Abstract:
A system for resource usage optimization employs an automatically controlled sensor suite providing data to a computer system for the analysis of spatial relationships of the sensors and resources. A control module incorporates an interactive logic, in an exemplary embodiment of well-stream coupled dynamic or game theory engines, operating in conjunction with the spatial data processing algorithms, GIS in an exemplary embodiment, receives as an input an objective function set for the use of the resource and constraint sets which are then monitored by the sensor suite. Incoming data is compared to the constraint sets and upon impact to any of the elements of the objective function set, creates a report/alarm for action or to trigger a corrective action.

Description:
REFERENCES TO RELATED APPLICATIONS 
     This application is a continuation-in-part of application Ser. No. 11/857,354 filed on Sep. 18, 2007, now abandoned, having the same title and common inventors with the present application, the disclosure of which is incorporated herein fully by reference. 
    
    
     BACKGROUND OF THE INVENTION 
     1. Field of the Invention 
     This invention relates generally to the field of automated systems for monitoring of resource usage and particularly to a system employing an interactive logic control with objective functions and constraint sets as inputs for real time status output with warning/alarm capability. 
     2. Description of the Related Art 
     Over-pumping of ground water is becoming more and more commonplace. This is especially true in arid regions of the Southwest United States. A recent GAO report claims that 36 states will encounter severe water shortages within only a few years.  U.S. Government Accountability Office, Freshwater Supply: States&#39; Views How Federal Agencies Could Help Them Meet the Challenges of Expected Shortages ,” GAO-03-514, July 2003, p 1). Since many water supply well fields are installed adjacent to areas of shallow surface water, significant impairment to adjacent riparian habitat can result from ground water extraction activities. Reduction in the ground water potentiometric surface due to over-pumping can induce leakage of the surface water body, thereby reducing the total amount of flow in rivers, streams, and springs. Stream flow reduction during fish migration seasons threatens the species survival potential. The methods covered in the patent application are applicable to predicting the effects of groundwater extraction on aquifer storage in general and on seawater intrusion in coastal aquifers. 
     Cooperative equilibrium arises when ground water users respect environmental constraints and consider mutual impacts, which allows them to derive economic and environmental benefits from ground water indefinitely, that is, to achieve sustainability. For cooperative equilibrium to hold, however, enforcement must be effective. Otherwise, according to the Commonized Costs-Privatized Profits (or CCPP) paradox, there is a natural tendency towards non-cooperation and non-sustainable aquifer mining, of which overdraft is a typical symptom. This would be exemplified by overdraft of a water-bearing zone adjacent to a river, thereby depleting the river of volume and ecologic functionality. Non-cooperative behavior arises when at least one ground water user neglects the externalities of his adopted ground water pumping strategy. In general, non-cooperative behavior results from lack of consideration regarding the interactions between the localized surface and ground water resources due to lack of information. 
     There is a significant need to better understand the ecological impacts due to ground water extraction activities adjacent to rivers, streams and springs. An automated interactive monitoring and modeling system will provide watershed managers with continuous understanding of the dynamic interactions between ground water extraction activities and surface water levels, and will allow for automated establishment of maximum allowable extraction thresholds based on minimum surface water level requirements, and therefore lead to optimization of ground water extraction activities while protecting the riparian habitat. 
     It is therefore desirable to provide systems and methods to optimize, monitor, and manage ground water resources based on the integration of sensors with computing capability incorporating an understanding of the ground water and surface water relationships. The methods of this patent application are applicable to predicting and controlling the effects of groundwater extraction on aquifer storage in general and seawater intrusion in coastal aquifers, also. 
     SUMMARY OF THE INVENTION 
     The present invention is a system for resource usage optimization employing an automatically controlled sensor suite providing data to a computer system for the analysis of spatial relationships of the sensors and resources. A control module incorporating an interactive logic, in an exemplary embodiment of well-stream coupled dynamic or game theory engines, operating in conjunction with the spatial data processing algorithms, GIS in an exemplary embodiment, receives as an input an objective function set for the use of the resource and constraint sets which are then monitored by the sensor suite. Incoming data is compared to the constraint sets and upon impact to any of the elements of the objective function set, creates a report/alarm for action or to trigger a corrective action. 
     In an enhanced embodiment, the sensor suite input data is provided to a constraint sets calculator for update of the constraint set assumptions for remodeling of interactive logic calculations. Tracking of input, output and relationships with thresholds over time is also accomplished. 
     As an exemplary embodiment, a system incorporating the invention is employed for well water monitoring on one or multiple wells drawn upon for either municipal or agricultural use by multiple users. The objective functions for the interactive logic modeling system allow maximizing the water withdrawal capability in the most economically efficient manner by multiple users while avoiding salt water intrusion into the well from overdraw conditions or exceeding a river water level minimum, the latter relying of coupled dynamic interaction algorithm for well-stream systems. The constraint sets preloaded into the model include response of the aquifer modeled from static data including historical permeability and storage capacity, flow rates and water table level history. The sensor suite monitors flow rate(s) and well level. In one exemplary embodiment, Game Theory employed as the interactive logic establishes the optimum flow rates for the desired economic maximization. Flow rate monitoring may be accomplished at both the withdrawal well and aquifer replenishment sources including monitoring wells surrounding the extraction well or feeding stream flow rates for update to the constraint data on flow rates, etc. Water table level (at the feed well and monitoring wells), river level, etc. data from the sensor suite is used to validate/update the constraints for the Game Theory for closed loop operation. 
    
