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INTERNATIONAL JOURNAL OF ENVIRONMENTAL SCIENCES Volume 1, No 7, 2011 

© Copyright 2010 All rights reserved Integrated Publishing Association 

Research article ISSN 0976 – 4402 

Synthesis of flow series of tributaries in Upper Betwa basin 

Chaube U.C 1 , Shakti Suryavanshi 1 , Lukman Nurzaman 2 , Ashish Pandey 1 

1 Department of Water Resources Development and Management, Indian Institute of 

Technology Roorkee, Roorkee 247667, Uttarakhand, India 

2 Trainee Officer, Indonesia 

suryavanshi.shakti@gmail.com 

ABSTRACT 

In this study, HYMOS 4.0 software has been used to synthesize monthly flow series for 

thirteen years in each of the twelve tributary subcatchments of the Betwa basin up to Rajghat. 

The HYMOS 4.0 software uses Sacramento model to synthesize discharge data. Monthly 

rainfall data for 14 stations from 1980 to 1992; ten daily discharge data for 2 stations (Basoda 

and Rajghat) from 1980 to 1992 and daily evaporation data for 1 station (Sagar) from 1980 to 

1992 has been used as input in the Sacramento Model. The Coefficient of determination and 

NashSutcliffe Efficiency between observed flow at the Basoda and sum of six tributaries 

synthesized discharge were found to be 0.862 and 0.837respectively. Similarly, The 

Coefficient of determination and NashSutcliffe Efficiency between observed flow at the 

Rajghat and sum of twelve tributaries synthesized discharge were 0.841 and 0.839 

respectively. The difference between observed and synthetic discharge of Bina basin varies 

from 1.79% to 11.62%. High values of Coefficient of determination and Nash–Sutcliffe 

efficiency indicate that model can be successfully used for flow simulation in the Betwa basin. 

Keywords: River basin planning, HYMOS, monthly simulation, synthetic discharge, water 

balance, water allocation, water utilization, Betwa River. 

1. Introduction 

River basin development planning and management support integration of watershed, 

groundwater, land use, river regulation (by dams, barrages), welfare improvement, healthcare, 

and most aspects of development (Gourbesville, 2008). An obvious and often laborious first 

step in the analysis, to support such planning and management, is the collection and 

processing of available data on the physical properties of the system (Linden, 1989). Thus, in 

planning and managing the water resources of a river basin, simulation model is needed to 

estimate benefits and other impacts of an alternative and scenario development. Hydrological 

Modeling System (HYMOS) is a processing system for hydrometeorological data which 

arranges a convenient structuring of data and provides a large number of tools for processing 

of data meeting the international standards, (WMO, 1985). The simulation of the rainfallrunoff 

process in a catchment aims at: fillingin and extension of discharge series; generation 

of discharge series from observed rainfall; real time flood forecasting; and determination of 

the influence of a changing land/water use. 

There are ten River basins (Betwa, Mahi, Chambal, Sind, Ken, Tons, Sonn, Narmada, 

Wainganga and Tapi) in Madhya Pradesh which provides irrigation and other benefits to the 

state. A large number of medium and minor irrigation projects have been developed in the 

state. However, these irrigation facilitating river basins are in a poor state, primarily due to 

Received on February, 2011 Published on April 2011 1459

Synthesis of Flow Series of Tributaries in Upper Betwa Basin 

inadequate focus on planning and management, which results in low productivity of water in 

agriculture and related sectors. 

In this study, water availability in the tributary subbasins of Upper Betwa basin is proposed 

for assessment of water resources. In Upper Betwa basin there are two major multipurpose 

projects namely Rajghat and Matatila. The region, though historically important, continues to 

be highly underdeveloped due to poor management of irrigation facilities. The rainfall is 

scanty, uncertain and unevenly distributed; land degradation has taken place and may further 

increase due to continuing deforestation. The Betwa River originates from Barkhera in 

Raisen district of Madhya Pradesh state in India. It is a southern tributary of the Yamuna 

River which in turn is a tributary of the Ganga River. Water resource development in the 

Betwa basin has focus on drinking water supply, irrigation and hydropower. The basin is 

saucer shaped with sand stone hills around its periphery and clays underlain by Deccan trap 

basalts (Pandey et al. 2008a). Some of the problems concerning water resource management 

are: (Garg, 1987) 

1. Evaporation loss in the Betwa basin is high. About 1.83 m depth of water gets 

evaporated in an average year. 

