Optimization of Hydro Management Systems Applying the Ayacut Balancing Principle (ABP)

Dr. Bhagwan Shree Ram and Dr. Narbada Prasad Gupta Professor, School of Electronics and Electrical Engineering, Lovely Professional University, Phagwara Punjab (India)

Abstract This paper deals with a new method of River Basin Planning to derive the benefit of irrigation to the maximum extent of Commendable-Cultivable Area (C.C.A) available in a river basin by suitable placement of appropriate irrigation projects at various points on a river in order to minimize the wastage of river water running into the sea, as is the case with the existing irrigation systems obtaining in moist of our rivers. This is due to lack of correct planning for optimization of river water resources for irrigation. A new method is described in this paper to plan for the location of several project sites to make the best water and land resources particularly long water resources. The method brings into light a new principle called the Ayacut Balancing Principle (ABP) around a point called the Balancing Point (B.P). Keywords: Hydropower, renewable energy technologies, infrastructure projects.

1. Introduction

In a river basin, the water potential increases from a zero value at the origin of the river to a maximum value at the confluence with the sea. This water potential can be expressed as a potential of so many acres by adopting a suitable crop duty per unit quantity of water. Similarly, the C.C.A available at various points along the river can be quantified from the Block Command Maps of the basin [1]. Curves can be plotted taking the length of the river on the X-axis and acres of water potential and C.C.A on the Y-axis which are called the P-curve and the C-curve respectively. The point of intersection of these two curves determines the place on the river where the water potential is equal to the C.C.A. potential. Obviously if only one intersection point, called the Balancing Point (B.P); is the ideal place to get the maximum Ayacut. It is to be noted that all the water potential derived from the upstream side (U.S.) of B.P is utilised for all the C.C.A. available on the downstream side (D.S.) of B.P. Thus all the C.C.A. on the U/S of B.P. is left unutilised as also all the water potential on the D/S of B.P. is also left unutilized. So the Principle of Ayacut Balancing aims at finding out places on the river course, ie. X- axis, where, after deducting the Ayacut already taken into account, the Ayacut potential and water potential are equal. If such places are located correspondingly on both sides of the B.P., it is possible to transfer by exchange a portion of the unutilsed water potential on the D/S of B.P. to the U/S of B.P. to benefit a corresponding ayacut potential which lies unutilsed, by building irrigation projects one on either side of the B.P. This cycle of ayacut balancing if carried out repeatedly, it is possible to arrive at full coverage of the C.C.A available in the river basin. An example of how such a process is carried out by the help of regression curves for the P-Curve and C-

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© 2019 JETIR January 2019, Volume 6, Issue 1 www.jetir.org (ISSN-2349-5162) curve scatters in respect of Mahendratanaya River Basin in the Srikakulam district, is demonstrated in the paper [2]. It is suggested in the paper how disputes over water distribution among the riparian states can be avoided by adopting the Principle of ayacut Balancing by limiting the share of water to each state to the extent of demand for the C.C.A covered in each state rather than to the proportional yield from the catchment lying in each state; as the principle of ayacut balancing assures the maximum coverage of C.C.A by optimization process [3].

2. Overview of current developments

The present state of affairs regarding the existing irrigation projects reveal that no river basin planning has been gone into, while treating the project sites for Irrigation and their scopes to obtain maximum or optimum utilisation of water resources and the available command-cultivable area (C.C.A.). This is evident from the large quantities of water that is running into the sea at the last irrigation project site on most of the rivers in this country. After giving some thought to the problem, a method described in this paper is suggested to plan for the location of several project sites to make the best use of water and land in a particular basin of a river. A new concept of “Planning Diagram” and “Balance Point” is introduced in the planning process to arrive at the correct sites for the projects and fixing their scopes.

While there are excellent procedures for water management available such as surface water quantity and quality management models and mathematical models, but there does not seem to be any procedure or methodology indicated for locating the Irrigation Project Sites and fixing their scopes in the River Basin Planning for obtaining maximum utility of water and land available for the irrigation so that only a minimum quantity of water flows out as wastage. Keeping only this purpose in view and not other considerations for suitability of sites for projects, this method as envisaged in this paper is suggested to arrive at the number of irrigation projects, their locations and scopes in a particular river basin to derive optimum utility of the water for the basin [4].