    
     
       BRIEF DESCRIPTION OF THE DRAWINGS 
       The patent or application file contains at least one drawing executed in color. Copies of this patent or patent application publication with color drawing(s) will be provided by the Office upon request and payment of the necessary fee. 
       These and other features and advantages of the present invention will be better understood by reference to the following detailed description when considered in connection with the accompanying drawings wherein: 
         FIG. 1  is a block diagram showing the physical elements of an exemplary embodiment and its functional control elements; 
         FIG. 2A  is a block diagram of a first exemplary implementation for impact of multiple drawdown wells on a stream; 
         FIG. 2B  is a profile of an exemplary river cross section and the distances from system wells; 
         FIG. 2C  is a plan view of a reach of the exemplary river with calculation distances; 
         FIG. 2D  is a detailed section view of the river cross section for water level monitoring with a multiple exemplary water level; 
         FIG. 2E  is a profile of an exemplary river cross section and the distances from system wells with definition of partial wetted depth; 
         FIG. 3  is a block diagram of a second exemplary implementation for impact of multiple drawdown wells on a ground water table; 
         FIG. 4  is a flow chart of the operation of the functional control elements for a disclosed embodiment; and 
         FIG. 5A  is an example simulated screen shot of the Graphical User Interface (GUI) presentation of a Well information summary entry and display screen; 
         FIG. 5B  is an example simulated screen shot of the GUI presentation of a detailed well information entry and display screen; 
         FIG. 5C  is an example of the location, rating curve and wetted width information for an example well; 
         FIGS. 5D-5F  are examples of well data entered and displayed for a set of wells in an exemplary system implementation; 
         FIG. 5G  is an example simulated screen shot of the GUI presentation of a graph settings page for the exemplary system implementation; 
         FIGS. 5H ,  5 J,  5 K,  5 L,  5 M AND  5 N are example histograms for the well system of the exemplary system implementation for a selected time series; 
         FIG. 5P  is an example line data graph for the well system of the exemplary system implementation; 
         FIG. 6  is a simulated screen shot of a summary screen with GIS data information and summary histogram plots; and 
         FIGS. 7A and 7B  are a flow chart of an exemplary constraints calculator operation for the disclosed embodiments. 
     
    
    
     DETAILED DESCRIPTION OF THE INVENTION 
     Referring to the drawings,  FIG. 1  shows the elements of an embodiment of the present invention. Field sensors  10  are placed at the various physical features which are to be measured such as wells, streams or aquifers. The sensors themselves may include such devices as flow meters, temperature sensors, pH sensors, dissolved oxygen sensors and level sensors which indicate the condition of the physical feature under study. By the nature of the desired system effectiveness, multiple physical features will be monitored resulting in multiple sets of field sensors. In most cases the field sensors will be remote from the control center generally designated as  12  which houses the control and reporting elements of the system and telemetric systems such as transmitters  14  at or near each physical feature and receivers  16  residing at the location of the control center. The representation in the drawings provides for radio transmission, however, in actual embodiments telemetry transmission approaches may be of any applicable form known to those skilled in the art. Automated control of the multiple sensor suites is implemented in exemplary embodiments as disclosed in U.S. Pat. No. 6,915,211 issued on Jul. 5, 2005 entitled GIS BASED REAL-TIME MONITORING AND REPORTING SYSTEM the disclosure of which is incorporated herein by reference. 
     A computer  18  for processing of the telemetered sensor data is provided including integrated Geographic Information System (GIS) capability or other automated spatial data processor for calculation of geographically dependent parameters based on location of the physical features. A display  20  is provided as shown in the figure and may include multiple physical display screens or elements distributed for monitoring and decision making based on system output as will be described subsequently. In addition to the display(s) or as an integral presentation on the display(s) a warning/alarm system  22  is provided. In alternative embodiments, automatic dialing of telecommunications devices such as cell phones or pagers is also accomplished. 
     An interactive logic control module  24  operates on the computer receiving sensor data  26  as processed. The control module operates based on input from constraint sets  28  which may include static data and response functions measured with respect to the physical features under study. The discussion of the embodiments disclosed herein emphasizes economic benefit, but most often will be set to physical tolerances such as threshold water levels in actual physical operations. Additionally, the control module incorporates in its operation objective functions  30  predetermined by the system user. These objective functions may include such elements as maximizing the economic benefit of the overall use of the physical features as will be described in greater detail subsequently. The control module provides alarm levels  32  for activation of the warning/alarm system based on the calculations performed. Additionally, the sensor data received is provided in certain embodiments as feedback  34  to update the constraint sets. Modeled and actual data is stored by the control module in storage  36  for constraints assessment and modification as will be described subsequently. 
     A first exemplary use of the system is demonstrated in  FIG. 2  for monitoring the impact of multiple wells  40 ,  42  and  44  in distributed locations where drawdown on the wells may impact a nearby hydraulically connected stream  46 . The system incorporates field sensors including flow rate and level sensors  48   a ,  48   b  and  48   c  at each of the wells. A flow regulator  50   a ,  50   b  and  50   c  at each well may be employed for control feedback as will be described subsequently. The system also incorporates field sensors associated with the stream including level sensors  52 ,  54  and  56  located along the stream length. As shown, the field sensors provide their data to the control center system  12 . 
     The data provided for active monitoring by the field sensors and the constraint sets employed by the control module includes the locations (x, y) of the extraction wells in a geo-referenced coordinate system; stream layout in the geo-referenced coordinate system; transmissivity and storativity associated with the stream, wells and intervening geological formations; total streamflow at a given time (tracked via level monitoring), current water depth, temperature provided by the associated field sensors; channel and overbanks&#39; roughness; stream cross section and longitudinal profile in the reach affected by the wells; pumping well characteristics; historical pumping rates; and immediate flow rates of the wells. 
     Objective functions input to the control module may include such elements stream depletion regulations as limitations to assure that the stream level remains above a safe threshold (habitat sustainability) during ground water extraction by the wells under study. The data collected is applicable for use in determining current use limitations and future expansion potential. 
     The control module calculates the fraction of each well&#39;s pumping rate drawn from the stream and calculates the total volume of streamflow draft from the multiple wells simultaneously. Based on the constraint data, the system then estimates maximum pumping rate(s) allowed given permissible streamflow depletion. This constraint data may be obtained through trial-and-error with multiple outputs possible from the control module. In an exemplary application, the system compares extraction rates to optimal rates and provides a data output. 
     In an exemplary system for this embodiment, rating curves and wetted width equations are employed for calculation of stream impacts. The rating curve equation employed in the embodiment is of the form:
 
 Q=ad   b  
 
in which Q is the flow rate (in ft 3 /s or m 3 /s) at a specified cross-section in the river as represented in  FIG. 2B ; d=the depth of water (feet or meters) at the level-monitoring location in the specified cross-section; a and b are fitting parameters that are determined based on surveyed cross-section. Note that the coefficient a, b vary as the system of units changes from customary US units (feet, pound, second) to metric system of units (meter, kilogram, second).
 
     The depth of water d equals:
 
 d=h−h   R   (2)
 
in which h is the absolute water level at the specified cross section above mean sea level and h R  is the elevation of the stream bottom at the location where level monitoring takes place in the cross section.
 
