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Hydrological feasibility of a mini hydropower plant on Tiljuga River, Bihar, India Article in Water and Energy International · December 2012

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Subhasish Das

Debasri Roy

Asis Mazumdar

Assistant Professor Associate Professor Director & Professor School of Water Resources Engineering, Jadavpur University, Kolkata

Siuli Chowdhury

Assistant Professor Electrical Engineering Department, Bengal Institute of Technology and Management, West Bengal

Mrinmoy Majumder

Assistant Professor School of Hydro-Informatics Engineering, National Institute of Technology Agartala, Tripura

Abstract Downloaded From IP - 203.197.118.89 on dated 23-Sep-2013

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Hydrological Feasibility of a Mini Hydropower Plant on Tiljuga River, Bihar, India

Hydro power is recognized as a renewable source of energy, which is economical, nonpolluting and environmentally benign. Small and mini hydel projects have the potential to provide energy in remote and hilly areas where extension of grid system is un-economical. In this background, a hydel power project has been proposed to be constructed by Bihar State Hydroelectric Power Corporation Limited, Government of Bihar Enterprise, India on Tiljuga Dhar (a tributary of Kosi River flowing from Nepal) at Nirmali near Hariyahi village of Supaul district in the State of Bihar in India. The basic infrastructural need of this hilly terrain is environment friendly source of power which will accelerate the development of agro-based industries and arrest exodus of people in search of livelihood and would also control insurgency. The present work reports the feasibility analysis of the aforementioned hydel project. It has been found that if a dam, having 41 years of estimated reservoir life period, with a storage capacity of 7.05 MCM be constructed across Tijuga Dhar at Nirmali, a set of three hydel units with capacity of 610, 180 and 81 kW may be run in unison or alternately to generate power of 4.88 MW per annum. Keywords : Mini hydropower, Storage capacity, Dam, Feasibility analysis, Tiljuga Dhar river.

1. Introduction The world is currently facing an energy crisis. The impact of the energy crisis is particularly felt in less developed countries where programs have been initiated to develop alternative sources of energy based on renewable resources. Among these resources are wind, geothermal energy, biomass, and not the least, hydropower. Nirmali small hydroelectric project under Bihar State Hydroelectric Power Corporation Ltd., Govt. of Bihar Enterprise, India, has been proposed to be constructed on the Tiljuga Dhar River in Supaul District, State of Bihar, India. The main occupation of habitants of this area is agriculture which is ruined by recurring flood and inundation over the years. The power scenario of Bihar (after getting split into two states of Bihar and Jharkhand) has been worsened due to transfer of major generating stations like Patratu, Tenughat and Sikidri to Jharkhand, and the generation of existing power station at Kanti and Barauni is neither sufficient nor reliable to meet the power demand of remotely located area namely Supaul. The basic infrastructural need of this area is economical and environment friendly source of power which will help the development of agro-based industries. WATER & ENERGY INTERNATIONAL December 2012

In this background, the present paper reports the feasibility analysis of the proposed mini hydropower plant on the Tiljuga Dhar River at Nirmali, Bihar, India.

2. Present state of art A large number of studies detail various types of hydropower generation schemes carried out over past decades. Some national and international works in this field are narrated below: Ramachandra et al. (1999) analyzed the hydroelectric resource assessment in Uttara Kannada District, Karnataka State in India and emphasized meeting regional energy requirement through integrated approaches like harnessing hydropower in a decentralized way during the monsoon season. Paish (2002) analyzed small hydropower technology and its current status and concluded that where a hydropower resource exists there is no better cost effective, reliable and environmentally-sound means of providing electrical energy. Domingo et al. (2004) presented an overview of mini and small hydropower in Southeast Asia and concluded that the benefit of small hydropower is yet to be fully reaped considering the current installed capacity and potential

ordinates of the proposed site are as under Latitude - 26021´ N, Longitude - 86036´ E (Toposheet No. - 72/J-11) (Fig. 1). Nirmali is one of these sites where a hydropower plant may be established by creating small reservoir by constructing a weir across Tiljuga Dhar near Hariyahi village and utilizing the water for power generation.