3. Hydro resources development programme The primary consideration in such a problem is to determine the quantity of water potential and commandable and cultivable land area that are available at each point along the extent of the river. For this purpose the entire catchment area of the river basin is to be first block levelled at close intervals to yield contour mapping at say 2 ft.(0.6m) intervals. For this purpose the village maps of the area may be taken as a unit and base lines in each village may be fixed and the block levels may be taken at 220 ft.(67m.) intervals in a grid system and the village maps may be joined suitably to cover the entire basin. The uncommandable lands which cannot be commanded by the highest bed level of the river viz. the bed level at the origin of the river need not be block leveled. Then the entire river basin plan has to be prepared from Survey of India Maps or from similar maps in other countries and this is called the Basin Map of the River [5]. In this basin plan which should show the water shed lines deviding the adjacent river basins around the boundary of this JETIRDW06206 Journal of Emerging Technologies and Innovative Research (JETIR) www.jetir.org 1277

© 2019 JETIR January 2019, Volume 6, Issue 1 www.jetir.org (ISSN-2349-5162) river basin, the minor basins of this river basin should be carefully marked from ridge and valley lines dividing them one another making use of the contours and other flow lines shown in the Survey of India Maps. Then the 75% dependable yield from each of the minor basin has to be calculated from the rainfall run off tables making use of the Strange’s Run off Coefficient. Now, the confluence points of all the drains coming from all the minor basins, without missing any one of them, should be marked on the river course and their mileages’ are to be noted starting from the origin of the river till its end at the confluence with the sea or other bigger river.

4. Process of Commendable Cultivable Area (CCA) Determination

Similarly for fixing the C.C.A. the commendable cultivable area should be determined for every 2 ft.(0.6m) interval bed levels of the river bed noted in the Block Command Maps (B.C.Ms) already prepared from the block leveling of the village maps as already indicated above. This procedure becomes very cumbersome with large rivers, say, with catchment areas greater than say 3000 sq. miles(7770sq. K.M.). In such cases this method of River Basin planning should be limited to each of the big tributaries of such large rivers, as such the planning carried out in all such tributaries will synthesize the whole river basin of big rivers.

Now we have two sets of data (i) the yields of water from each minor drainage basin entering the main river at the known mileage points along the river. (ii) the Commendable Cultivable Area (C.C.A.) at 2 ft.(0.6m) bed level intervals of the river for its entire length. The first item of the data viz. the annual 75% dependable yield can be converted into water potential to irrigate so many acres at the rate of 8 acres for 1 million cubic feet of water or any suitable crop duty which is standard duty for the area. This gives us the water potential to irrigate so many acres at every point of confluence of drains with the main river. Similarly the C.C.A. of the basin at every mileage point of the river with 2 ft.(0.6m) bed level difference. Now these two items can be plotted as a graph for each item, taking the mileage of the river as X-axis and area of acres on the Y-axis. The water potential curve is called the P-curve and the C.C.A curve called C-curve.

5. Yield Requirement of Cultivable Area.

The nature of these two curves will be that the P-curve is zero at the origin of the river and maximum at the end of the river origin is nil while it is maximum at the end point; and the C-curve will have maximum value at the origin of the river as commutability is highest at that point and it is zero at the end of the river as the command ability is zero for this source [6]. Now, these two curves intersect at a point about half length of the river. Obviously this is the point where the C.C.A. is equal to the water potential area, as such this is the ideal place for locating only one project or the first project to be constructed on the river. To exemplify this procedure a small basin of a river called Mahendratanaya in the Srikakulam district of Andhra Pradesh is taken and the data that is available from the Master Plan Report of this river is utilised in this paper.

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The Mahendratanaya river is a small East flowing river taking its origin in the Eastern Ghats in Orissia and empties into Bay of Bengal at a place called Baruva in the Srikakulam district. Its rise is geographically situated at longitude 84°-21’-3” E and latitude 18°-5-30” N. Its total catchment area is 241.16sq. miles (624.6sq.K.Ms) of which 71.00 sq.miles(183.89 sq.kms) lies in Orissia. The weighted average rainfall of the basin is 42.08 inches (1068.07mms). The Master Plan Report of this River Basin has been prepared by the Special Investigation Division, Srikakulam of the Irrigation Department of Andhra Pradesh. The particulars adopted in this paper are freely drawn from this Master Plan Report.

The river basin is divided into 8 sub basins for the purpose of calculating the catchment areas, the 75% dependable yields and categorization of the catchment as good, average and bad as per Strange’s tables and the yield for each sub basin was calculated from the weighted average rainfall applicable to the sub-basin and Strange’s yeild coefficients per sq.mile. The total cultivable areas in each sub basin have been worked from the village records keeping the commandablity at the bed level of the river at the crossing of each 2ft. (0.6m) difference contour below which the Ayacut area is computed. So we get the C.C.A (Commanded Cultivable Areas) at all points on the river bed at intervals of two feet difference.