     The partial wetted width (w), as seen in  FIG. 2B , of the river at a specified cross section depends on the depth of water d, also, and the equation for w is of the form:
 
 w=cd   f   (3)
 
in which c and f are parameters determined by field surveying.
 
     The shortest straight distance y* between the wetted bank of the river at the specified cross section and the well equals the total distance between the water-level sensor in the cross section and the well (y) minus w:
 
 y*=y−w   (4)
 
     Equations of the type (1)-(4) for each river cross section where monitoring takes place are employed as a portion of the constraint sets for the system. 
     An exemplary equation to calculate the flow rate (q) captured by a well pumping at a rate (Q w ) a straight (shortest) distance y* from river cross section may employ solutions such as “Transient ground water hydraulics”, by Robert E. Glover, Dept. of Civil Engineering, College of Engineering, Colorado State University, 1974 for stream depletion by a well: 
                   q   =       Q   w     ⁢       2   ⁢     y   *       π     ⁢       ∫   0   L     ⁢         ⅇ     -     (         x   2     +     y     *   2           4   ⁢     T   S     ⁢   t       )             x   2     +     y     *   2           ⁢     ⅆ   x                   (   5   )               
with symbols defined below.
 
     The equation for q given Q w , y*, time of elapsed pumping t, aquifer parameter α=T/S, where T is the transmissivity and S the storativity is. 
     
       
         
           
             
               
                 
                   
                     0 
                     ≤ 
                     q 
                     ≅ 
                     
                       
                         Q 
                         w 
                       
                       ⁢ 
                       
                         
                           2 
                           ⁢ 
                           
                             y 
                             * 
                           
                         
                         π 
                       
                       ⁢ 
                       
                         
                           ∑ 
                           
                             j 
                             = 
                             1 
                           
                           
                             j 
                             = 
                             5 
                           
                         
                         ⁢ 
                         
                           
                             L 
                             2 
                           
                           ⁢ 
                           
                             w 
                             j 
                           
                           ⁢ 
                           
                             F 
                             ⁡ 
                             
                               ( 
                               
                                 z 
                                 j 
                               
                               ) 
                             
                           
                         
                       
                     
                     &lt; 
                     
                       Q 
                       w 
                     
                   
                   , 
                   Q 
                 
               
               
                 
                   ( 
                   6 
                   ) 
                 
               
             
           
         
       
     
     For the equation, q equals zero when the depth of water (d) is zero. Also, q cannot exceed the pumping rate Q w  nor the streamflow Q. The quadrature weights w j  and evaluation points z j  as defined by Karl F. Gauss, as referenced in  Applied Numerical Methods , by Carnahan et al., 1969, McGraw Hal, are as shown in Table 1. 
     
       
         
               
               
               
             
               
               
               
             
           
               
                 TABLE 1 
               
               
                   
               
               
                 Index j 
                 Weight w j   
                 Evaluation points z j   
               
               
                   
               
             
             
               
                   
               
             
          
           
               
                 1 
                 0.56888889 
                 0.00000000 
               
               
                 2 
                 0.47862867 
                 0.53846931 
               
               
                 3 
                 0.47862867 
                 −0.53846931 
               
               
                 4 
                 0.23692689 
                 0.90617985 
               
               
                 5 
                 0.23692689 
                 −0.90617985 
               
               
                   
               
             
          
         
       
     
     The function F evaluated at z j , or F(z j ) in equation (6), is as follows: 
                     F   ⁡     (     z   j     )       =       ⅇ     -           [       L   2     ⁢     (       z   j     +   1     )       ]     2     +     y     *   2           4   ⁢   α   ⁢           ⁢   t                 [       L   2     ⁢     (       z   j     +   1     )       ]     2     +     y     *   2                   (   7   )               
Where L is the distance of influence upstream and downstream the cross section where the water-level monitoring is implemented. See  FIG. 2C .
 
     Equations (6) and (7) are then calculated by the system for each cross section where water-level monitoring occurs. 
     The effect of well influence superposition, as will be described in greater detail subsequently, is also assessed based on the locations of monitored wells along the stream. 
     Specification of flow requirement and maximum allowable pumping rate can then be determined based on various imposed constraints. As exemplary, velocity, temperature, oxygen regulations to preserve fish habitat may result in a minimum amount of streamflow, Q min , specified in a reach. The streamflow in the reach minus the amount of it captured by a nearby well (q) may not exceed Q min . At equality,
 
 Q−q=Q   min   (8)
 
solving for q in equation (8) and then approximating q by the expression appearing in equation (6) produces the maximum pumping rate compatible with minimum fish-flow requirement:
 
     
       
         
           
             
               
                 
                   
                     Q 
                     w 
                   
                   = 
                   
                     
                       Q 
                       - 
                       
                         Q 
                         min 
                       
                     
                     
                       
                         
                           2 
                           ⁢ 
                           
                             y 
                             * 
                           
                         
                         π 
                       
                       ⁢ 
                       
                         
                           ∑ 
                           
                             j 
                             = 
                             1 
                           
                           
                             j 
                             = 
                             5 
                           
                         
                         ⁢ 
                         
                           
                             L 
                             2 
                           
                           ⁢ 
                           
                             w 
                             j 
                           
                           ⁢ 
                           
                             F 
                             ( 
                             
                               z 
                               j 
                             
                           
                         
                       
                     
                   
                 
               
               
                 
                   ( 
                   9 
                   ) 
                 
               
             
           
         
       
     
     The ability to introduce various constraint sets into the system models allows greater complexity in the stream profile to be considered. Using  FIG. 2D  which is exemplary of detailed streambed field surveying. The water width W of the water surface at a height h (shown as h 1 , h 2 , h 3 , h 4  or h 5 ) is given by: 
     
       
         
           
             
               
                 
                   W 
                   = 
                   
                     
                       ∑ 
                       
                         j 
                         = 
                         2 
                       
                       n 
                     
                     ⁢ 
                     
                       ( 
                       
                         
                           x 
                           j 
                         
                         - 
                         
                           x 
                           
                             j 
                             - 
                             1 
                           
                         
                       
                       ) 
                     
                   
                 
               
               
                 
                   ( 
                   10 
                   ) 
                 
               
             
           
         
       
     
     The wetted perimeter WP (the length of the bottom of the x-section under water on the plane of the Figure) is given by (with n=the number of river stations): 
     
       
         
           
             
               
                 
                   WP 
                   = 
                   
                     
                       ∑ 
                       
                         j 
                         = 
                         1 
                       
                       n 
                     
                     ⁢ 
                     
                       
                         
