# Estimation of Peak Flood Discharge for an Ungauged River:  A Case Study of the Kunur River, West Bengal

Authors: Suvendu Roy; Biswaranjan Mistri
Journal: Geography Journal
 (2013)

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## Abstract

Due to unavailability of sufficient discharge data for many rivers, hydrologists have used indirect methods for deriving flood discharge amount, that is, application of channel geometry and hydrological models, for the estimation of peak discharge in the selected ungauged river basin(s) in their research/project works. This paper has studied the estimation of peak flood discharge of the Kunur River Basin, a major tributary of the Ajay River in the lower Gangetic plain. To achieve this objective, field measurements, GIS technique, and several channel geometry equations are adopted. Three important geomorphic based hydrological models—manning’s equation, kinematic wave parameter (KWP), and SCS curve number (CN) method—have been used for computing peak discharge during the flood season, based on daily rainfall data of September, 2000. Peak discharges, calculated by different given models, are 239.44 m3/s, 204.08 m3/s, and 146.52 m3/s, respectively. The hydrograph has demonstrated the sudden increase with heavy rainfall from the 18th to the 22nd of September, 2000. As a result, a havoc flood condition was generated in the confluence zone of Ajay and Kunur Rivers. This hydrograph might be not only successful application for flood forecasting but also for management of  the lower Ajay River Basin as well as the downstream area of Kunur Basin.


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## Body

## 1. Introduction

In India most of the watersheds up to 500 km2 geographical area can be categorized as ungauged catchments [1]. Majority of river basins are either sparsely gauged or not gauged at all, where the lack of hydrological and catchment information makes obstruction for watershed planning [2]. As per Sing et al. [1], hydrological response from each catchment assists in flood routing vis-à-vis in flood modeling and flood forecasting. Schumm [3] apprises that water and sediment discharge are the principal determinants of the dimensions of a river channel (width, depth, meander wavelength, and gradient). Physical characteristics of river channels, such as width/depth ratio, sinuosity, and pattern (braided, meandering, and straight) are significantly affected by the flow rate and sediment discharge. According to Bhatt and Tiwari [2], channel geometry method is an alternative mode of estimating flood discharge for regional flood frequency analysis. River bed characteristics—channel width, cross-section area, river bed gradient, and bank side slope—are crucial parameters for alternative techniques of discharge estimation.In hydrology, the term “peak discharge” stands for the highest concentration of runoff from the basin area. The concentrated flow of the basin greatly exaggerated and overtops the natural or artificial bank and this might be called flood [4]. In this paper, local enquiries have played an important role to know actual depths of river water during the major floods. On the contrary, the accurate estimation of flood discharge remains one of the major challenges to many engineers and planners, who are involved in project design. Hence, hydrological data and information are limited [2]. In this case, geomorphic parameters have availed to discharge estimation. Geomorphic parameters such as, channel-pattern, meander wavelengths, and palaeochannels dimensions, were firstly used in palaeohydrology by Dury [5, 6] and Schumm [3] and were modified subsequently depending upon the area of application [7–11]. In the USA, the relationship between flood discharge and river channel dimensions was initially developed after following the suggestion of Langbein’s [12] research in Nevada. After achievement of studies, including Hedman et al. [13, 14], Scott and Kunkler [15], Riggs [16], Osterkamp and Hedman [17], Webber and Roberts [18], Omang et al. [19], Wahl [20, 21], and Lawlor [22], the method was accepted by the water resource division of the US Geological Survey as an operational technique. In the central USA, Williams [23] established relationships between bankfull discharge and channel dimensions with sample data of 36 gauging stations. In Indian context, several researchers [2, 24, 25] have applied indirect methodologies for estimation of discharge of several ungauged catchments.Flood is a natural phenomenon in the West Bengal. The state with a geographical area of 88752 km2 occupies 2.7% of India’s land and supports 8.02% (census, 2011) of total Indian population. The flood prone area of West Bengal is 37,660 km2; 42.43% of total geographical area is more elevated than the average of 12.17% [26]. The downstream areas of 26 river basins are frequently flood affected in the rainy season in all over the West Bengal. Enormouse flood has occurred in this region from the end of September till the mid of October [27]. The problem of flood is more difficult to control in this state because of two major aspects: (i) the very small longitudinal gradient in general and (ii) the funnel-shaped basin (e.g., Damodar, Ajay, Dwarakeswar, and Kasai River Basins) with a wide upper catchment and a narrow lower catchment. Under these circumstances, the basins generally have phenomenal increase of peak discharge [28, 29]. With this vulnerability of West Bengal, there is no availability of sufficient hydrological data to predict the nature of flooding behavior of river. Correspondingly, Kunur is also a notable river, which causes flood in the Mangalkote and its adjoining Blocks of Barddhaman District [30].


