Abstract:
In a well with filter tube and filter gravel fill a slot profile for a collection element forming the suction tube has larger suction cut-outs at the bottom than at the top and effects an equalization of the flow velocity of the water passing into the filter gravel layer on the basis of the combination of calculations and empirical investigations.

Description:
The invention relates to a method for the grit-free withdrawal of water from a well and also to a device suitable for this purpose. 
     BACKGROUND OF THE INVENTION 
     A known method for the withdrawal of water uses a vertical double tube, uniformly provided with openings, via which water is drawn off by means of a subaqueous pump (or other withdrawal device). However, this method only provides a rather low withdrawal capacity if it is required that the water withdrawn shall be grit-free, i.e. if sand particles above a critical grain size are not also to be drawn off from the surrounding water-bearing stratum. 
     This method with the device, the so-called suction current collection (SCC), is known from German Offenlegungsschrift 2,401,327. According to the latter, the so-called collection element of the SCC consists of two coaxially disposed tubes of different diameter with uniform transverse slots over the variable length, the hollow cylindrical gap between the two tubes being filled with a fine-grain granulate. This construction is intended to achieve the result that the horizontal approach velocity at the critical point R K  (FIG. 1) is approximately constant over the entire effective vertical length of the collection element, the so-called drainage length L E . As measurements have shown, a uniform horizontal approach velocity over the entire drainage length cannot be achieved with the collection element known from German Offenlegungsschrift No. 2,401,327. For a uniform approach velocity at the critical point R K  (FIG. 2) over the drainage length of the collection element this has the result that for a certain delivery rate a certain quantity of fine-grain sand particles is still entrained and consequently drawn off. 
     It is therefore the object of the invention to provide, for a certain delivery rate, a method for the grit-free withdrawal of water from a well and also an associated device, and in doing this at the same time to reduce further the energy consumption compared to conventional water delivery without SCC as a result of a still lower groundwater depression in the well area. 
     SUMMARY OF THE INVENTION 
     The measures provided according to the invention result in the particular advantage that a uniform flow profile over the drainage length is produced for a certain delivery rate at the point R K  (FIG. 2) and consequently no sand particles above the critical grain size are drawn off. in addition, the drive power required for the pump used is lower than for the conventional SCC according to German Offenlegungsschrift No. 2,401,327 since the mean approach velocity in the water-bearing stratum is lower and the collection element consists only of a transversely slotted, thin-wall single tube with as large a diameter as possible, which tube therefore produces no appreciable loss in pressure in the radial direction across the wall. 
     According to an advantageous embodiment of the invention, a uniform flow profile at the point R K  is achieved by keeping the product of the length element Δx, the flow velocity V ssc (x) into the slots in the wall of the collection element (slot velocity) and the relative, i.e. referred to the area of the length element Δx of the SCC, water passage area (x) (relative slot area Δ slot factor) constant over the entire drainage length of the SCC. That is to say that the same partial water quantity ΔV flows radially into the SCC through each element of length Δx of the drainage length L E . In flow science terms this can be explained by the fact that the radial pressure drop across the SCC wall decreases in a specified manner from top to bottom, and consequently the flow velocity in the water passage areas which is proportional to this pressure drop also becomes correspondingly less from top to bottom. In order, therefore, to achieve delivery rate ΔV=constant, the relative water passage area has therefore to become increasingly larger from top to bottom (FIG. 3). 
     An absolutely uniform flow profile at the point R K  (FIG. 2) would theoretically result if the relative water passage area were to increase in specified manner in infinitesimally small steps from top to bottom. The only possibility of achieving this continuous slot area increase from top to bottom would theoretically be by a continuous longitudinal slot or a slot tangentially displaced in sections which increases in width in a specified manner continuously from top to bottom. Both the latter, and also a transverse slotting performed in infinitesimally small steps are virtually not achievable at justifiable expense for manufacturing reasons. However, it emerged in practical field trials that a uniform flow profile at the point R K  over the drainage length can be achieved with a relative water passage area which increases in finite small steps. It is conceivable that the length Δ x of the individual steps can be chosen as small as desired and is only limited by manufacturing expense. At any event the step length Δx represents a very small value in proportion to the overall drainage length L E . 
     Particularly advantageous is the fact that, with the measures provided according to the invention for a certain delivery rate V at the point R K  (transition from water-bearing stratum to the filter-gravel layer), a flow velocity v K  can be achieved which is smaller than the so-called entrainment velocity for critical sand particles (entrainment velocity: the critical flow velocity at which a sand grain of specified grain size is just set in motion). If, however, the flow velocity at this point is already lower than the entrainment velocity for critical sand particles, it is considerably still further below the entrainment velocity inside the water-bearing stratum as follows from the continuity theorem for line decline. Sand particles of critical grain size can therefore no longer be set in motion by the flow and be drawn off by the pump. 
     A further substantial advantage results from the uniform flow profile at the point R K  achieved with the subject according to the invention and from the low average velocity v K  associated therewith: since the flow losses in the water-bearing stratum substantially determine the so-called depression (difference in height h 1  between hydrostatic and operating water level in the bore-hole, FIG. 2), the depression is also correspondingly lowered as the flow velocity v K  averaged over the drainage length L E  is further reduced. This results in a still lower energy requirement for pumping the water compared with the conventional SCC. 
     For the transverse slotting the slot factor can be varied according to several possibilities: by means of the slot width (tangential extent), the slot height (axial extent) and the slot separation (axial spacing of the slots with respect to each other). Because of the varying degree of ovalness of the tubes practical difficulties arise in the case of the first possibility in relation to precisely maintaining the slot widths specified for each step and consequently the specified passage areas. In the case of the second possibility the manufacturing cost is particularly high because the height of the slots and consequently the thickness of the saw blades used varies from step to step. The third possibility of a variable slot separation is the least costly manufacturing technique and therefore forms the basis of the following exposition. 
     In the same way the slot factor can also be varied with a longitudinal slotting which is effectively identical but on which a natural limit is imposed by the slot width (in this case axial extent) in view of the fine gradation of the slot factor. 
     Further advantages, details and features of the invention are explained in more detail in the description given below of an exemplary embodiment of the invention with reference to the diagrammatic drawings. 
    