                           
                             ( 
                             
                               
                                 x 
                                 j 
                               
                               - 
                               
                                 x 
                                 
                                   j 
                                   - 
                                   1 
                                 
                               
                             
                             ) 
                           
                           2 
                         
                         + 
                         
                           
                             ( 
                             
                               
                                 y 
                                 j 
                               
                               - 
                               
                                 y 
                                 
                                   j 
                                   - 
                                   1 
                                 
                               
                             
                             ) 
                           
                           2 
                         
                       
                     
                   
                 
               
               
                 
                   ( 
                   11 
                   ) 
                 
               
             
           
         
       
     
     Wetted area (A) of the (vertical) x-section under water (with n the number of river stations): 
                   A   =         1   2     ⁢     (       x   n     -     x   1       )     ⁢     (       y   n     +     y   1       )       -       1   2     ⁢       ∑     j   =   2     n     ⁢       (       x   j     -     x     j   -   1         )     ⁢     (       y   j     +     y     j   -   1         )                     (   12   )               Hydraulic radius  R=A/WP   (13)
 
Hydraulic depth  D=A/W   (14)
 
Depth of water at the water-level monitoring location  d=h−y 4  (15)
 
     At a water level at or below the top terraces as shown in  FIG. 2D , levels h 1  or h 2 , the first and last stations are now coincident with the left and right intersections of the wetted perimeter by the water surface at h. The total number of stations is 7 in this example. 
     The water width W (of the water surface at h 2 ) is given (with n=7) by: 
     
       
         
           
             
               
                 
                   W 
                   = 
                   
                     
                       ∑ 
                       
                         j 
                         = 
                         2 
                       
                       n 
                     
                     ⁢ 
                     
                       ( 
                       
                         
                           x 
                           j 
                         
                         - 
                         
                           x 
                           
                             j 
                             - 
                             1 
                           
                         
                       
                       ) 
                     
                   
                 
               
               
                 
                   ( 
                   10 
                   ) 
                 
               
             
           
         
       
     
     The wetted perimeter WP (the length of the bottom of the x-section under water on the plane of the Figure) is given by (with the number of river stations n=7): 
     
       
         
           
             
               
                 
                   WP 
                   = 
                   
                     
                       ∑ 
                       
                         j 
                         = 
                         1 
                       
                       n 
                     
                     ⁢ 
                     
                       
                         
                           
                             ( 
                             
                               
                                 x 
                                 j 
                               
                               - 
                               
                                 x 
                                 
                                   j 
                                   - 
                                   1 
                                 
                               
                             
                             ) 
                           
                           2 
                         
                         + 
                         
                           
                             ( 
                             
                               
                                 y 
                                 j 
                               
                               - 
                               
                                 y 
                                 
                                   j 
                                   - 
                                   1 
                                 
                               
                             
                             ) 
                           
                           2 
                         
                       
                     
                   
                 
               
               
                 
                   ( 
                   11 
                   ) 
                 
               
             
           
         
       
     
     Wetted area (A) of the (vertical) x-section under water (with n=7): 
                   A   =         1   2     ⁢     (       x   n     -     x   1       )     ⁢     (       y   n     +     y   1       )       -       1   2     ⁢       ∑     j   =   1     n     ⁢       (       x   j     -     x     j   -   1         )     ⁢     (       y   j     +     y     j   -   1         )                     (   12   )               Again, Hydraulic radius  R: R=A/WP   (13)
 
Hydraulic depth  D=A/W   (14)
 
Depth of water at the water-level monitoring location  d=h 2 −y 4  (15)
 
     With water level in the lowest part of the stream channel at height h 4 , the water width W (of the water surface at h) is given by (with n=3, the number of river stations), W is again calculated using equation (10). The wetted perimeter WP (the length of the bottom of the x-section under water on the plane of the Figure) is given by Equation (11) (with the number of river stations n=3). Wetted area (A) of the (vertical) x-section under water is given by equation (12) (with the number of river stations n=3) with variables R, and D given by equations (13) and (14), respectively Depth of water at the water-level monitoring location is give by
 
 d=h 4 −y 2
 
     At least five water levels (h) entertained in the exemplary system and for each of these the width (W), wetted perimeter (WP), wetted area (A), hydraulic radius (R), the hydraulic depth (D), and depth of water at the water-level monitoring station (d) are calculated. The water levels, h, are chosen to give a representative variation of the variables W, WP, A, R, D, and d as a function of water level rise. 
     Again calculating flow rates, from the Manning&#39;s equation for the exemplary embodiment, the flow rate Q (in m 3 /s) through the cross section is written as a power law in terms of the hydraulic depth (D) corresponding to an arbitrary water level h:
 
 Q=a*D   b*   (18)
 
in which:
 
                     a   *     =       1   n     ⁢       W     5   /   3         WP     2   /   3         ⁢       S   f                 (   19   )               
and b*=5/3.
 
     In equation (19) n=Manning&#39;s roughness coefficient which determined from field observations and provided as a constraint; W=water surface width corresponding to water level h; WP=wetted perimeter corresponding to water level h, these last two computable from equations given above (see equations (10) and (11), for example); S f  is the friction slope or energy-tine slope. S f  cannot be determined in general unless Q is known, which, in turn, is unknown in this application thus creating a circular and unbreakable chain of dependency. For this reason S f  is approximated by the slope of the stream thalweg, which is the drop of elevation of the thalwed (ΔH) with distance measured along the thalweg (ΔL). ΔH and ΔL would be measured in the field to approximate the friction slope: 
     
       
         
           
             
               
                 
                   
                     S 
                     f 
                   
                   ≅ 
                   
                     
                       Δ 
                       ⁢ 
                       
                           
                       
                       ⁢ 
                       H 
                     
                     
                       Δ 
                       ⁢ 
                       
                           
                       
                       ⁢ 
                       L 
                     
                   
                 
               
               
                 
                   ( 
                   20 
                   ) 
                 
               
             
           
         
       
     
     To express the flow rate Q in terms of the depth of water at the water-level monitoring station by returning to equation (1),
 
 Q=ad   b   (1)
 
a regression of values of D vs. values of d is conducted, where at least five pairs of values (d,D) are available from the calculations carried out for several water levels described above. A power law provides an accurate fit of D as a function of d:
 
 D≅a   1   d   b     1     (21)
 
     Combining equations (18), (19), and (20) the flow rate Q is given by equation (1) with coefficients:
 
 a=a*a   b   b*   (22)
 
 b=b   1   b*   (23)
 
where a* is given by equation (19); b*=5/3, and a 1 , b 1  stem from the regression (21).
 