### 1.1. Purpose of This Research

The major purpose of this study is to estimate the peak discharge of the ungauged Kunur River Basin during heavy flood, using indirect methods with channel geometry. There are used numerical models instead of modern instrument based velocity measurement (current meters) due to lack of departmental instrument, finance, and during flood, the whole confluence zone is inundated completely and there is no scope to reach to the outlet of the Kunur River to measure the discharge. In lean season, there was no flow for both rivers (Ajay and Kunur) and havoc flood condition is a sudden scenario (mainly in September) for accumulation of huge monsoonal runoff from upstream area of these two basins. On the basis of water input-output graph of the Kunur River Basin [31], it has been observed that flood comes during September (Figure 1). Nevertheless, Mitra [31] did not estimate the monthly discharge data of Kunur River during floods; this work has been an attempt to estimate it. This study also attends to understand regional hydrology for study area, which provides a concept to design surface water and flood management project.Figure 1
Input-output situation of the Kunur River Basin (source: [31]).


## 1.1. Purpose of This Research

The major purpose of this study is to estimate the peak discharge of the ungauged Kunur River Basin during heavy flood, using indirect methods with channel geometry. There are used numerical models instead of modern instrument based velocity measurement (current meters) due to lack of departmental instrument, finance, and during flood, the whole confluence zone is inundated completely and there is no scope to reach to the outlet of the Kunur River to measure the discharge. In lean season, there was no flow for both rivers (Ajay and Kunur) and havoc flood condition is a sudden scenario (mainly in September) for accumulation of huge monsoonal runoff from upstream area of these two basins. On the basis of water input-output graph of the Kunur River Basin [31], it has been observed that flood comes during September (Figure 1). Nevertheless, Mitra [31] did not estimate the monthly discharge data of Kunur River during floods; this work has been an attempt to estimate it. This study also attends to understand regional hydrology for study area, which provides a concept to design surface water and flood management project.Figure 1
Input-output situation of the Kunur River Basin (source: [31]).


