^{9}
(2)
where С (C1) – some suitable material constant.
Defining characteristic indicators of the dω / dt and dz / dt functions about regular special points ^{1, }^{2, }^{3, }^{4, }^{5, }^{6, }^{20}, considering that w =dω / dz and in view of a ratio (2), we will come to dependences
(3)
where М>0 – a large-scale constant of modeling.
It is possible to check that functions (3) meet the boundary conditions (1) reformulated in terms of the dω / dt и dz / dt, functions and, thus, are the parametrical solution of an initial regional task. Record of representations (3) for different sites of border of a semi-strip with the subsequent integration on all contour of auxiliary area of the parametrical t leads to short circuit of area of a current and, thereby, serves as control of calculations.
As a result we receive expressions for the set sizes: width of the L crossing point, water level in the top H and the lower H_{2}the tail`s and lengths of H_{1} of the filter
(4)
and also required coordinates of points of a free surface AD
(5)
and expressions for a filtrational expense of Q and ordinate of a point of an exit of a free surface to the screen
(6)
Control of the account are other expressions for sizes Q,H_{0} and L
,(7)
(8)
(9)
and also expression
(10)
directly following from boundary conditions (1).
In formulas (4) – (10) subintegral functions – expressions of the right parts of equalities (3) on the corresponding sites of a contour of auxiliary area t.
Limit case. At merge of points of A and A_{1}, in the plane t, at a_{1}→1 (arcth a_{1} = ∞) the crossing point degenerates in free-flow layer semi-infinite at the left and the task about a current of ground waters to imperfect gallery investigated earlier ^{9} turns out.
Representations (3) – (10)contain four unknown constants of M, C, a_{1} and b. The parameters a_{1}, b (1< a_{1} < b < ∞), C (C ≠ 1) are defined from the equations (4) for the set sizes H_{1}, H_{2} (H_{1} ≤ H_{2} < H) and L, constant modeling of M thus is from the second equation (4), fixing water level H in the top tail of a crossing point. After definition of unknown constants consistently there is a filtrational expense ofQ ordinate ofH_{0} of a point of an exit of a curve depression to an impenetrable site DC on formulas (6) and coordinates of points of a free surface of DA on formulas (5).
In Figure 1 the current picture calculated at ε = 0.5 , H = 3, L =2, H_{1} = 1.0, H_{2} = 1.4 (basic option ^{9}) is represented. Results of calculations of influence of the defining physical parameters ε, H, H_{1}, H_{2} and L at sizes Q and H_{0} are given in Table 1, Table 2. In figure 2 dependences of an expense ofQ (curves 1) and ordinates H_{0} of an exit of a curve depression to the screen (curves 2) from parameters ε, H, H_{1}, H_{2} and L.
Figure 2. Dependences of the sizes Q and H0 from ε (а) at H = 3, L = 2, H1 = 1 H2 = 1.4, , from H (б) at ε = 0.5, L = 2, H1 = 1, H2 = 1.4; от L (в) at ε = 0.5, H = 3, H1 = 1, H2 = 1.4; from H1 (г) at ε = 0.5, H = 3, L = 2, H2 = 1.4; from H2 (д) при ε = 0.5, H = 3, L = 2, H1 = 1.