     Recalling  FIG. 2B  and the previous description of the calculate the flow rate Q, the partial wetted depth w, and the capture of streamflow by a well, referring now to  FIG. 2E , calculation of the partial wetted depth by the equation can be accomplished 
     
       
         
           
             
               
                 
                   w 
                   = 
                   
                     
                       W 
                       - 
                       
                         W 
                         * 
                       
                     
                     = 
                     
                       
                         [ 
                         
                           
                             ∑ 
                             
                               j 
                               = 
                               2 
                             
                             n 
                           
                           ⁢ 
                           
                             ( 
                             
                               
                                 x 
                                 j 
                               
                               - 
                               
                                 x 
                                 
                                   j 
                                   - 
                                   1 
                                 
                               
                             
                             ) 
                           
                         
                         ] 
                       
                       - 
                       
                         W 
                         * 
                       
                     
                   
                 
               
               
                 
                   ( 
                   24 
                   ) 
                 
               
             
           
         
       
     
     where
 
 y*=y−w   (4)
 
Recall that it is y* what is needed in the stream-well interaction equations.
 
     Nevertheless, if desired, one can regress w against d from the pairs of values (w, d) that can be obtained from the calculations carried out for several water levels h. This produces an accurate power law expressing was a function of water depth d:
 
 w=cd   f   (3)
 
which is one of equations appearing in the stream-well interaction algorithm previously discussed.
 
     A second exemplary use of the system is shown in  FIG. 3  wherein multiple wells  60 ,  62  and  64  interact through a common aquifer. The aquifer properties are measured at draw down site  66  which may employ a monitoring well. As in the prior example, each well incorporates a field sensor set that includes at least a level sensor  68   a ,  68   b  and  68   c  and flow meter  70   a ,  70   b  and  70   c  which may be a pumping rate monitor. A flow regulator  72   a ,  72   b  and  72   c  is employed for control feedback. The monitoring, well at the draw down site employs a field sensor set that includes a level sensor  74  and may include a flow meter with flow direction sensing in certain advanced embodiments. In alternative embodiments, when using the invention to protect from saltwater intrusion water level sensors are placed in several wells to determine the direction of flow near the salt-fresh water interface. If direction of flow is opposite to what is desired, this can serve as the tolerance modeled to in order to determine pumping logistics. The data from the field sensors is provided to the control center. 
     As previously described, the superposition of the effects of n nearby wells may be taken into account by the system. For implementation in one form of the exemplary embodiment, the system provides for n wells each with a constant pumping rate Q j , j=1, 2, . . . , n located in a confined aquifer that has transmissivity T and storativity S as previously described. The pumping in the wells cause a drawdown s 0  at a specified location  0  in the aquifer. An exemplary constraint provides the allowable maximum drawdown at the location  0  (draw down site  66 ) is s max . 
     The drawdown caused by well j at location  0  is determined in the exemplary embodiment by the equation as defined in Theis, Charles V. “The relation between the lowering of the piezometric surface and the rate and duration of discharge of a well using ground-water storage”. Transactions, American Geophysical Union 16: 519-524 (1935), hereinafter Theis (1935):
 
 s ( r   j   ,t   j )= a   j   Q  
 
                       a   j     =           W   ⁡     (     u   j     )         4   ⁢   π   ⁢           ⁢   T       ⁢           ⁢   j     =   1       ,   2   ,     …   ⁢           ⁢   n             (   26   )               
in which the dimensionless variable u j :
 
                     u   j     =         r   j   2     ⁢   S       4   ⁢           ⁢     t   j     ⁢   T               (   27   )               
where r j  is the distance from well j to the location  0 , and t j  is the elapsed time since the j-th well started pumping. The well function W(u j ) is defined as follows:
 
                     W   ⁡     (     u   j     )       =       -   C     -     ln   ⁡     (     u   j     )       -       ∑     m   =   1     ∞     ⁢           (     -   1     )     m     ⁢     u   j   m         m   ⁡     (     m   !     )                     (   28   )               
where C=0.577125 . . . The well function is approximated in the calculation of drawdown by the following expansion to its fourth-order term:
 
     
       
         
           
             
               
                 
                   
                     W 
                     ⁡ 
                     
                       ( 
                       
                         u 
                         j 
                       
                       ) 
                     
                   
                   ≅ 
                   
                     
                       - 
                       0.577125 
                     
                     - 
                     
                       ln 
                       ⁡ 
                       
                         ( 
                         
                           u 
                           j 
                         
                         ) 
                       
                     
                     + 
                     
                       u 
                       j 
                     
                     - 
                     
                       
                         u 
                         j 
                         2 
                       
                       4 
                     
                     + 
                     
                       
                         u 
                         j 
                         3 
                       
                       18 
                     
                     - 
                     
                       
                         u 
                         j 
                         4 
                       
                       96 
                     
                   
                 
               
               
                 
                   ( 
                   29 
                   ) 
                 
               
             
           
         
       
     
     To obtain pumping rates Q j , j=1, 2, . . . , n that produce the allowable maximum drawdown at location  0 , the following objective function is minimized with respect to the pumping rates and β (β is a Lagrange multiplier): 
     
       
         
           
             
               
                 
                   
                     Minimize 
                     ⁢ 
                     
                         
                     
                     ⁢ 
                     F 
                   
                   = 
                   
                     
                       
                         ∑ 
                         
                           j 
                           = 
                           1 
                         
                         n 
                       
                       ⁢ 
                       
                         
                           ( 
                           
                             
                               
                                 a 
                                 j 
                               
                               ⁢ 
                               
                                 Q 
                                 j 
                               
                             
                             - 
                             
                               s 
                               max 
                             
                           
                           ) 
                         
                         2 
                       
                     
                     - 
                     
                       2 
                       ⁢ 
                       
                         β 
                         ⁡ 
                         
                           ( 
                           
                             
                               ( 
                               
                                 
                                   ∑ 
                                   
                                     j 
                                     = 
                                     1 
                                   
                                   n 
                                 
                                 ⁢ 
                                 
                                   
                                     a 
                                     j 
                                   
                                   ⁢ 
                                   
                                     Q 
                                     j 
                                   
                                 
                               
                               ) 
                             