    
     BRIEF DESCRIPTION OF THE DRAWINGS 
     FIG. 1 shows the cross-sectional view of a conventional SCC which is in operation, 
     FIG. 2 shows the sectional view of an SCC according to the invention which is in operation, 
     FIG. 3 shows the function curve of the slot factor a.sub.(x) and the slot velocity v SCC (x) over the drainage length L E  and 
     FIG. 4 shows the qualitative representation of the vertical flow velocity inside the control element over the drainage length L E  as a function of x. 
    
    
     DESCRIPTION OF THE PREFERRED EMBODIMENTS 
     FIG. 1 shows the non-uniform flow distribution over the drainage length L E  in the slots of the collection element, which must inevitably lead to an equally non-uniform flow distribution at the oint R K  with a constant slot factor over the drainage length. 
     In FIG. 2 the flow relationships of a well equipped with the subject according to the invention are depicted. In the region of the water-bearing stratum the collection element 13 according to the invention is disposed within a well filter tube 11 surrounded by a filter-gravel fill 12. 
     The tube has a multiplicity of horizontal transverse slots 14 which are incorporated in the wall thereof as circular-segment slots in several rows uniformly over the circumference of the collection element 13. The vertical ridges in the wall left between the rows of slots ensure the overall solidity of the collection element 13. All the slot segments 14 have the same width, length and height. It is only the spacing of adjacent slots in the axial direction which decreases from top to bottom in accordance with the calculations set forth in detail below. The subaqueous pump 15 is enclosed by a continuous tube 16 to which the collection element 13 adjoins at the bottom and is so disposed in the wellhole that even at maximum suction power it is always below an operating water level denoted by 17. The latter lies below the hydrostatic water level 10 by the amount of the depression H L . 
     The flow effect which is achieved with the subject according to the invention is derived mathematically below. According to the explanations cited above, at any randomly chosen point x there flows through an element of area 
     