2. Irrigation water management is below satisfactory level resulting in under 

utilization of the created irrigation potential. 

3. There is an acute shortage of drinking water supply to towns and villages. 

4. There is no basin level plan for development and utilization of river water to meet 

existing and future demands of irrigation and drinking water on sustainable basis. 

The Upper Betwa basin (upstream of Rajghat multipurpose project) in India is taken as the 

case study area for river basin planning using HYMOS 4.0 software. Earlier studies on the 

HYMOS software has shown that the software is very efficient in simulating the runoff and 

sediment yield for a particular watershed provided that the model is calibrated and validated 

for the area (Johannes et al. 1985, Keesstra, 2007, Lohani et al. 2010). HYMOS 4.0 software 

which makes use of Sacramento model has been used for assessment of monthly flows. 

Hence, the present study is carried out with the specific objective to calibrate the HYMOS 

model to create a time series database. 

Theoretical Background of Sacramento Model 

1 .1 Sacramento Model 

Computerbased lumped, conceptual rainfallrunoff models have been widely applied in 

hydrological modeling since they were first introduced in the late 1960s and early 1970s. 

Well known example of this type of model which is still used today is the Sacramento model 

(Burnash, 1995). The Sacramento model offers a good compromise between (1) the physical 

background required, (2) the amount of information available and (3) computational speed to 

simulate the runoff process in a catchment for a large number of years. To some extent also 

effects of human interference can be incorporated, at least qualitatively (HYMOS 4.0 Manual, 

2002). 

The components of the model and modules, their working and their interaction are depicted 

in Figure01. 

Chaube U.C, Shakti Suryavanshi, Lukman Nurzaman, Ashish Pandey 

International Journal of Environmental Sciences Volume 1 No.7, 2011 

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Land module 

In the landphase component of the Sacramento model a distinction is made between the 

pervious and impervious part of the catchment. From the impervious areas, precipitation 

immediately discharges to the channel. However, impervious areas, which drain to a pervious 

part before the water reaches the channel, are not considered as impervious. 

Upper zone 

The upper zone tension represents that precipitation volume required under dry conditions to 

meet all interception requirements, and to provide sufficient moisture to the upper soil so that 

percolation can begin. 

Lower zone 

The lower zone consists of the tension water storage, i.e. the depth of water held by the lower 

zone soil after wetting and drainage (storage up to field capacity) and two free water storages: 

the primary and supplemental storage elements representing the storages leading to a slow 

and a fast groundwater flow component, respectively. The introduction of two free lower 

zone storages is made to have a larger flexibility for reproduction of observed recession 

curves caused by groundwater flow. 

Figure 1: Model components of Sacramento model 



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Percolation intensity 

The minimum lower zone percolation demand occurs when all three lower zone storages are 

completely filled. Then by continuity the percolation rate equals the groundwater flow rate 

from full primary and supplemental reservoirs. Denoting the minimum demand by PBASE 

then it follows 

PERC min.dem. = PBASE = LZFPM * LZPK + LZFSM * LZSK (1) 

where: 

LZFPM = lower zone primary free water storage capacity 

LZFSM = lower zone supplemental free water storage capacity 

LZPK = drainage factor of primary storage 

LZSK = drainage factor of supplemental storage 

Distribution of the percolated water 

The percolated water drains to 3 reservoirs, one tension and two free water reservoirs. 

Percolation to the free water reservoirs and hence groundwater flow takes place before the 

tension water reservoir is completely filled. The model allows for this to let a fraction of the 

infiltrated water percolate to the two free water storages. When the tension water reservoir is 

full, all percolated water drains to the primary and supplemental free water storage in a ratio 

corresponding to their relative deficiencies. 