## 2. Materials and Method

### 2.1. Study Area

The Kunur River Basin, which covers a geographical area of 922.40 km2, is the second largest draining inland basin of north-east ward of Barddhaman District and a major right bank tributary of the Ajay River. Geographically, it is located between 23°25′N to 23°40′N latitude and 87°15′E to 87°55′E longitude and administratively divided into several police stations—Faridpur, Durgapur, Kanksa, Ausgram, Budbud, Mangalkote, and Bhatar—in the north-central part of Barddhaman. The outlet of this watershed is near to the village “Kogram,” about 38 km from Burdwan Town on the Burdwan-Katwa road (Figure 2). The Kunur River represents a basin of 5th order with a drainage density that is equal to 0.85 km/km2 and the drainage pattern is more or less dendritic with elongated shape [32]. As per Mitra [31], the upstream and central part of the Basin has a forest cover interspersed with paddy fields along watercourses, 13.80% of the basin area is under forest while 53.90% is cultivated. 26.20% of the Basin area is not available for the cultivation and 6.10% is culturable waste.Location map of the study area.
(a)
(b)Geographically this basin is tropical; the Tropic of Cancer (23°30′E) is passing over the basin from West to East. The sea coast is located at least 220 km away from the Bay of Bengal, and somewhat extreme tropical climate is experienced here [34]. The average annual rainfall is 1400 mm of which the maximum occurs within the second week of June to September.During summer months, rainfall nearly exceeds 100 mm and it is even over 1500 mm during rainy months [32]. Geohydrologically, the total basin is divided into three types of geohydrological characteristics. First, the upper catchment of the Kunur River Basin is covered by hard rock, mainly Archaean formation with high grade metamorphic rocks of granite gneiss, commonly referred as “Bengal Gneiss.” Furthermore, middle portion consists of semiconsolidated formation of the Gondwana Sedimentaries and hard lateritic patches. Finally, the lower catchment area is mainly un-consolidated with new alluvial of the Ajay and Kunur floodplains [35]. As a result, maximum rainfalls in the upper and middle catchment area are turned into overland flow due to low infiltration capacity and make huge water pressure in the downstream channel of the Kunur River. To generate floods in the lower Ajay River Basin, discharge of the Kunur River Basin has played very important role to make a devastative form of these floods. Kunur River is an important tributary of the Ajay River and 33% area of lower Ajay River Basin (Area of Lower Ajay River Basin is 2816.25 km2 and 79.65% areas are flood affected entirely or partially [32].) is covered by this basin. Mukhopadhyay [32] stated that the lower Ajay River Basin has been suffering from floods since time immemorial. The major recorded flood years are 1956, 1959, 1970, 1971, 1973, 1978, 1984, 1995, 1999, 2000, 2005, and 2007. Unfortunately, there is no availability of hydrological data, apart from rainfall data of the Kunur Basin. Even though, there is no gauging station on the Kunur so that there is a lack of discharge data [31]. Figures 3(a) and 3(b) have given a clear idea about spatial pattern of floods in the lower Ajay River Basin and vulnerability of the Kunur River Basin. There are several causes behind generating havoc flood in the downstream area of the Kunur River: (i) gradual decreasing channel width of Kunur river towards the confluence point [30], (ii) huge sedimentation in the confluence zone disturbed the longitudinal profile/slope of the Kunur river [30], (iii) effluent condition of Kunur River and very good ground water potentiality (150 m3/hr) [35] (Figures 4(a) and 4(b)), (iv) high percentage of cumulative thickness of granular materials (86.50%; 160.0 meters within 185.0 metres bore hole), and high storage coefficient (5.2 × 10−4) [35], and (v) topographically depression in the right bank of the Ajay river [30]. All these cause pace overland flow of the Kunur Basin and high amount of discharge. As per Sing et al. [1], knowledge of peak discharge is essential for safe and economical planning and design of hydraulic structures. Therefore, to provide sustainable management of flood prone area in the lower Ajay River Basin, estimation of discharge data of the Kunur River is extremely required.Spatial pattern of floods in the lower Ajay River Basin (source: [32]).
(a)
(b)Subsurface water flow in the confluence zone of the Ajay and Kunur Rivers (source: [35]).
(a)
(b)


### 2.2. Method

The entire research work has carried out with four steps, that is, literature survey, field measurement, graphical representation, and discharge estimation using hydrological models and their quantitative analysis. Several journals, books, reports, and thesis have been reviewed carefully and different hydrological models have been chosen from there. Among them, three important models have been selected for the estimation of peak discharge of the Kunur River Basin. All three models have been used for their geomorphic perspective with GIS based calculation. In the first model,manning equation is applied for discharge estimation which works with in-stream channel geometry and texture of river bed. In the Second model, used model is Kinematic Wave Parameter (KWP) model is used, in which rainfall intensity, an important parameter for runoff generation of basin area, has been taken into consideration for discharge estimation. Monsoonal rainfall amount is the basic input for generating peak discharge and therefore rainfall data for the entire month September (30 days) of the year 2000 was used here. Year 2000 was a havoc flood year in the flood history of West Bengal. Lastly, SCS curve number method has been used for deals with land use character and soil hydrology, which are the important factors for making variation of runoff generation. Here, used rainfall data has been computed by River Research Institute, Kolkata, at the Illambazar gauge station, which is situated in the outside of Kunur Basin. But, the distance is only five kilometres from the northern edge of this basin (middle part) (Figure 7).