         ΔA=π·D.sub.i ·Δx          (1) 
    
     the partial quantity 
     
         ΔV=ΔA·a.sub.(x) ·V.sub.S(x) =const; (2) 
    
     here: 
     D i  =the inside diameter of the collection element 13; 
     a.sub.(x) =ΔA S (x) /ΔA: the slot factor which is variable over the drainage length L E  ; 
     ΔA S (x) =the total slot area, which is dependent on x, in the element of area ΔA; 
     v SCC (x) =the flow velocity in the slots, which is variable over the drainage length L E . 
     In the SCC according to German Offenlegungsschrift No. 2,401,327, using a suitable construction of the SCC wall an attempt was made by artificially increasing the flow resistance to render v SCC (x) constant over the drainage length L E . In this case it was also possible to keep a.sub.(x) constant over the drainage length L E  in order to fulfil equation (2). Investigations performed within the scope of the invention showed, however, that the requirement v SCC (x) =const is only inadequately fulfilled. The flow losses in the vertical direction in the inner tube of the SCC according to German Offenlegungsschrift No. 2,401,327 are by no means negligible compared with the radial flow resistances of the SCC wall with the result that flow losses which vary as a function of x arise along the individual flow filaments from the entry of the water into the slots of the SCC right up to the pump, which losses inevitably produce a non-uniform flow towards the control. 
     The conclusion to be drawn from this is that the desired effect can consequently be achieved only by a variable slot distribution over the drainage length L E . This distribution can only be determined if the flow velocity v SCC (x) is known. The latter is therefore calculated below. According to the energy theorem, the following applies for flow which is subject to friction: 
     
         (1+ζ)Kv.sub.h(L).sup.2 =p.sub.a(L) -p.sub.i(L)        (3) 
    
     Here ζ expresses the flow resistances of the slots 14 in the wall of the collection element 13. ζ depends on the slot shape and the wall thickness of the collection element 13 and is approximately 0.5 for thin-wall tubes. The constant K=γ/2g is the quotient obtained from the specific gravity of the water and the acceleration due to gravity. v h (L) represents the horizontal flow velocity of the water in the slot at the point x=L. The vertical position of the collection element 13 is represented by the running coordinate x, the so-called running length, x being=0 at the lower end of the collection element 13 and x being=L at the upper end, i.e. pump end of the effective drainage length L E  of the collection element 13. P a  denotes the pressure outside the collection element 13 and P i  the pressure inside the latter. 
     The following apply for the pressure P a (x) and P i (x) : 
     
         p.sub.a(x) =p.sub.a(L) +γ(L-x)                       (4) 
    
     
         p.sub.i(x) =p.sub.i(L) +γ(L-x)+Δp.sub.v.sbsb.v(x) +Δp.sub.dyn.sbsb.v(x)                               (5) 
    
     In these equations γ(L-x) expresses the hydrostatic pressure difference between the points L and x, Δp vv (x) expresses the frictional losses of the vertical flow in the slotted tube from x to L and Δp dynv (x) expresses the dynamic pressure difference of the vertical flow in the slotted tube resulting from the acceleration of the water flow towards the upper tube end (x=L). 
     Since the equation (3) is valid not only for x=L but for any randomly chosen value of x, it can be rewritten as 
     
         (1+ζ)(γ/2g)v.sub.h.sup.2 (x)=p.sub.a(L) -p.sub.i(L) -Δp.sub.dyn.sbsb.v(x) -Δp.sub.v.sbsb.v(x) 
    