Groundwater flow 

If the actual contents on the primary and supplemental free water zones are denoted by 

LZFPC and LZFSC respectively then the total base flow QBASE becomes in accordance 

with the linear reservoir theory (HYMOS 4.0 Manual, 2002): 

Evaporation 

QBASE = LZFPC * LZPK + LZFSC * LZSK (2) 

Evaporation at a potential rate occurs from that fraction of the basin covered by streams, 

lakes and riparian vegetation. Evapotranspiration from the remaining part of the catchment is 

determined by the relative water contents of the tension water zones. Let ED be the potential 

evapotranspiration, then the actual evapotranspiration from the upper zone reads 

E 1 = ED * (UZTWC/UZTWM) (3) 

i.e. the actual rate is a linear function of the relative upper zone water content. In case 

E1 < ED, water is subtracted from the lower zone as a function of the lower zone tension 

water content relative to the tension water capacity 

E 2 = (EDE 1 ) * LZTWC/(UZTWM + LZTWM) (4) 

If the evapotranspiration should occur at such a rate that the ratio of content to capacity of the 

free water reservoirs exceeds the relative tension reservoir content then water is transferred 

from free water to tension water such that the relative loadings balance. This correction is 



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made for the upper and lower zone separately. However, a fraction RSERV of the lower zone 

free water storage is unavailable for transpiration purposes. 

Impervious and temporary impervious areas 

Beside runoff from the pervious area, the channel may be filled by rainwater from the 

impervious area. With respect to the size of the impervious area it is noted that in the 

Sacramento model a distinction is made between permanent and temporary impervious areas 

where temporary impervious areas are created when all tension water requirements are met, 

i.e. an increasing fraction of the catchment assumes impervious characteristics. 

Routing of the surface runoff 

Before the runoff from the impervious areas, the overland and interflow reach the channel, 

they may be transformed according to a unit hydrograph leading to an adapted time 

distribution of these flow rates. 

1 .2 Model Parameters 

To run the Sacramento model following parameters have to be estimated (Burnash et al, 

1973). A short description is as follows: 

Upper Zone Tension Water (UZTWM) 

That depth of water which must be filled over nonimpervious areas before any water 

becomes available for free water storage. Its capacity can be approximated from hydrograph 

analysis. Following a dry period when evapotranspiration has depleted the upper soil 

moisture, the capacity of upper zone tension water can be estimated. Generally the capacity 

of the upper zone tension will vary between 25 and 175 mm, depending on the soil type. 

Upper Zone Free Water (UZFWM) 

Upper zone free water represents that depth of water which must be filled over the 

nonimpervious portion of the basin in excess of UZTWM in order to maintain a wetting front 

at maximum potential. Generally its magnitude ranges from 10100 mm. Valid depth is 

established by successive computer runs. 

Lower Zone Tension Water Maximum (LZTWM) 

This zone represents that volume of water which will be tapped by existing plants during dry 

periods.The lower zone tension water maximum storage capacity in mm of water. In areas of 

deep rooted perennial grasses this depth is more likely to be close to 150 mm. Where 

vegetation is composed primarily of relatively shallowrooted trees and grasses, this depth 

may be as little as 75 mm. 

Lower Zone Free Water Supplemental (LZFSM) 

The maximum capacity of that lower zone free water which is subject to drainage at the rate 

expressed by LZSK. The effectiveness of this computation is dependent upon the degree to 

which the observed hydrograph provides a representation of the maximum baseflow 

capability of the basin. 



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Lower Zone Free Water Maximum Capacity (LZFPM) 

The maximum capacity of that lower zone free water which is subject to drainage at the rate 

expressed by LZPK. The remarks made for LZFSM also apply for this quantity. 

Upper Zone Lateral Drainage (UZK) 

The upper zone lateral drainage rate is expressed as the ratio of the daily withdrawal to the 

available contents. Its range is roughly 0.18 to 1.0, with 0.40 generally serving as an effective 

initial estimate. This factor is not capable of direct observation and must be determined by 

successive computer runs. 

Lateral Drainage Rate of Lower Zone Supplemental Free Water reservoir (LZSK) 

Lateral drainage rate of the lower zone supplemental free water reservoir, it is expressed as a 

fraction of the contents per day. 

Lateral Drainage Rate of Lower Zone Primary Free Water Reservoir (LZPK) 

Lateral drainage rate of the lower zone primary free water reservoir, it is expressed as a 

fraction of the contents per day. 

The Proportional Increase in Percolation from Saturated to Dry Condition (ZPERC) 

The value of ZPERC is best determined through computer trials. The initial estimate can be 

derived by sequentially running one or two months containing significant hydrograph 

response following a dry period. The value of ZPERC should be initially established so that a 

reasonable determination of the initial runoff conditions is possible. 