Beckett et al. (2006) studied the scientific, historical, and sociological background of micro hydropower in New Jersey and promulgated the potential of hydroelectric power. Singh & Singh (2007) highlighted the experience of development of small hydropower projects in Punjab by the government with its own resources and also through private investment. Saxena (2007) discussed small hydropower development in India. Kaldellis (2007) reviewed in detail the existing situation of small hydropower plants in Greece and concluded that small hydropower plants can be considerably profitable investments, contributing also remarkably to the national electricity balance and replacing heavy polluting lignite and imported oil. Prasad & Prasad (2007) discussed the performance evaluation of existing mini hydropower projects of Uttarakand based on project efficiency and other factors and discussed suitable remedies for improving the performance of these mini hydropower projects. Blanco et al. (2008) analyzed the socio economic development of the Brazilian Amazon basin and concluded that setting up the micro hydropower plants under a sustainable development perspective may enhance agricultural production, revenue growth and creation of job. Chamamahattana (2008) analyzed mini & micro hydropower in Thailand as renewable and green energy. Williams (2009) discussed about a two-day national seminar on “Small scale hydropower development in Himalayan Region: Achievements, Issues and Constraints” held during January 20 and 21, 2009 at New Delhi, sponsored by the Ministry of Non-Conventional Energy Sources, Government of India, the International Centre for Integrated Mountain Development, Nepal, and the UNDP-GEF India hilly hydro project. The seminar attempted to discuss and share experiences and make suitable recommendations for promoting the development of small hydropower schemes in the region in India. Pienpucta & Pongtepupathum (2009) discussed about the small hydropower development at existing irrigation dams for clean and renewable energy in Thailand. Adhau (2009) discussed economic analysis and application of micro hydropower plants as the cost is most important issue for development of small hydropower schemes.

3. Study area Tiljuga Dhar River which originates in Nepal, crosses IndoNepal border near Kataiya village in Nepal and Bantala village in India. The project site is located 40 km downstream of the Kosi barrage at Hunuman Nagar. The geographical co-

Fig. 1 : Location map and catchment of the Tiljuga Dhar River

The Kosi River Basin in India forms a part of the Gangetic plains and is situated in the direct path of the tropical depressions which form in the Bay of Bengal during the monsoon season and travel in a north –westerly direction. As such, 85% of the annual rainfall occurs in the monsoon period of June to October. The intensity decreases from East to West and from North to South. It is, therefore the catchment in Nepal which contributes a major portion of the run-off in the Kosi River. The mean annual rain fall in the upper portion of the Kosi river system is 1589 mm whereas in the lower part, the mean rainfall is 1796 mm. The heaviest rainfall recorded in 24 hours is 318.5 mm for 30 years (1973-2002). The maximum and minimum humidity vary from 76% to 65% respectively. The thick deposits of fine sand in the region indicate that the area belongs to the recent phase of the depositional period of Himalayan Ranges. There are thin forests, upstream of Kosi barrage, but in the study area, shrubs and elephant grass are found. In general, the area is plain in nature. Geologically the entire area at the small hydropower site, which falls in the Kosi belt, consists of fine sandy soil upto a depth of 4 m to 5 m; below this stratum, a layer blackish soil is found. The ground water table is found at 5 m to 6 m depth from surface. The mechanical properties and bearing capacity of WATER & ENERGY INTERNATIONAL

December 2012

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capacity of the system in the region. The study by Montes et al. (2005) corresponds to a revision of present situation of the mini hydroelectric energy. Kesharwani (2006) presented an overview of small hydropower development in Himalayan region and concluded that the small hydropower development should take place considering all the parameters of safety and quality management so that the problems which are hampering the operation and maintenance of existing power stations may not recur.

31

soil will have to be determined for the design of hydraulic structure.

4. Data acquisition


•

Landuse & elevation data set of the study area were identified from Imageries downloaded from Google Earth V 6.2.2.6613. The monthly rainfall and temperature data for 30 years (1973-2002) of Supaul district, State of Bihar, has been collected from Central Water Commission, Government of India.

5. Methodology 5.1 Estimation of Catchment Area Catchment of the Tiljuga Dhar River was delineated and corresponding area was estimated with the image processing Geomatica FreeView V10.3 software.