#### 2.2.1.Manning Equation and Peak Discharge

As per Chow [33], Barnes Jr. [36], Benson and Dalrymple [37], Limerinos [38], Jarrett [39], and Summerfield [40] in case of limited field measurements and data availability for any river, Manning’s method is considered to be an accurate and reliable method for river discharge estimation. Hydraulic Radius is an important parameter in the manning equation. It is varying with the cross-sectional shapes (rectangular, circular, semicircular, trapezoidal, and triangular) of open channel. For calculating it also needs to use different mathematical equations or Pythagoras’ theorem. In the present study, channel of the Kunur River looks like a trapezoidal shape (Figure 6(a), Table 1). A trapezoidal open channel cross-section is shown in Figure 5 along with the parameters used to specify its size and shape. Those parameters are b, the bottom width; B, the width of the liquid surface; l, the wetted length measured along the sloped side; y, the liquid depth; and α, the angle of the sloped side from the vertical.Table 1
Calculation of hydraulic radius (Rh) of the study reach.
Site
Cross-section line
B
b
y
l
z
y
A
P
R
h
At outlet of Kunur River
A
B
56.3 m
34.4 m
6 m
14.4 m
21.9 m
272.1 m2
63.2 m
4.31 mFigure 5
Trapezoidal open channel cross-section (source: [41]).(a) Trapezoidal channel cross-section of the Kunur River; (b) bed-form characteristic with dunes and pool.
(a)
(b)Figure 7
Monsoonal hydrograph (September) of Kunur River Basin.The hydraulic radius for the trapezoidal cross-section is often expressed in terms of liquid depth, bottom width, and side slope (y, b, and z) as follows. The cross-sectional area (A) of flow = the area of the trapezoid =
(1)A=y(b+B)2=(y2)(b+B).
The wetted perimeter for trapezoidal cross-section is P=b+2l.Now, hydraulic radius of a trapezoidal cross-section is calculated by the following equation:Rh=A/P.The velocity of stream flow is influenced by the gradient, roughness, and cross-section form of a channel [42]. The manning equation is a more widely applied estimator which incorporates an index of channel bed roughness [40]. The Manning equation (v) defines the mean flow velocity (v) as
(2)v=k(Rh2/3×s1/2)n,
where k is a dimensionless constant (=1 in metric units and 1.46 in English units), Rh is the hydraulic radius (defined as the cross-section area divided by the wetted perimeter, but commonly approximated by mean channel depth), s is the longitudinal slope of channel, and n is the Manning roughness coefficient, another dimensionless number that defines the flow resistance of a unit of bed surface [43, 44]. This Manning roughness coefficient(n) is usually estimated from table values as given by Chow [33] or by comparison with photographs illustrating channels of known roughness [45] (Figure 6(b)). The assignment of roughness coefficients calculation in natural channels has been performed by different researchers [36, 46] comparing cross-sectional area, sand river profiles with photographs of typical river, and creek cross-sections or by means of empirical equations [47, 48]. As per Chow [33] the value range of Manning roughness coefficient (n) for the large channel (width > 30 m) with regular channel lacking boulders or vegetation is from 0.025 to 0.060. Alternatively, as per Simons and Richardson [45], if bedform is characterized with dunes it will be in the range of 0.018–0.035. In this river, the channel of both types of characteristics has been observed and therefore Manning roughness coefficient (n) was taken as 0.035 for applying in Manning equation.


#### 2.2.2. Kinematic Wave Parameter (KWP) for Flow Velocity and Discharge Estimation

Runoff concentration for any river basin is dependent upon two interrelated systems, that is, the channel network and the hill slopes. The hill slopes control the production of storm water runoff which is treated as peak discharge when it reached at the basin outlet [49]. With considering these two systems Rodriguez-Iturbe et al. [50] had presented a kinematics wave relation for the estimation of flow velocity with using the flowing equation:
(3)VΩ=0.665αΩ0.6(irA)0.4,αΩ=SΩ0.5nB2/3,
where VΩ is flow velocity (m/s), ir is rain intensity (cm/h), A is drainage basin area (km2), SΩ is slope of main river in drainage basin outlet (%), n is Manning’s roughness coefficient, and B is mean flow width in outlet of drainage basin (m).


#### 2.2.3. Effective Discharge Estimation

To estimate the effective discharge of any watershed, Rodriguez-Iturbe et al. [50] had used geomorphologic model and relations for preparing this equation:
(4)Qe=ir*A,
where Qe is effective discharge, ir is rainfall intensity (cm/h), and A is area of total basin. It is treated as the equilibrium discharge for any basin. Therefore, this equation is used here to quantify basic discharge capacity of Kunur River and to make a comparative analysis with the other three models to quantify their level of efficiency.