The Rate at Which Percolation Demand Changes from Dry Condition (REXP) 

The observed range of REXP is usually between 1.0 and 3.0. Generally a value of about 1.8 

is an effective starting condition. 

Percolated Water which Transmitted Directly to Lower Zone Free Water Aquifers 

(PFREE) 

Fraction of the percolated water which is transmitted directly to the lower zone free water 

aquifers. Its magnitude cannot generally be determined from hydrograph analysis. An initial 

value of 0.20 is suggested. Generally, values will range between 0 and 0.40. The analysis of 

early season baseflow allows an effective determination of PFREE. 

Fraction of Lower Zone Free Water which is Unavailable for Transpiration Purposes 

(RSERV) 

Fraction of the lower zone free water which is unavailable for transpiration purposes. 

Generally this value is between zero and 0.40 with 0.30 being the most common value. This 

factor has very low sensitivity. 

Permanently Impervious Fraction of Basin Contiguous with Stream channels (PCTIM) 

The volume of direct runoff (= observed runoff – base flow) divided by the volume of rain 

gives the percentage impervious fraction of the basin. 



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Fraction of Basin Which Becomes Impervious as All Tension Water Requirements are 

Met (ADIMP) 

The volume of direct runoff divided by the volume of rain gives the total percentage of 

impervious area. The estimate for ADIMP follows from: 

ADIMP = Total Percentage Impervious PCTIM 

Fraction of Basin Covered By Streams, Lakes and Riparian Vegetation under Normal 

Circumstances (SARVA) 

Fraction of the basin covered by streams, lakes and riparian vegetation under normal 

circumstances. The SARVA area is considered to be the same as or less than PCTIM. 

Generally, SARVA appears to range between 40% and 100% of the PCTIM value. 

Portion of Base flow which is not observed in Stream Channel (SIDE) 

SIDE is the ratio of the unobserved to the observed portion of base flow. In an area where all 

drainage from base flow aquifers reaches surface channels, SIDE will be zero. Zero or near 

zero values occur in a large proportion of basins. However, in areas subject to extreme 

subsurface drainage losses, SIDE may be as high as 5.0. It is conceivable that in some areas 

the value of SIDE may be even higher. 

The SubSurface Outflow Along Stream Channel (SSOUT) 

The subsurface outflow along the stream channel which must be provided by the stream 

before water is available for surface discharge. This volume expressed in mm/time interval is 

generally near zero. 

2. Study Area 

The Betwa River (earlier known as Betravati River) originates from Barkhera in Raisen 

district of Madhya Pradesh State, India (Figure02). The Betwa river joins the Yamuna river 

near Hamirpur in Uttar Pradesh State at an elevation of about 106 m. River Richhan, Nion, 

Kherkhedi, Bina, and Narayan join the Betwa river on its right bank while Kerwan, Halali, 

Bah, Sagar, Naren, Kethan etc. join on its Left bank (Figure03). There are two major 

multipurpose projects (Rajghat and Matatila) and several medium minor irrigation schemes. 

The climate of the Upper Betwa basin is characterized by hot summer and mild winter. The 

air is mostly dry except during the south west monsoons. The basin lies in medium rainfall 

zone. Most of the rainfall is received from June to October constituting about 92% of the 

annual rainfall. The average rainfall of the basin is 1138 mm. The maximum and minimum 

monsoon rainfall values (weighted areal average) are 1400 mm and 800 mm respectively. 

3. Data 

In this study the following data has been used (Table01). These data have been collected 

from various sources as indicated in the table. 



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Table 1: List of Data Collected for the Study 

Data Scale Year 

For estimation of tributary flows using HYMOS 4.0 

Rainfall 

Monthly 19801992 

Bhopal, Raisen, Gairatganj, Vidisha, Berasia, 

Begamganj, Basoda, Khurai, Sironj, Korwai, Mungaoli, 

Sehore, Chanderi, Lalitpur 

Evaporation 

Daily 19801992 

Sagar 

Observed Discharge 

Ten Daily 19801992 

Basoda, Rajghat 

Topographic Map 1 : 50,000 1980 

Figure 2: Location Map of the Upper Betwa Basin 



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4. Computation Procedure 

Hydrological models are used most frequently to simulate or predict flow either on a 

continuous basis or for a particular event (Pandey et al, 2008b). For the present study the 

flowchart depicting procedure for monthly discharge synthesis is given in Figure04. The 

process generally consists of: 

1. Data validation 

2. Filling of missing data 

3. Calculation of Areal Rainfall: Thiessen polygon boundary has been created using 

ArcGIS 9.3 Addon “CreateThiessenPoly.dll” to generate it automatically. 