5.2 Computation of Runoff and Estimation of Discharge Downloaded From IP - 203.197.118.89 on dated 23-Sep-2013


•

Monthly Runoff (Rm) was calculated with the help of Khosla’s (1949) Method using the following equation:

Rm = Pm - Lm

Lm =0.48Tm for Tm > 4.5 C

...(1) 0

...(2)

Where, Pm = monthly precipitation in cm and Tm = mean monthly temperature of the catchment in oC. For Tm ≤ 4.5oC, the loss Lm may be computed from the Table 1 as proposed by Khosla (1949). Table 1 : Variation of Lm with temperature T (oC) Lm (cm)

4.5 2.17

-1 1.78

-6.5 1.52

Discharge of the river (Q) = run off depth × total catchment area/time ...(3)

5.3 Estimation of Power and Selection of Turbine Preliminary assessment of the output power involves the calculation of the net head (H). The net head (H) is equal to the difference between the static water-surface elevations upstream and downstream minus the sum of all losses. The net head was calculated using the following formula: Net head (H) = Height of weir – (free board & losses in water conductor system + TWL) The free board was taken as 0.9 m since the discharge (Q) is greater than 9 m3/sec. (Subramanya, 2007). In this case losses in water conveyance system were neglected and the tail water level (TWL) was considered as 25% of the total depth of the weir. Output power (P) was estimated by the following equation:

32

P = 9.81ηQH (kW)

WATER & ENERGY INTERNATIONAL December 2012

...(4)

where,

= Discharge (m3/s)

H = net water head (m)

η = overall efficiency of the turbine alternator set (which includes turbine, generator and transformer).

Typical values of those individual efficiencies are 0.8, 0.9 and 0.9 respectively. The product of the three or the overall efficiency is approximately 0.6 to 0.7 in most cases. However, we have assumed the value of overall efficiency as 0.72. The bulb turbine is a reaction turbine of Kaplan type which is used for extremely low head (from 2 m to 20 m) and large discharge of hydropower resources. Hence, the bulb turbine was selected here as the net head is very low (only 3.6 m). The technical specifications of the turbine are shown in Table 2. Table 2 : Technical specifications of each turbine Turbine type Shaft position Power output at rated conditions (P) Design head (H) Discharge (Q) Specific speed (rated condition) (n) Specific speed Overall efficiency (η)

Bulb Vertical 762 kW 3.6 m 24 m3/s 125 rpm 234.3 72%

5.4 Framing of Operating Rule of the Reservoir and thus the Schedule of Generation of Hydropower Analysis of the monthly flow pattern dictates the selection of the upper and lower limits respectively of flow to be released and hence dictates the selection of turbine. The prescribed flow range for the tubular turbines which have been proposed for this study is from 3 m3/s to 24 m3/s. Aim is to minimize the storing of water and correspondingly to minimize the cost of construction of dam and also to keep associated adverse environmental impact to a minimum. This, in turn, dictates to utilize the streamflow as much as possible during monsoon and keeping the balanced water as stored in the reservoir. In order to utilize the full flow potential during monsoon, the largest turbine (which utilizes maximum flow) is run singly and also in association with smaller turbines, if flow/ stored volume permits so. Care must be taken to keep water stored in the reservoir for running the smaller units during non-monsoon. It is advantageous to consider a water year beginning from the time when the precipitation exceeds the average evapotranspiration losses. In India, 1st June is the beginning of a water year which ends on 31st May of the following calendar year so that the water budget will have the least amount of carry over.

5.5 Estimation of Storage Capacity of the Reservoir


Requisite storage volume has been determined with the help of widely known technique of flow mass curve. It has been found that if a dam with a storage capacity of 7.05 MCM be constructed at Nirmali, a set of three hydropower units with capacity of 610, 180 and 81 kW may be run in unison or alternately.




5.6 Identification of Elevation-contour and Estimation of Potential Storage Capacity of the Reservoir at Probable Sites Elevation contour was identified from Google Earth Imageries and “Image DIG” software (Fig. 2 and Fig. 3). The volume enclosed between contours was estimated with the help of Simpsons rule and verified with the trapezoidal rule. The ImageDIG software can identify a depth of the image with the help of simple logic. The logic states that a point appears darker if the light is coming from a distance greater than the light coming from lighter point. According to the logic a dark point is situated at lower elevation than a lighter point. Fig. 4 shows the processing of the study area with the help of ImageDIG software. The image was classified according to the elevation. As the image was noisy the north-west zone of the image was wrongly processed. Now according to the colour representing elevation the highest difference within concentric contour was identified near the river channel (Fig. 5). The Bed slope was determined with the help of the same software following the same rule as described above. Both bedslope and the concentric contour with highest elevation difference helped to identify the highest storage capacity possible for the study area.