     Using equation (3) again and solving the resulting equation for v h (x) taking η=0.5, the horizontal flow velocity v h (x) is found to be ##EQU1## To determine the distribution of the horizontal flow velocities in the slots over the drainage length it would therefore be necessary to calculate the pressure differences due to the frictional losses of the vertical flow Δp vv (x) in the interior of the collection element and those of the dynamic pressure differences Δp dynv (x). This cannot, however, be precisely represented in closed form since a resistance coefficient λ, which is normally a constant for specified tube currents and lengths, is dependent in the present case on x and the vertical volumetric flow in the interior of the collection element 13 which varies with x. This is due to the fact that on the one hand, for each element of length Δx constant partial currents ΔV flow into the interior of the collection element 13 and, on the other hand, the intensity of the water which passes into the interior of the collection element 13 through the slots 14 and the flow surges of which produce turbulences in the vertical water flow and consequently an apparent wall roughness λ, is variable over the length x. 
     Accordingly, therefore, the vertical flow velocities in the interior of the collection element 13, and also the frictional losses, which are proportional to λ, increase as x increases. 
     Lengthy investigations which were carried out within the scope of the invention have shown that λ has to be determined experimentally in each case for a collection element size and a specified delivery rate V. 
     By solving corresponding equations and transforming several times the following is obtained for ##EQU2## After corresponding transformations the following is obtained for Δp dynv (x) : ##EQU3## If, for example, V is set equal to 0.07 m 3  /s, D i  to 0.25 m and L to 6 m, it emerges that Δp dynv (x=0) ≈2.1.Δp vv (x=0) if the averaged resistance coefficient λ≈0.06 is used over the collection element length L. 
     In order to obtain an optimum flow distribution it is then also necessary to specify what the ratio b of the horizontal flow velocities v h  at the points x=0 and x=L shall be. In the slot nearest the pump, i.e. at x=L, the horizontal flow velocity v h (x=L) is clearly larger than in the slot at the lower end of the collection element at x=0, with the result that v h (x=0) &lt;v h (x=L) and consequently it may be assumed that b&lt;1. Using (7) and (8) the following is therefore obtained from equation (6) for x=0: ##EQU4## Now that the maximum velocity v h (L) is known, the distribution of the horizontal flow velocities v h (x) over the running length x can also be determined by substituting the equations (7), (8) and (9) in equation (6). The following is then obtained: ##EQU5## It is now intended to calculate the actual slot distribution below. As explained earlier, the assumption for the distribution of the slots 14 over the vertical running length x consists in the fact that the same quantity of water ΔV shall approach each partial element Δx. In determining the slot factor a(x) allowance should be made for the fact that the passage area of a slot which becomes hydraulically active is smaller than the geometric slot area. This is due to the constriction effect of the water jet passing into the respective slot 14 and is allowed for by a contraction index α which enters into the equation and which reduces the volumetric flow for an element of area under consideration correspondingly. The following thus applies: 
     
         ΔV=πD.sub.i ·Δx·v.sub.h(x) ·a(x)·α                           (11) 
    