Similarly, the 75% dependable yield of the river at each point of its bed where the tributary drains join the main river is calculated from the yields of individual minor basins as explained above. From these yields integrated at every drainage confluence the water potential area is obtained at 8 acres per million cubic feet (1 hec./ 874 CM) of water, the usual paddy duty adopted. Thus we arrive at P-curve distribution and the C-curve distribution along 28.5 miles (45.85 Kms) . The total 75% dependable yield from the entire catchment area of 241.16 Sq.Miles (624.6 sq .Kms.) works out to 5081.6M.Cft. (Million Cubic Feet) or 143.91 Cubic Meters. This gives a water potential of 40650 acres (16451 Hectares). The total C.C.A. of the basin is 31400 acres (12707 Hectares). Thus in the basin, there is surplus of yield over the requirement of cultivable area.

6. Balancing Diagram Plots

Now to enunciate the principle proposed in this paper to get the optimum distribution of irrigation project to be located along the river course to utilize the maximum cultivable area in the basin, the following methodology is suggested. First the water potentials in terms of acres at various mileages of river as calculated previously are to be plotted as a line graph adopting river mileages as X-axis and water potential in areas on the Y-axis. Similarly the C.C.A. at various mileages of the river as calculated previously are to be plotted on the same graph with mileages on X-axis and C.C.A. on Y-axis in acres. Here the line graph of C.C.A. is called C-curve and the water potential line graph is called the P-curve. The C-curve and the P curves start at the origin point of the river end at the end point of the river. This diagram is called the Balancing Diagram or B.D. Both the curves intersect at point K which is called Balancing Point or B.P. and the horizontal line parallel to the X-axis passing through the B.P. is called the optimal line.

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If it is proposed to construct only one irrigation project in the river basin, the best place for its construction would be at the X-coordinate of K on the river. The mileage of this point 19.727 miles (31.74 Kms) in a total length of the river of 28.5 miles. The C.C.A. available here is 17893 acres (7247 hec.} which is also equal to the water potential available at this place in acres. So out of 31400 acres of C.C.A. available at best we are able to utilise 17893 acres by constructing only one project of 57% of C.C.A. utilisation in the basin. Such high percentage of utilisation of C.C.A. in any river basin is rarely seen in any of the existing river basins where there is only one irrigation project in the basin.

7. Conclusion

Now our aim is to see that entire C.C.A. is brought under irrigation provided that we have adequate water-yield potential available in the basin. In most of our river basins, the water yield is more than the commendable cultivable area of the basin. It can be seen from the Fig.2 that the intersection point of the C-curve and P-curve, the B.P., plays an important role in that, that all the C.C.A. below this point in the river is fed by the water potential derived from the catchment of the river entirely lying on the upstream of this point. Also that the entire C.C.A. upstream of the project is entirely left out of irrigation if only one project is constructed at the B.P. Similarly the entire water potential derived from the catchment area below the B.P. is unused and drains into the sea. So if we have a project on the down stream side of the B.P. Which can take up a part of the C.C.A. on the down stream side of B.P., we can save the corresponding water potential on the up stream side of B.P. Where we can construct a project for the corresponding C.C.A. on the up stream side of B.P. Thus if A = ayacut for only one project of B.P. and B = ayacut of the project on down stream side of B.P. than the Ayacut for which the project at B.P. to be constructed will be A – B, and a corresponding project on the upstream side of B.P. would be B acres. Thus the total area utilised for irrigation would be A-B+B+B=A+B. If this process is repeated a second time and a third time and so on we will be arriving at the benefit of irrigating the entire C.C.A. This method not only increases the ayacut in the basin to an optimum level, but also gives an even distribution of the benefit for the entire length of the river. This process is called Balancing the Ayacut.

Now the important things to be remembered in the Balancing of Ayacut are (i) the balance of water potential and the C.C.A. available at the sites of the supplementary projects should be not only equal but should lie on the same ordinate of the P-curve and C-curve in the Balancing Diagram, to ensure that the available C.C.A. and available water potential are at the same point of the river and not at different points and that their values are equal to avoid wastage of water potential(P) and land potential C. In other words, the exercise is to find out pairs of equal P and C available ordinates at corresponding points on the river length on both side of the B.P. having the same X-coordinate for the P-curve and C-curve on the Balancing diagram. Here one more important point to be noted is that the numerical value of the Ayacut of one member of the pair need not be and generally will not be, equal to the other corresponding member of the pair on the opposite side of the B.P. In such a case the lesser of the values will be taken into consideration in the Balancing of Ayacut.

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References

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