ε | Q | H _{0} | H | Q | H _{0} | L | Q | H _{0} |
0.1 | 1.3937 | 2.3003 | 2.5 | 0,5624 | 1,4074 | 1.5 | 1.6261 | 2.1424 |
0.2 | 1.3423 | 2.1544 | 3.0 | 1,1554 | 1,775 | 1,7 | 1,897 | 1,3492 |
0.3 | 1.2839 | 2.0179 | 3.5 | 1,5715 | 2,0883 | 2.0 | 1.1554 | 1.7755 |
0.4 | 1.2218 | 1.8920 | 4.5 | 2,6811 | 3,3097 | 2.5 | 0.7585 | 1.5045 |
0.5 | 1.1554 | 1.7755 | 5.0 | 2,9726 | 3,7528 | 2.9 | 0.4863 | 1.3727 |
H _{1} | Q | H _{0} | H _{2} | Q | H _{0} |
0.9 | 1.1120 | 1.8292 | 1.09 | 1.3965 | 1.5533 |
1.0 | 1.1554 | 1.7755 | 1.19 | 1.3627 | 1.5775 |
1.1 | 1.1928 | 1.7161 | 1.29 | 1.2425 | 1.7051 |
1.2 | 1.2235 | 1.6494 | 1.39 | 1.1598 | 1.7695 |
1.3 | 1.2460 | 1.5728 | 1.40 | 1.1634 | 1.7694 |
The analysis of these tables and schedules allows to draw the following conclusions.
First of all opposite qualitative nature of change of the sizes Q and H_{0} at a variation of parameters attracts attention ε, H and L (Table 1): also, as well as earlier ^{9} reduction ε and increase H is led to increase of an expense and ordinates of an exit of a curve depression to the screen. Thus, in relation to a filtration in a crossing point reduction of intensity and evaporation plays the same role, as well as increase in a pressure. Thus the greatest influence on the sizes Q and H_{0} renders a pressure: at increase of parameter H by only 1.2 times the expense and ordinate increase more, than 52 and 24% respectively.
Essential interest is represented by dependences of an expense of a crossing point and ordinate of a point of an exit of a free surface to the screen from water level of H_{2} in the lower tail, and also from extent of deepening of the screen, i.e. from the size H_{1} at fixed ε, H and L (Table 2). Here as well as concerning parameters ε and H observed opposite qualitative nature of change of the sizes Q and H_{0} at a variation of H_{1} and H_{2}. It is visible that increase in water level of H_{2 }in the lower tail and reduction of deepening of the H_{1 }screen are followed by reduction of an expense and raising of a free surface that, in turn, it is expressed in increase in H_{0}; both of these factors characterize strengthening a subtime.
Follows from Table 1 and Figure 2 that reduction of the H_{1} и H_{2 }parameters respectively at 1.45 and 1.29 times attracts change of size Q for 16.8 % (at fixation of H_{1}) and 12 % (at fixation of H_{2}). Noted regularities lead to the conclusion that the expense of a crossing point depends on the size of lowering of the level in a little bigger degree, than on filter length (or from imperfection of a well or a well).
From Figure 2 it is visible that for basic option almost all dependences of the sizes Q and H_{0 }on parameters ε, H, H_{1}, H_{2} and L are close to the linear.
Comparison of the results received for basic option Q =1.155 and H_{0}=1.776 with results Q =1.141 and H_{0}=1.768 for basic option ^{9} where the current area was limited equipotential at the left shows that the relative error is very small and makes only 0.5 and 1.3% respectively.
Comparison of value of the expense Q =1.16, received for basic option to Q =1.26, value which follows at application of the generalized I.A. Charny's formula ^{1}^{ with. 267} for a usual rectangular crossing point (without screen) in the presence of evaporation
leads 8.3% to an error.
For comparison with results ^{7} we will consider option ε =0.1, H=1, L=4, H_{1}=0.05, H_{2}=0.238 for which Q=42, H_{0}=0.75 is received, and, therefore, relative errors make respectively 71 and 61%..
Thus, as well as in ^{9}, here too evaporation significantly influences a current picture.
The technique of creation of the exact analytical solution of a task on the movement in liquid in a rectangular crossing point with the screen in the presence of evaporation from a free surface of ground waters is developed. It is shown that the current picture near the impenetrable screen significantly depends not only on the filter size, but also on evaporation existence that is strongly reflected in an expense and ordinate of a point of an exit of a curve depression to the screen. The received results give an idea (at least qualitatively) of possible dependence of characteristics of a current by consideration of a task about a filtration already to an imperfect well or a tubular well.