4. RainfallRunoff Simulation: Rainfallrunoff simulation model study involves 

calibration, validation and application of HYMOS. 

Figure 3: Subcatchment of the Betwa Basin Upto Rajghat Dam 



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Figure 4: Flowchart for monthly discharge synthesis in Betwa tributaries using Hymos 4.0 

In the present study, the model was evaluated as per the criterion suggested by ASCE Task 

Committee (1993). 

Percent Deviation (D v %) 

The deviation of runoff values, D v given by the following equation is criterion for 

goodness of fit. 

Where V is the measured daily runoff volume; V ' is the model computed daily runoff. 

The smaller the value of Dv, the better the model results. D v would equal to zero for a 



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perfect model. The prediction performance of the model was decided based on the 

criterion suggested by Bingner et al. (1989). 

1. Coefficient of determination (R 2 ) 

Although R 2 has been widely used for model evaluation, these statistics are 

oversensitive to high extreme values (outliers) and insensitive to additive and 

proportional differences between model predictions and measured data (Legates and 

McCabe, 1999). 

2. Nash–Sutcliffe model Efficiency coefficient (NSE) 

Another goodnessoffit criterion recommended by ASCE Task Committee (1993) is 

Nash–Sutcliffe coefficient or coefficient of simulation efficiency (Nash and Sutcliffe, 

1970). The Nash–Sutcliffe coefficient is used to assess the predictive power of 

hydrological models. It is defined as: 

Where Q o is observed discharge, and Q m is modeled discharge. Q o 

t 

is observed discharge at 

time t. Nash–Sutcliffe efficiencies can range from −∞ to 1. An efficiency of 1 (E = 1) 

corresponds to a perfect match of modeled discharge to the observed data. An efficiency of 0 

(E = 0) indicates that the model predictions are as accurate as the mean of the observed data, 

whereas an efficiency less than zero (E < 0) occurs when the observed mean is a better 

predictor than the model or, in other words, when the residual variance (described by the 

nominator in the expression above), is larger than the data variance (described by the 

denominator). Essentially, the closer the model efficiency is to 1, the more accurate the 

model is (Nash and Sutcliffe, 1970). 

General performance ratings for recommended statistics for a monthly time step for that 

statistics method is given in Table02. 

Table 2: Performance rating for NSE methods 

Performance rating 

Very good 

Good 

Satisfactory 

Unsatisfactory 

Sources: (Moriasi et. al., 2007) 

NSE 

0.75≤NSE≤1.00 

0.65≤NSE≤0.75 

0.50≤NSE≤0.65 

NSE≤0.50 

5. Results and Discussion 

a. Model Calibration 

The estimation of parameters of the HYMOS model is often a stumbling block to new users 

of the model who are faced with the task of preparing an input file for the first time. To 

overcome this problem, more critical parameters can be calibrated to improve the agreement 



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between the simulated and observed data. In the present study, some selected model 

parameters were adjusted within an expected range so that the discrepancies between the 

measured and model predictions could be minimize (Donigian and Rao, 1990).Then the 

calibrated model was used to synthesize monthly runoff series in the Bina basin for the years 

1977 to 1979.The synthesized flows were compared with the observed flows. The results are 

presented in table 3. From Table03 it may be observed that values of deviation varied from 

1.79% to 11.62% indicating almost a close agreement between the observed and simulated 

discharge. The under or overprediction limits for the model simulation are within ±20% 

from the measured values. So these limits are considered as the acceptable levels of accuracy 

for the simulations as reported by [4] 

Year 

Table 3: Comparison between observation and synthetic Runoff of Bina Basin 

Direct 

Runoff 

JunSep 

(MCM) 

Observation Data Synthetic Data % Deviation 

Direct 

Direct 

Direct Direct 

Annual Direct 

Annual 

Runoff 

Runoff 

Runoff Runoff 

Runoff Runoff 

Runoff 

Oct 

Oct 

Jun Oct 

JunSep 

May 

May 

Sep May 

(MCM) (MCM) 