                             - 
                             
                               s 
                               max 
                             
                           
                           ) 
                         
                       
                     
                   
                 
               
               
                 
                   ( 
                   30 
                   ) 
                 
               
             
           
         
       
     
     Equation 30 for F is differentiated with respect to the pumping rates Q j , j=1, 2, . . . , n and with respect to β, the resulting derivatives are equated to zero and solved with respect to Q j , j=1, 2, . . . , n and produce the following pumping sustainable pumping rates: 
                       Q   j     =           s   max       n   ⁢           ⁢     a   j         ⁢           ⁢   j     =   1       ,   2   ,   …   ⁢           ,   n           (   31   )               
in which a j  is calculated as follows:
 
     
       
         
           
             
               
                 
                   
                     a 
                     j 
                   
                   ≅ 
                   
                     
                       
                         - 
                         0.577125 
                       
                       - 
                       
                         ln 
                         ⁡ 
                         
                           ( 
                           
                             u 
                             j 
                           
                           ) 
                         
                       
                       + 
                       
                         u 
                         j 
                       
                       - 
                       
                         
                           u 
                           j 
                           2 
                         
                         4 
                       
                       + 
                       
                         
                           u 
                           j 
                           3 
                         
                         18 
                       
                       - 
                       
                         
                           u 
                           j 
                           4 
                         
                         96 
                       
                     
                     
                       4 
                       ⁢ 
                       π 
                       ⁢ 
                       
                           
                       
                       ⁢ 
                       T 
                     
                   
                 
               
               
                 
                   ( 
                   32 
                   ) 
                 
               
             
           
         
       
     
     Implementation in the exemplary embodiment is accomplished by entering the data: T, S, s max (r j , t j , j=1, 2, . . . , n) as constraints in the system. 
     The variables u j , j=1, 2, . . . , n are then calculated as 
                     u   j     =         r   j   2     ⁢   S       4   ⁢     t   j     ⁢   T               (   33   )               
And the coefficients a j , j=1, 2, . . . , n are calculated as:
 
     
       
         
           
             
               
                 
                   
                     a 
                     j 
                   
                   ≅ 
                   
                     
                       
                         - 
                         0.577125 
                       
                       - 
                       
                         ln 
                         ⁡ 
                         
                           ( 
                           
                             u 
                             j 
                           
                           ) 
                         
                       
                       + 
                       
                         u 
                         j 
                       
                       - 
                       
                         
                           u 
                           j 
                           2 
                         
                         4 
                       
                       + 
                       
                         
                           u 
                           j 
                           3 
                         
                         18 
                       
                       - 
                       
                         
                           u 
                           j 
                           4 
                         
                         96 
                       
                     
                     
                       4 
                       ⁢ 
                       π 
                       ⁢ 
                       
                           
                       
                       ⁢ 
                       T 
                     
                   
                 
               
               
                 
                   ( 
                   34 
                   ) 
                 
               
             
           
         
       
     
     The sustainable pumping rates for the wells are then calculated as 
     
       
         
           
             
               
                 
                   
                     
                       Q 
                       j 
                     
                     = 
                     
                       
                         
                           
                             s 
                             max 
                           
                           
                             n 
                             ⁢ 
                             
                                 
                             
                             ⁢ 
                             
                               a 
                               j 
                             
                           
                         
                         ⁢ 
                         
                             
                         
                         ⁢ 
                         j 
                       
                       = 
                       1 
                     
                   
                   , 
                   2 
                   , 
                   … 
                   ⁢ 
                   
                       
                   
                   , 
                   n 
                 
               
               
                 
                   ( 
                   35 
                   ) 
                 
               
             
           
         
       
     