#### 2.2.4. SCS Curve Number Method for Direct Runoff Estimation

The SCS curve number method is a simple, widely used, and efficient method for determining the approximate amount of runoff depth from a rainfall event in a particular area. For drainage basins, where no runoff has been measured, the curve number method can be used to estimate the depth of direct runoff from a measured rainfall amount over the study area. The SCS Curve Number Method was originally developed by the Soil Conservation Service [51, 52] for the management of water resource in the United States for agricultural development [33]. In this method, the following equation is used to calculate the direct runoff from any ungauged basin:
(5)Q=(P-0.2S)2(P+0.8S),
where Q is estimated direct runoff (mm), P is maximum storm rainfall within a day (mm), and S is the potential maximum retention. S can be calculated from CN value by this equation; that is, S=(25400/CN)-254 and CN value can be extracted from the table (see [33, Table 5.2.2, pp. 150]) value with weight index value (Table 4). After calculating the direct runoff or excess runoff from any basin (Q), to estimate the peak runoff rate (m3/s), the following equation should be used [33]:
(6)qp=0.208*(A*QTp),
where A is area of drainage basin (km2), Q is excess rainfall (mm), qp is peak runoff rate unit hydrograph (m3/s), and Tp is time to peak runoff unit hydrograph (h). In that equation, the only unknown parameter is time to peak (Tp). This can be estimated in terms of time of concentration (Tc). Relation between Tp and Tc is shown in this equation:
(7)Tp=0.7Tc.
To compute Tc value, Kirpich [53] developed this empirical equation:
(8)Tc=0.02L0.77S-0.385,
where Tc is time of concentration (min), L is maximum length of travel (m), and S is slope, that is equal to H/L, where H is the difference in elevation between the most remote point in the basin and the outlet. The parameters to estimate the time of concentration can be derived from the topographic maps. So, after estimating Tc, we can easily calculate Tp, and consequently the peak runoff rate (qp).


#### 2.2.5. Models Calibration

To determine the level efficiency of predicted discharge data by indirect methods, it is very important to compare them with observed discharged data of the same river. But due to lack of observed discharged data of Kunur River, all three predicted discharged data have been compared with the estimated effective discharge which is taken as equilibrium discharged volume of the Kunur Basin using the following methods.Relative Mean Error (RME). Relative mean error relation could be used to determine the deviation between calculated peak discharge and observed peak discharge, and the following equation is used for that
(9)RME=1n∑REi,REi=[(Qop-Qcp)*100]Qop,
where REi is relative error percent for each of events, Qop is observed peak discharge, and Qcp is calculated peak discharge.Root of Mean Square Error (RMSE). Root of mean square error relevant to peak discharge is presented by
(10)RMSE=[1n(∑SEi)]1/2,SEi=(Qop-Qcp)2,
where SEi is relative error for each of events, Qop is Observed peak discharge, and Qcp is calculated peak discharge.The field surveys were conducted along river course from confluence towards upstream; six river cross-sections were surveyed to measure different parameters of channel geometry. The region has sparse elevations, which have been surveyed using GPS (Garmin eTrex 30). The river cross-sections were surveyed using Autolevel (Sokkia C410) with 2.5 mm standard deviation for one km double run leveling, and 100 metres tape, and 4 metres staff are also used for these surveys. The longitudinal slope and hydraulic radius have been calculated to determine flow velocity using manning’s equation and ASTER data has been also used to get slope factor using Global Mapper v14.0 software.