Fig. 2 : Contour level of the catchment area

Fig. 3 : Contour level of the catchment area

Fig. 4 : River bed level contour

WATER & ENERGY INTERNATIONAL

December 2012

33

Table 3 : Monthly discharge values (Daily flow)


Minimum flow (m3/s)

Average flow (m3/s)

January

7.10

3.39

5.01

February

7.63

6.38

7.07

March

8.71

6.71

7.68

April

8.44

2.98

4.45

May

16.98

3.09

6.06

June

45.48

10.03

19.76

July

170.50

12.24

42.59

Fig. 5 : Cross section (location 2) of the river where the dam may be constructed

140.59

7.46

37.51

September

207.54

1.08

26.81

5.7 Estimation of Reservoir Life

3.54

3.38

3.47

November

10.09

6.47

7.34

December

3.54

3.38

3.47

A =R × K × LS × C × PE

...(5)

where, A represents the potential long term average annual soil loss in tons per acre per year. This is the amount, which is compared to the “tolerable soil loss” limits. R is the rainfall and runoff factor by geographic location. The greater the intensity and duration of the rain storm, the higher the erosion potential. Here, R = 100.

October

6.2 Preliminary Calculation of Power During monsoon season, the parameters considered for working out the installed capacity are as under: Average discharge during monsoon (Q) = 31.67 m3/s Net Head (H) = (6.0 – 0.9 -1.5) m = 3.6 m Assuming, Overall unit efficiency (η) = 72% Maximum Power Output (when three turbines are in operating conditions) = 872.16 kW

6.3 Estimation of Optimum Storage Volume and Framing of Operating Rule of K is the soil erodibility factor. K is a measure of the Reservoir and Schedule of Generation of susceptibility of soil particles to detachment and transport Hydropower by rainfall and runoff. Texture is the principal factor affecting K, but structure, organic matter and permeability also contribute. Here, K = 0.25, as the soil texture is fine sandy.

•

LS is the slope length-gradient factor. The LS factor represents a ratio of soil loss under given conditions to that at a site with the “standard” slope steepness of 9% and slope length of 22.13 m (72.6 feet). The steeper and longer the slope, the higher is the risk for erosion.

•

Here, LS = 0.19

•

C is the crop/vegetation and management factor.

Here, C = 0.75.

PE is the erosion-control or support practice factor.

•

Here, PE = 0.6.

6. Results and discussion 6.1 Catchment Delineation The catchment area was found to be 679.52 km2 using Image processing software. The estimated monthly discharge values (maximum, minimum, average over 30 years) are shown in Table 3.

34

Maximum flow (m3/s)

August

The Universal Soil Loss Equation (USLE) computes upland erosion from small watersheds on an average annual basis. It includes the detachment and transport components. It is given by Downloaded From IP - 203.197.118.89 on dated 23-Sep-2013


Months

WATER & ENERGY INTERNATIONAL December 2012

•

The mean flow of month in June is 19.76 m3/s. It is not possible to run the largest unit with flow requirement of 24 m3/s unless some storage builds up. Two hydropower units requiring flow of 3.2 m3/s and 7.1 m3/s may be run. So total release is 10.3 m3/s. The downstream release is almost half (52%) of mean flow and excess water may be stored. This operating schedule continues for 9 days only. One unit with a flow requirement of 24 m3/s may be run for remaining 21 days, because the excess water which is stored in the reservoir must be utilized, expecting substantial flow in the ensuing monsoonal months. In month of July the flow is very low in first 12 days compared to its mean flow. So only one unit may be run. The flow is reasonable during remaining 19 days and thus all the three units may be used (610 kW, 180 kW and 81 kW)—release is 34.3 m3/s. About 80% of mean flow is utilized in this month. The mean flow is 37.51 m3/s in the month of August so three units with requisite flow (24 m3/s, 7.1 m3/s and 3.2 m3/s) may be utilized and total release in that month is 34.3 m3/s.