(MCM) 

(MCM) 

(MCM) 

(%) (%) 

Annual 

Runoff 

1977 1976.13 481.36 2457.49 1830.13 473.96 2304.09 7.39 1.54 6.24 

1978 1770.63 472.92 2243.55 1861.72 421.92 2283.65 5.14 10.78 1.79 

1979 349.06 109.78 458.84 389.98 122.20 512.18 11.72 11.31 11.62 

Figure05 shows comparison of sum of 6 tributaries discharge with observed discharge at 

Basoda site. The maximum and minimum discharges were found to be 1632.11MCM and 

2.59 MCM respectively for Basoda site. Similarly Figure06 shows comparison of sum of 12 

tributaries discharge with observed discharge at Rajghat. 

The maximum and minimum discharges were found to be 3123.41MCM and 7.16 MCM 

respectively up to Rajghat site. The peak values of the simulated runoff match consistently 

well with the peak values of measured runoff throughout the season in all the years. However, 

the model slightly over and under predicts a few peak values of runoff. The graphical 

comparison is found to be satisfactory. 

b. Comparison of Observed and Simulated Discharge of Betwa River Basin 

Comparison was made between average observed and average modeled discharge of Betwa 

River over a thirteen years period as shown in Table04. 

(%) 



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Figure 5: Comparison of sum of 6 tributaries discharge with observed discharge at 

Basoda 

Figure 6: Comparison of sum of 12 tributaries discharge with observed discharge at Rajghat 

Table 4: Comparison of Average Observed and Average Modeled Discharge of Betwa River 

(MCM) 