     Since the partial volumetric flow should be constant for any element of area considered, a direct dependence of the slot factor on the horizontal flow velocity is produced. The slot factor a(x) can now be calculated separately for any element of area considered. For example, in a collection element 13 having an effective drainage length L E  of 3 m and 15 steps, the corresponding step length Δx=0.2 m. The required 15 different slot factor values can therefore be determined without difficulty using equation (11). In particular, the ith slot factor is then: ##EQU6## FIG. 3 shows both the slot velocity profile at the point D i  for the horizontal flow velocity v SCC (x) and also the slot profile over the length of the collection element 13 plotted in diagrammatic form as they may be calculated using the above system of equations. 
     For the sake of clarity and easier intelligibility a calculated example may now be given at this point. The following values are assumed: 
     V=0.06 m 3  /s 
     D i  =0.192 m 
     L=6 m 
     λ=0.06 
     v h (L) =2.5 m/s 
     Whereas the resistance coefficient averaged over L E  is taken as λ=0.06, the value for v h (L) corresponds approximately to the value determined experimentally. On solving equation (9) for b and after substituting the above numerical values, the following is obtained: 
     b=0.506→v h (x=0) =1.265 m/s 
     The horizontal slot flow velocity at the lower end is therefore about half as great as the horizontal flow velocity at the upper end of the collection element 13. 
     Equation (10) can be rewritten as ##EQU7## where the following abbreviations have been introduced: ##EQU8## After substituting the values of the numerical example, the following are obtained: A=2.072; B=1.454; C=0.00193. In the present numerical example v h  can therefore be calculated as a function of the running length x in closed form for any randomly chosen value of x. 
     In order at this point to arrive at the slot profile, the step length Δx of each calculation section must be specified. Although it would be possible also to choose any arbitrarily smaller gradation, it is, however, appropriate in the present example to choose Δx=0.4 m, with the result that L=15, Δx=6 m. For the quantity of water ΔV which has to be drawn off per step, the following then applies 
     ΔV=0.06/15=0.004 m 3  /s 
     Equation (12) for the slot factor of the ith step can now be rewritten in the following manner: ##EQU9## where for α≈0.6 (rectangular inlet, see specialist literature) ##EQU10## and in the present example E=0.0276 m/s. 
     For strength reasons the individual slots are, as was explained earlier above, symmetrically divided up into several circular-segment slots disposed in vertical rows between which solid bridges extend as part of the wall of the collection element 13. The area of a slot A S .sbsb.(1) can therefore be expressed as 
     
         A.sub.S.sbsb.(1) =β·π·D.sub.i ·s, 
    
     where s denotes the slot height and in the present numerical example is chosen to be s=1 mm. β is the ratio of the total length of all the circular-segment slots located at a height x to the circumference of the collection element and is here taken as 0.6. Consequently the following results: 
     A S .sbsb.(1) =0.000362 m 2   
     and the number Z of the slots (not to be confused with the number of circular-segment slots) per area of a step length Δx is ##EQU11## The slot pattern calculated for the above numerical example is evident from the following table. 
     
         ______________________________________ x     v.sub.h(x)           ##STR1##                        ##STR2##______________________________________0.2   1.26     0.02187      60.5     bottom0.6   1.2726   0.0217       601.0   1.273    0.0213       591.4   1.3295   0.021        581.8   1.377    0.02         552.2   1.436    0.0192       532.6   1.5074   0.0183       50.53.0   1.53     0.0174       483.4   1.6835   0.0164       453.8   1.787    0.0155       434.2   1.9      0.0145       404.6   2.02     0.0137       385.0   2.15     0.013        365.4   2.28     0.0121       33.5     top5.8   2.43     0.0114       31.5______________________________________ 
    
     Preferably 4 to 6 slot rows of circular-segment slots are provided distributed over the circumference. 
     The newly developed method is applicable in a similar manner and with a similar effect also directly to well filter tubes: instead of a conventional well filter tube the bore-hole is lined with a slotted tube of the new constructional type in the region of the water-bearing strata, i.e. the water passage area increases in this well filter tube in the region in question from top to bottom in a specified manner. In this case the well construction is completely conventional, i.e. around the novel well filter tube filter gravel is packed in the conventional manner, a continuous well tube of conventional construction adjoins the novel well filter tube in the upwards direction and the subaqueous pump is installed without being provided with SCC in a manner such that its bottom edge lies exactly in the plane of the welding joint between the continuous well tube and the filter tube. The desired uniform flow profile will likewise already be present at the transition point R K  from the aquifer, i.e. from the water-bearing strata, to the gravel fill. 
     According to a further advantageous embodiment of the invention an additional outer tube is provided which surrounds the collection element 13. The outer tube has a multiplicity of relatively large-area slots so that the relative water passage area of the outer tube is considerably greater than that of the collection element 13. A ratio of from 10 to 15:1 for the relative water passage areas of the outer tube and the collection element has proved to be particularly suitable. 
     With this additional outer tube the uniformity of the water flow in the region of the well filter tube can be improved still further with the result that a flow which approximates still further to laminar flow is established.