The mean flow is 26.81 m3/s in the month of September. Taking water from storage, we can run three units throughout the whole month and the total downstream release is 34.3 m3/s. The flow is very low in the whole month of October as the mean flow is 3.46 m3/s. But in this month two units (180 kW and 81 kW) may be run in conjunction with stored water and the release is 10.3 m3/s. The flow is very low in month of November and December; the mean flows are 7.34 m3/s and 3.47 m3/s respectively. Two units may be run in the month of November. The release in this month is 10.3 m3/s. In December during first 9 days one unit is used and release is 7.1 m3/s. Another unit is run during remaining 22 days and releases is 3.2 m3/s. Stored water in the reservoir is utilized in the month of November and December. In January mean flow is 5.01 m3/s and release is 3.2 m3/s. So excess water is stored in reservoir. In month of February mean flow is 7.06 m3/s. This flow along with the stored water may maintain a steady release of 7.1 m3/s. With a mean flow of 7.67 m3/s in the month of March, powerhouse flow release of 7.1 m3/s may be maintained throughout the month.

•

•

•




•

•

With a mean flow of 4.45 m3/s in the month of April, powerhouse flow release of 3.2 m3/s may be maintained throughout the month and some water may be stored for use in the next month. • With a mean flow of 6.06 m3/s in the month of May, powerhouse flow release of 7.1 m3/s. may be maintained in conjunction with stored water throughout the month. The computation of requisite storage has been shown in Table 4. It is revealed from the above that the maximum power (872.16 kW) could be generated during the months of August and September, followed by generation in the month of July when 872.16 kW could be generated for 19 days and 610.26 kW power could be generated for 12 days. Power generation was found to be at its minimum (81.37 kW) during the months of January and April. This scenario was found to be improving in the months of February, March and May with a quantum of generation of 180.54 kW. Power generation could be maintained at a level of 261.90 kW for the full months of October and November and for 9 days in the month of June. A quantum of 610.26 kW could be generated during remaining days in June. •

Thus a minimum storage of 7.05 MCM is required to be provided for generation of power. This has also been corroborated from Flow Mass Curve Analysis (Fig. 6 and 7).

Table 4 : Computation of requisite storage Month

Monthly Day mean flow of the river m3/s

(1)

Volume flow

Cumulative flow

Demand

Power to be Demand generated volume

Cumulative demand

Cumulative balance

Mm3

Mm3

m3/s

kW

Mm3

Mm3

Mm3

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

June

19.76

9

15.37

15.37

10.3

261.90

8.01

8.01

7.36

June

19.76

21

35.85

51.21

24

610.26

43.55

51.55

-0.34

July

42.59

12

44.16

95.37

24

610.26

24.88

76.44

18.93

July

42.59

19

69.91

165.29

34.3

872.16

56.31

132.74

32.54

Aug.

37.51

31

100.47

265.76

34.3

872.16

91.87

224.61

41.14

Sept.

26.81

30

69.50

335.25

34.3

872.16

88.91

313.52

21.74

Oct.

3.47

31

9.29

344.54

10.3

261.90

27.59

341.11

3.44

Nov.

7.34

30

19.03

363.57

10.3

261.90

26.70

367.80

-4.23

Dec.

3.47

9

2.70

366.27

7.1

180.53

5.52

373.33

-7.05

Dec.

3.47

22

6.60

372.87

3.2

81.37

6.08

379.41

-6.54

Jan.

5.01

31

13.42

386.29

3.2

81.37

8.57

387.98

-1.69

Feb.

7.07

29

17.70

403.99

7.1

180.54

17.79

405.77

-1.78

Mar.

7.68

31

20.56

424.55

7.1

180.54

19.02

424.79

-0.24

Apr.