     A similar development for an unconfined aquifer is employed by the system using equations as defined by in Neuman, S. P., Analysis of pumping test data from anisotropic unconfined aquifers considering delayed gravity response, Water Resources Research, vol. 11, no. 2, pp. 329-342, (1975), hereinafter Neuman (1975). 
       FIG. 4  shows basic elements of data flow for the exemplary embodiments of the invention presented herein. Basic data  402  for aquifer and stream characteristics as well as regulatory and protection or threshold requirements are entered as constraint sets and objective functions as described for the various embodiment above. This basic data is exchanged interactively with the modeling theory  404  employed in the interactive logic control module as will be described in greater detail subsequently. Field sensors and other measurement sources from production wells, streams and monitoring wells respectively provide input data  406 ,  408  and  410  to the interactive logic control module for data analysis and reporting, model calibration, model predictions and control  412 . Feedback  414  is provided to update the modeling theory, as will be described in greater detail with respect to  FIG. 7 . Sensor data is entered into the model along with pre-measured values to determine amount of drawdown associated with each pumping well, then impact on the specific location (e.g., amount of water level reduction) is determined, upon which the data is plotted (e.g., as extraction rate versus sustainable extraction rate for that time step for each well). If a threshold is exceeded, this is displayed graphically and could be (but does not always have to be) integrated with a control module to reduce the extraction rate at a particular well that is pumping at an unsustainable rate. The output provided by the data analysis and reporting function is presented  416  for management decisions and recommendations including warning/alarms attributable to excess drawdown based on the constraint sets, objective functions and modeling theory. Active control  418  is implemented in advanced embodiments for automatic control of pumping rates or other affirmative output to well operators for required action. This could be in the form of automated e-mail advisories/directives or similar communications or automated reduction in pumping rates. 
     System interaction with the user for initial operating data and constraints input is accomplished using a Graphical User Interface (GUI) on display  20  with standard keyboard  21  or other input devices. For a system employing the first described embodiment for a stream/well interaction system, basic well identification is determined and entered into the system as shown in  FIG. 5A  on a Well Information page  500 . For the example traced herein three wells are employed, however, the system may handle large numbers of monitoring sites as will be demonstrated subsequently. Wells are identified in name blocks  502  and can be added, deleted or edited with control buttons  503 . Each name block has an associated position identifier  504  which is shown as latitude and longitude for the exemplary embodiment. This entry allows correlation with the GIS capability in the system. 
     For each identified well in the Well Information page an expansion page  506  as shown in  FIG. 5B  is available. In a location block  508 , latitude, longitude, and stream position are viewable/enterable. Stream position is an integer value, where 1 represents the most upstream position and each successive downstream well has its position increased by 1, the next downstream well has a value of 2, the next one is 3, and so on. 
     Constraint sets associated with each well are viewable/enterable. A rating curve block  510  includes values, A &amp; B corresponding to a &amp; b in equation (1). The wetted width block  512  includes values C &amp; F corresponding to c &amp; f in equation (2). The units can either be expressed in feet or meters. Aquifer values, storativity (S) and transmissivity (T) which are used in equation (5) are available in the Aquifer block  514 . For subsequent correction of constraints, as discussed with respect to  FIG. 4  above and in greater detail subsequently with respect to  FIG. 7 , a slider  515  is provided for the user to select or emphasize modification of the transmissivity (T) or storativity (S). 
     Distances block  516  provides the distance values for the well including the distance from stream bank (y*) for use in equation (4), the value for influence distance represented as L in equations 5, 6 &amp; 7, and bank to sensor distance. 
     Values block  518  provides the water and bed elevation values used in equation (2) which calculates depth for comparison to the constraint of target depth. The target flow constraint is also provided. A target depth, or a target flow value may be employed to calculate the sustainable pumping rates. Either of these values can be used by the equations as described above. Volume units be expressed in gallons, liters, cubic feet, or cubic meters. Time units can be seconds, minutes, hours, or days. When the units are changed, the number is re-displayed for those units, while still corresponding to the same volume per time. 
     The last section is a pumping block  520  which provides operational data for pumping values associated with the well. The pump start date is used to calculate elapsed times, and the pumping rate may be entered and used in equation (6) as the value Q w . Pumping rates can be expressed in the same volume and time units as shown above. 
     The sustainable rate for the displayed well is calculated, as will be described in greater detail subsequently, when the calculate button  522  is pressed, and expressed in the same units as the pumping rate. 
     Demonstrating operation of the exemplary system using the three wells identified in the examples of  FIGS. 5A and 5B , the same rating curve values are applied for each well and the rating curve  510  and wetted width  512  blocks with data that would be entered for each of the wells is shown in  FIG. 5C . In actual practice individual wells will likely have different rating curves and wetted width data. Location data is not shown in  FIG. 5C  and may be manually entered for each well or my be automatically entered based on GIS data available. 
     The remaining data for the Aquifer block  514 , Distances block  516 , Values block  518  and Pumping block  520  for each of the three wells is shown in  FIGS. 5D ,  5 E and  5 F respectively. While certain data is the same, other data, notably transmissivity associated with each well, is different. 
     The GUI provides for display setup for the use with such parameters a Graph Settings page  522  shown in  FIG. 5G . Graph settings include a plot date/time block  524  which allows selection of a range of dates for plotting, as will be described in greater detail subsequently. Graph axis information block  526  providing maximum values and units, threshold block  528  defining a value and visualization enablement, plotted sensors block  530  allowing selection of sensors to be viewed on the graphs and Sustainable histogram block  532  for visualization cues provide selection of the GUI output appearance for the user. 
     As defined for the example in the Graph Settings page of  FIG. 5G , start &amp; end dates for the plot, plot frequency, maximum Y axis values, colors for each well plot, sustainable values in the histogram are provided. Selection can be made to plot the data either in a line plot with values vs time, or a histogram where each well is shown in a bar graph along with the sustainable value, if desired. 
     For this example, all 3 wells are plotted in different colors, with a frequency of every 7 days. The sustainable value will be shown in yellow, and if the maximum sustainable value is exceeded, a red histogram for that well is shown. Histogram data is shown as selected in  FIG. 5G . 
     The histogram data for the time periods is shown in  FIGS. 5H through 5N . A slider bar  534  is provided in the GUI for the user to select the date to be displayed. For example  FIG. 5H  is the initial date in the data sequence, Feb. 9, 2008. Moving the slider button  536  to the right selects the next date, Feb. 16, 2008 for display of data as shown in  FIG. 5J . 
     If the selected date has passed, then actual sensor data from the field sensors will be present allowing population of the data fields with actual data. However, if the date has not yet passed, actual data will be employed to the current date and the system modeling will then provide calculated values to populate the various fields through the selected graph date. 
     For this example, the pumping rates of Wells  1  &amp;  3  are steady pumping at a rate of 5000, while well  2  starts out at 5000 cu/m per day, increases to 15000 for 2/23 and 3/2 and then drops back to 10000 for 3/9 and 3/16. This is clearly seen in the Line Plot shown in  FIG. 5P  where trace  538  is well  2  and traces  540  and  542  are wells  1  and  3  (overlapping with identical pumping rates). 
     The initial data histogram in  FIG. 5H  on Feb. 9, 2008 shows all three wells with actual pumping rates, bars  544   a ,  544   b  and  544   c  well below calculated sustainable values  546   a ,  546   b  and  546   c .  FIG. 5J  for the next date of Feb. 16, 2008 shows identical pumping rates for the three wells. However, a slight decline in calculated sustainable rate  548   b  for well  2  is shown. With the increase in pumping rate of well  2 , bar  550   b  shown in  FIG. 5K  on Feb. 23, 2008 the sustainable rate is exceeded and the new calculated sustainable rate, bar  552   b  is lower. Well  3  as down stream from well  2  is also now exceeding its sustainable rate, bar  552   c , even though it did not change its pumping rate. This demonstrates the superposition effects of the wells on one another as well as the stream. As shown in  FIG. 5L  with no change in pumping rates, wells  2  and  3  remain exceeding the sustainable rates. However, with a reduction in pumping on well  2  (not all the way back to its original value but to a value approaching the calculated sustainable rate of  FIG. 5L ),  FIG. 5M  shows that the pumping rate of well  2 , bar  556   b , reducing to 10000 cu/m per day and the calculated sustainable rates for both wells  2  and  3 , bars  558   b  and  558   c , respectively now exceed the actual rates. 