## 2.1. Study Area

The Kunur River Basin, which covers a geographical area of 922.40 km2, is the second largest draining inland basin of north-east ward of Barddhaman District and a major right bank tributary of the Ajay River. Geographically, it is located between 23°25′N to 23°40′N latitude and 87°15′E to 87°55′E longitude and administratively divided into several police stations—Faridpur, Durgapur, Kanksa, Ausgram, Budbud, Mangalkote, and Bhatar—in the north-central part of Barddhaman. The outlet of this watershed is near to the village “Kogram,” about 38 km from Burdwan Town on the Burdwan-Katwa road (Figure 2). The Kunur River represents a basin of 5th order with a drainage density that is equal to 0.85 km/km2 and the drainage pattern is more or less dendritic with elongated shape [32]. As per Mitra [31], the upstream and central part of the Basin has a forest cover interspersed with paddy fields along watercourses, 13.80% of the basin area is under forest while 53.90% is cultivated. 26.20% of the Basin area is not available for the cultivation and 6.10% is culturable waste.Location map of the study area.
(a)
(b)Geographically this basin is tropical; the Tropic of Cancer (23°30′E) is passing over the basin from West to East. The sea coast is located at least 220 km away from the Bay of Bengal, and somewhat extreme tropical climate is experienced here [34]. The average annual rainfall is 1400 mm of which the maximum occurs within the second week of June to September.During summer months, rainfall nearly exceeds 100 mm and it is even over 1500 mm during rainy months [32]. Geohydrologically, the total basin is divided into three types of geohydrological characteristics. First, the upper catchment of the Kunur River Basin is covered by hard rock, mainly Archaean formation with high grade metamorphic rocks of granite gneiss, commonly referred as “Bengal Gneiss.” Furthermore, middle portion consists of semiconsolidated formation of the Gondwana Sedimentaries and hard lateritic patches. Finally, the lower catchment area is mainly un-consolidated with new alluvial of the Ajay and Kunur floodplains [35]. As a result, maximum rainfalls in the upper and middle catchment area are turned into overland flow due to low infiltration capacity and make huge water pressure in the downstream channel of the Kunur River. To generate floods in the lower Ajay River Basin, discharge of the Kunur River Basin has played very important role to make a devastative form of these floods. Kunur River is an important tributary of the Ajay River and 33% area of lower Ajay River Basin (Area of Lower Ajay River Basin is 2816.25 km2 and 79.65% areas are flood affected entirely or partially [32].) is covered by this basin. Mukhopadhyay [32] stated that the lower Ajay River Basin has been suffering from floods since time immemorial. The major recorded flood years are 1956, 1959, 1970, 1971, 1973, 1978, 1984, 1995, 1999, 2000, 2005, and 2007. Unfortunately, there is no availability of hydrological data, apart from rainfall data of the Kunur Basin. Even though, there is no gauging station on the Kunur so that there is a lack of discharge data [31]. Figures 3(a) and 3(b) have given a clear idea about spatial pattern of floods in the lower Ajay River Basin and vulnerability of the Kunur River Basin. There are several causes behind generating havoc flood in the downstream area of the Kunur River: (i) gradual decreasing channel width of Kunur river towards the confluence point [30], (ii) huge sedimentation in the confluence zone disturbed the longitudinal profile/slope of the Kunur river [30], (iii) effluent condition of Kunur River and very good ground water potentiality (150 m3/hr) [35] (Figures 4(a) and 4(b)), (iv) high percentage of cumulative thickness of granular materials (86.50%; 160.0 meters within 185.0 metres bore hole), and high storage coefficient (5.2 × 10−4) [35], and (v) topographically depression in the right bank of the Ajay river [30]. All these cause pace overland flow of the Kunur Basin and high amount of discharge. As per Sing et al. [1], knowledge of peak discharge is essential for safe and economical planning and design of hydraulic structures. Therefore, to provide sustainable management of flood prone area in the lower Ajay River Basin, estimation of discharge data of the Kunur River is extremely required.Spatial pattern of floods in the lower Ajay River Basin (source: [32]).
(a)
(b)Subsurface water flow in the confluence zone of the Ajay and Kunur Rivers (source: [35]).
(a)
(b)


## 2.2. Method

The entire research work has carried out with four steps, that is, literature survey, field measurement, graphical representation, and discharge estimation using hydrological models and their quantitative analysis. Several journals, books, reports, and thesis have been reviewed carefully and different hydrological models have been chosen from there. Among them, three important models have been selected for the estimation of peak discharge of the Kunur River Basin. All three models have been used for their geomorphic perspective with GIS based calculation. In the first model,manning equation is applied for discharge estimation which works with in-stream channel geometry and texture of river bed. In the Second model, used model is Kinematic Wave Parameter (KWP) model is used, in which rainfall intensity, an important parameter for runoff generation of basin area, has been taken into consideration for discharge estimation. Monsoonal rainfall amount is the basic input for generating peak discharge and therefore rainfall data for the entire month September (30 days) of the year 2000 was used here. Year 2000 was a havoc flood year in the flood history of West Bengal. Lastly, SCS curve number method has been used for deals with land use character and soil hydrology, which are the important factors for making variation of runoff generation. Here, used rainfall data has been computed by River Research Institute, Kolkata, at the Illambazar gauge station, which is situated in the outside of Kunur Basin. But, the distance is only five kilometres from the northern edge of this basin (middle part) (Figure 7).