4.45

30

11.54

436.09

3.2

81.37

8.29

433.08

3.01

May

6.06

31

16.24

452.33

7.1

180.54

19.02

452.10

0.24

366

452.33

5588.96

452.10

Total


December 2012


•

35

Is = {(527.9×103 kg/km2/yr) × 679.52 km2 × 9.81N/kg}/ 12.4×103 = 0.284 ×106 m3/yr Table 5 : Sediment accumulation in reservoir


36

(1)

Fig. 6 : Flow mass curve

V

Accumulated volume

×106 m3

×106 m3

V/I

Average V/I in Interval

Trap efficiency (Ti)

Number of years to fill (y)

(5)

(6)

(7)

(2)

(3)

(4)

0

7.0500

0

0.0156

1

5.2875

1.7625

0.0117

0.0134

50

1.81

2

3.5250

3.5250

0.0078

0.0097

42

2.15

3

1.7625

5.2875

0.0039

0.0058

29

3.11

4

0

7.0500

0

0.0019

2.5

36.11

Total

43.18

The number of years to fill each ΔV interval is ΔV/[ Is(Ti/100)], shown in column 7. The sum of column 7 is the total number of years required to fill up the reservoir: 41 years. Therefore, the estimated reservoir life period is 41 years. Downloaded From IP - 203.197.118.89 on dated 23-Sep-2013


Interval

7. Conclusions

Fig. 7 : Flow mass curve of location “A”

6.4 Estimation of Reservoir Life Referring to Equation (5), A=R×K×LS×C×PE = 100×0.25×0.19×0.75×0.6 = 2.136 tons/acre/year = 527.9 tons/km2/yr = 527.9×103 kg/km2/yr. All the values of R, K, LS, C and PE have been estimated from the tables and figures provided by Ponce (1989). Therefore, the predicted soil loss from USLE equation has been found as 527.9 tons/km2/yr. Garde and Ranga Raju (2000) reported that in India the average erosion rate varies from about 500-3000 tons/km2/yr.

The feasibility analysis of mini hydropower plant on the Tiljuga Dhar river at Nirmali, Supaul District, Bihar, India indicates that in addition to utilizing natural flow, a minimum storage of 7.05 MCM is to be provided to generate power. It also indicates that three hydropower units with capacities of 610, 180 and 81 kW involving bulb turbine would serve the purpose. As the output of this unit lies in the prescribed range of power generation for mini hydropower unit (100 kW 1MW) during 84% days of a year, so resulting hydropower unit may be termed as mini hydropower plant. It may be noted that this hydel power unit (having 41 years of estimated reservoir life period) has been found to generate a maximum power of 872.16 kW during month of August and September. The quantum of generation reduces to a value of 81.37 kW during the months of January and April.

Notation

The catchment area was found to be 679.52 km2. Estimated, annual runoff at the study area (I) = 452.33×10 m 6

3

The following symbols were used in this paper:

Average specific weight of sediment deposits = 12.4×10 N/m (Garde and Ranga Raju, 2000).

A

Estimated storage capacity (V) = 7.05 MCM = 7.05×106 m3.

C g H I Is K Lm

3

3

Because of the decreased reservoir capacity as it fills with sediment, an interval of storage equal to ΔV = 7.05×106 /4 m3 = 1.7625×106 m3 is chosen here. In Table 5, column 2 shows the loss of reservoir capacity (V) and column 3 shows the accumulated sediment deposits. Column 4 shows the capacity-inflow ratios at the end of each interval and column 5 shows the average capacity-inflow ratios per interval. Column 6 shows the trap efficiencies (Ti) obtained from the chart provided by Ponce (1989). The median curve has been considered from the chart provided by Ponce (1989) as the soil is fine sandy type. Now the annual sediment inflow (Is) is: WATER & ENERGY INTERNATIONAL December 2012

LS P PE

= Potential long term average annual soil loss [ML-2T-1]; = Crop/vegetation and management factor [—]; = Gravitational acceleration [LT-2]; = Net water head [L]; = Annual runoff [L3]; = Annual sediment inflow [L3T-1]; = Soil erodibility factor [—]; = Loss of rainfall i.e. the difference between precipitation and runoff [L]; = Slope length-gradient factor [—]; = Output power [ML2T-3]; = Erosion-control or support practice factor [—];

= Monthly rainfall [L]; = Average discharge of the river [L3T-1]; = Rainfall and runoff factor by geographic location [—]; Rm = Monthly runoff [L]; i T = Trap efficiency [—]; T m = Mean monthly temperature of the catchment [—]; V = Reservoir storage capacity [L3]; ΔV = Reservoir storage interval [L3]; y = Number of years [—] η = Overall efficiency of the turbine alternator set [—]; o C = Degree Celsius kW = Kilo Watt MCM = Million cubic meter MW = Mega Watt TWL = Tail water level USLE = Universal soil loss equation

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