     A top level format for output such as that shown in  FIG. 6  is provided as a portion of the GUI on display  20  for the exemplary embodiments which incorporates both the histogram format and GIS location information for visualization of the well system. A general digital map overview  602  such as that available in GIS systems of the aquifer/well or well/stream system is provided showing the location and physical relationship of the various elements such as wells  604 . Graphical data presentations  606 ,  608  and  610  determined by the data analysis and reporting function are provided for each element, i.e. for each well. In the example shown, well  2  is exceeding its sustainable threshold with pumping rate  612  compared to modeled limitation  614  with warning/alarm functionality shown in, for example, a distinctive color such as yellow or red. Wells  7  and  8  have pumping rates  616  and  618 , respectively, which are within their modeled limitations or sustainable values  620  and  622 . 
     Alternative embodiments include additional decision support quality information integrated with controllers to automatically respond to conditions. For instance, if a groundwater extraction rate is deemed unsustainable based on model feedback, automatic the reduction in extraction rates is accomplished through a supervisory control and data acquisition (SCADA) system. 
     The disclosed embodiments provide for feedback  414  based on actual data received for correction of the modeling constraints as described previously with respect to  FIG. 4 . As shown in  FIG. 7 , initial predictions and modeling based on the constraints, the natural system parameters (such as transmissivity and storativity) and measured results are generated, step  702 , and are stored by the system. step  704 , as previously described. Measured data from the sensors is received, step  706 , and both measured and estimated water level distributions are generated, step  708  for specific time steps of interest. The GIS system allows interpolation of those measurements/estimates over an entire region of interest such as the water basin or stream well interaction system of the exemplary embodiments, step  709 . 
     While pumping rates have been employed for the exemplary description, water level and stream flow rates, in the stream/well interaction system and water level distributions in the water basin system, for example, are also measured by the sensors in the system not only at active wells but at measurement wells and other sites. 
     On a continuous basis, predetermined interval or upon selection by the user, a comparison of measured and estimated (modeled) water level distributions, flow rates and/or stream levels are compared to the predicted outcomes by the modeling, step  710 . A determination is then made if observations and predictions are in agreement within an acceptable error tolerance, step  712 . If so, then no changes are made to the constraints sets and modeling and data collection continues. For an exemplary embodiment, revision of constraint parameters would be effected whenever predicted values differ more than plus or minus 5% from measured values. The US Geological Survey, for example, considers measurements that are within plus or minus 5% of “truth” to be excellent and it is anticipated that expectations of field to be be any closer than that error threshold of 5% would be unreasonable. 
     If, however, observations do not sufficiently agree with predictions, substituting actual data into the Theis (1935) or Neuman (1975) model calculations described above for a selected time set for reverse calculation of one or more of the constraints, T and S as exemplary, is accomplished, step  714 . Validation of the revised constraints is then accomplished by comparison of newly calculated estimates with the revised constraints as compared to a selected time set of prior actual data, step  716 . Steps  714  and  716  may be iterated as needed to establish a match within acceptable tolerance of the modeled and actual data, step  718 . The adjustment of T and S for an exemplary implementation is based on the minimization of the sum of square deviations between measured values of withdrawn flow “q” and the theoretical equation for “q” given in equation (5) and that involves T and S. The minimization of the sum of squared deviations is done by nonlinear optimization in which, starting with values of T and S used in the previous period in which “q” was estimated, T and S are changed using a two-dimensional Newton-Raphson search method until convergence to optimal values of T and S is achieved. Selection by the user of an emphasis on T or S for creating convergence of the search method may be accomplished with controls such as that described with respect to  FIG. 5B . The new constraints set is then imposed for future predictions, step  720 . 
     In one exemplary embodiment for the interactive control logic, an algorithm based on Game Theory such as that disclosed by Nash. J. F., “Equilibrium points in n-person games” Proceedings of the National Academy of Sciences of the U.S.A., 36, 48-491950 and Nash, J. F., “Non-cooperative games.” Annals of Mathematics, 54, 286-295, (1951) is employed to derive modeling strategies that would provide sustainability. General application of game theory is employed for competitive activities (games) in which each participating party chooses an individual strategy that affects all the other parties taking part in the game. The participants can be non-cooperative or cooperative. In a non-cooperative scenario each party chooses strategy which is best for itself, without regards to societal or someone else&#39;s welfare. In a cooperative scenario parties may act in unison to improve their joint payoffs. 
     As employed with respect to embodiments of the present system, non-cooperative usage is exemplified by overdraft of a water-bearing zone adjacent to a river, thereby depleting the river of volume and ecologic functionality. This scenario arises when at least one ground water user neglects the externalities of his adopted ground water pumping strategy. In general, non-cooperative behavior results from lack of consideration regarding the interactions between the localized surface and ground water resources due to lack of information. The embodiments disclosed herein specifically make information available which may eliminate non-cooperative operation. 
     For a cooperative scenario, equilibrium arises when ground water users respect environmental constraints and consider mutual impacts. This allows users to derive economic and environmental benefits from ground water and habitat indefinitely—sustainability. To obtain this result, information and an adaptive approach based on dynamic data tracking is required and can be supplied by the system disclosed herein. 
     More specifically, when aquifer properties and extraction well characteristics are known, the algorithm can be used to estimate the water level, or potentiometric surface, at any location within the domain of an investigation. This powerful concept allows a determination of pumping thresholds for single and multi-well extraction systems in order to maintain target water levels within a natural water-bearing system. A partial list of applications includes: stream and river stage protection, cooperative ground water extraction strategy development, and protection from seawater intrusion. 
     The objective functions are selected for the system based on cooperative and non-cooperative parameters and may, for example, be defined to maximize economic benefit to the well operators while maintaining sustainability of the aquifer or riparian system being monitored. 
     Applying game theory as the interactive logic control module modeling approach for n wells (n is an integer equal to or larger than 1) each extracting groundwater at a rate Q k , k=1, 2, 3, . . . , n. The quadratic linearly constrained game-theory formulation of groundwater extraction control results in a problem of the form: 
     Maximize Q T  G Q+Q T  z+c 
     w.r. t. Q 
     subject to: B Q&lt;=b 
     in which Q is a vector of pumping rates, T denotes “transpose”, G is a matrix of optimizing coefficients, z is a vector of aquifer data values, and c is a scalar that depends on aquifer conditions. B is matrix of constraints, and b is a vector of regulatory values imposed on drawdowns. 
     This problem is solved for the vector of pumping rates Q, which comply with restrictions to be met at an impact location such as another well in an aquifer or a hydraulically connected stream as provided in the exemplary embodiments discussed above. Qk is then determined for each well by solving the quadratic problem state above. For the exemplary output defined in  FIG. 6 , this calculated Qk is presented as the modeled limitation for each well while measured actual flow rates provide the comparison data as described. In the case of well-stream interaction, the algorithm to predict stream depletion is based on an analytical solution of the radial flow equation with a stream acting as a head-boundary condition 
     Having now described the invention in detail as required by the patent statutes, those skilled in the art will recognize modifications and substitutions to the specific embodiments disclosed herein. Such modifications are within the scope and intent of the present invention as defined in the following claims.