Tributary CA (Km 2 ) Jan Feb Mar 

01 Kerwan River 1574.76 4.80 2.96 2.00 

02 Richhan River 290.68 4.85 2.50 0.95 

03 Halali River 1447.13 5.00 3.06 1.84 

04 Newan River 1344.25 14.63 7.39 1.96 

05 Baen River 1528.71 8.09 4.56 1.47 

06 Sagar River 967.75 2.81 1.32 0.76 

Betwa up to Basoda 7153.28 40.17 21.80 8.99 

Average Observed at Basoda 25.16 16.51 11.21 

07 Kharakheri River 1174.20 3.32 1.29 0.95 

08 Niaren River 569.42 2.66 1.03 0.50 

09 Nakheratal River 178.37 0.77 0.36 0.17 

10 Bina River 3040.85 35.19 9.17 4.99 

11 Kethan River 2082.51 3.58 2.63 1.39 

12 Narayan River 1733.46 3.78 2.50 1.47 

Betwa up to Rajghat 15932.09 89.47 38.78 18.47 

Average Observed at Rajghat 36.16 30.24 17.09 



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Tributary Apr May Jun Jul 

01 Kerwan River 0.68 1.38 14.99 104.07 

02 Richhan River 0.24 0.62 18.98 64.34 

03 Halali River 0.56 1.11 18.85 137.48 

04 Newan River 0.45 0.71 48.06 221.80 

05 Baen River 0.38 0.98 41.46 213.61 

06 Sagar River 0.27 0.73 9.00 77.68 

Betwa up to Basoda 2.59 5.54 151.34 818.96 

Average Observed at Basoda 4.67 1.66 72.34 633.18 

07 Kharakheri River 0.31 0.55 11.93 38.10 

08 Niaren River 0.15 0.30 22.25 104.98 

09 Nakheratal River 0.04 0.05 5.63 34.53 

10 Bina River 3.02 5.45 182.43 614.86 

11 Kethan River 0.57 1.33 15.10 50.50 

12 Narayan River 0.47 2.27 16.90 46.30 

Betwa up to Rajghat 7.16 15.50 405.59 1708.23 

Average Observed at Rajghat 8.11 2.60 308.75 1443.00 

Tributary Aug Sep Oct Nov Dec 

01 Kerwan River 241.31 127.87 32.87 8.79 5.12 

02 Richhan River 116.04 67.24 18.38 3.63 2.38 

03 Halali River 296.25 154.20 34.98 7.79 4.73 

04 Newan River 417.07 229.34 56.92 10.15 4.84 

05 Baen River 395.56 204.25 45.94 8.01 4.57 

06 Sagar River 165.86 44.24 13.51 4.66 3.17 

Betwa up to Basoda 1632.11 827.13 202.59 43.02 24.81 

Average Observed at Basoda 1404.70 576.78 204.13 52.87 46.82 

07 Kharakheri River 78.25 30.39 14.23 6.00 3.49 

08 Niaren River 174.38 57.04 16.64 3.56 2.24 

09 Nakheratal River 59.23 19.36 5.46 1.17 0.71 

10 Bina River 1026.81 483.33 110.08 27.79 27.53 

11 Kethan River 68.01 38.95 21.45 9.51 5.84 

12 Narayan River 84.63 38.89 20.72 9.32 5.31 

Betwa up to Rajghat 3123.41 1495.09 391.18 100.38 69.94 

Average Observed at Rajghat 3177.96 1521.94 522.59 133.35 73.04 

The descriptive statistics for both the measured and simulated discharge for Basoda and 

Rajghat are shown in Tables05 and Table06, respectively 

Table 5: Statistical analysis of Observed and Simulated Discharge at Basoda 

Statistical Parameters 

Discharge (MCM) 

Observed 

Simulated 

Mean 274.99 339.90 

Standard Deviation 439.01 530.55 

Maximum 1404.70 1632.11 

Total 3050.04 3779.03 

t calculated at 95% level 0.313 

T critical (Two tailed) 2.086 

Coefficient of Determination (R 2 ) 0.862 

NSE 0.837 



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Table 6: Statistical analysis of Observed and Simulated Discharge at Rajghat 

Statistical Parameters 

Discharge (MCM) 

Observed 

Simulated 

Mean 658.06 670.33 

Standard Deviation 1006.34 1014.92 

Maximum 3177.95 3123.40 

Total 7274.82 7463.19 

t calculated at 95% level 0.028 

T critical (Two tailed) 2.086 

Coefficient of Determination (R 2 ) 0.841 

NSE 0.839 

Student’s ttest was performed to test the similarity between the means of the observed and 

simulated discharge at Basoda and Rajghat. Student’s ttest shows that (tcalculated < t 

critical) the means of observed and simulated runoff is not significantly different at 95% 

confidence level for all the years. From Tables 5 and 6 it may be seen that the high 

coefficient of determination indicates a positive relationship between the measured and 

simulated discharge in all the years. High values of Nash–Sutcliffe model efficiency also 

indicate that the model can be well adopted for simulation of Discharge. Thus, the results 

indicate that the overall prediction of discharge by the HYMOS model during the calibration 

period was satisfactory and therefore, accepted for further analysis. 

6. Conclusion 

The present study was carried out to simulate flow for the Upper Betwa Basin (Basoda and 

Rajghat site) with the help of HYMOS model. The maximum and minimum discharges were 

found to be 1632.11MCM and 2.59 MCM for Basoda site and 3123.41MCM and 7.16 MCM 

for Rajghat site. The coefficient of determination (R 2 ) and Nash–Sutcliffe efficiency were 

used for performance evaluation of Basoda site and was found to be 0.862 and 0.837 

respectively. Similarly, coefficient of determination (R 2 ) and Nash–Sutcliffe efficiency for 

Rajghat site were found to be 0.841 and 0.839. Thus it is found that the wide variety of data 

processing and analysis features make present calibrated model very suitable for synthesis of 

flow in the study area. 

References 

1. ASCE Task Committee, 1993. Criteria for evaluation of watershed models. Journal 

of Irrigation and Drainage Engineering. 119 (3):429–442. 

2. Betwa River Board, Rajghat Dam Project, Project Report Volume I – General 

Report and Cost Estimate, 1979. Betwa River Board, Jhansi (U.P.). 

3. Betwa River Board, Rajghat Dam Project, Project Report Volume II – 

Observational & Test Data & Drawings, 1979. Betwa River Board, Jhansi (U.P.). 

4. Bingner. R.L, C.E. Murphee, C.K. Mutchler, 1989. Comparison of sediment yield 

models on various watershed in Mississippi.Trans. American Society of 

Agricultural. Engineering 32 (2):529–534. 



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5. Burnash. R.J.C, 1995. The NWS river forecast system—catchment modeling. 

Computer Models of Watershed Hydrology, Water Resources Publications, 

Colorado. 311–366. 

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