### 2.2.1.Manning Equation and Peak Discharge

As per Chow [33], Barnes Jr. [36], Benson and Dalrymple [37], Limerinos [38], Jarrett [39], and Summerfield [40] in case of limited field measurements and data availability for any river, Manning’s method is considered to be an accurate and reliable method for river discharge estimation. Hydraulic Radius is an important parameter in the manning equation. It is varying with the cross-sectional shapes (rectangular, circular, semicircular, trapezoidal, and triangular) of open channel. For calculating it also needs to use different mathematical equations or Pythagoras’ theorem. In the present study, channel of the Kunur River looks like a trapezoidal shape (Figure 6(a), Table 1). A trapezoidal open channel cross-section is shown in Figure 5 along with the parameters used to specify its size and shape. Those parameters are b, the bottom width; B, the width of the liquid surface; l, the wetted length measured along the sloped side; y, the liquid depth; and α, the angle of the sloped side from the vertical.Table 1
Calculation of hydraulic radius (Rh) of the study reach.
Site
Cross-section line
B
b
y
l
z
y
A
P
R
h
At outlet of Kunur River
A
B
56.3 m
34.4 m
6 m
14.4 m
21.9 m
272.1 m2
63.2 m
4.31 mFigure 5
Trapezoidal open channel cross-section (source: [41]).(a) Trapezoidal channel cross-section of the Kunur River; (b) bed-form characteristic with dunes and pool.
(a)
(b)Figure 7
Monsoonal hydrograph (September) of Kunur River Basin.The hydraulic radius for the trapezoidal cross-section is often expressed in terms of liquid depth, bottom width, and side slope (y, b, and z) as follows. The cross-sectional area (A) of flow = the area of the trapezoid =
(1)A=y(b+B)2=(y2)(b+B).
The wetted perimeter for trapezoidal cross-section is P=b+2l.Now, hydraulic radius of a trapezoidal cross-section is calculated by the following equation:Rh=A/P.The velocity of stream flow is influenced by the gradient, roughness, and cross-section form of a channel [42]. The manning equation is a more widely applied estimator which incorporates an index of channel bed roughness [40]. The Manning equation (v) defines the mean flow velocity (v) as
(2)v=k(Rh2/3×s1/2)n,
where k is a dimensionless constant (=1 in metric units and 1.46 in English units), Rh is the hydraulic radius (defined as the cross-section area divided by the wetted perimeter, but commonly approximated by mean channel depth), s is the longitudinal slope of channel, and n is the Manning roughness coefficient, another dimensionless number that defines the flow resistance of a unit of bed surface [43, 44]. This Manning roughness coefficient(n) is usually estimated from table values as given by Chow [33] or by comparison with photographs illustrating channels of known roughness [45] (Figure 6(b)). The assignment of roughness coefficients calculation in natural channels has been performed by different researchers [36, 46] comparing cross-sectional area, sand river profiles with photographs of typical river, and creek cross-sections or by means of empirical equations [47, 48]. As per Chow [33] the value range of Manning roughness coefficient (n) for the large channel (width > 30 m) with regular channel lacking boulders or vegetation is from 0.025 to 0.060. Alternatively, as per Simons and Richardson [45], if bedform is characterized with dunes it will be in the range of 0.018–0.035. In this river, the channel of both types of characteristics has been observed and therefore Manning roughness coefficient (n) was taken as 0.035 for applying in Manning equation.


### 2.2.2. Kinematic Wave Parameter (KWP) for Flow Velocity and Discharge Estimation

Runoff concentration for any river basin is dependent upon two interrelated systems, that is, the channel network and the hill slopes. The hill slopes control the production of storm water runoff which is treated as peak discharge when it reached at the basin outlet [49]. With considering these two systems Rodriguez-Iturbe et al. [50] had presented a kinematics wave relation for the estimation of flow velocity with using the flowing equation:
(3)VΩ=0.665αΩ0.6(irA)0.4,αΩ=SΩ0.5nB2/3,
where VΩ is flow velocity (m/s), ir is rain intensity (cm/h), A is drainage basin area (km2), SΩ is slope of main river in drainage basin outlet (%), n is Manning’s roughness coefficient, and B is mean flow width in outlet of drainage basin (m).


### 2.2.3. Effective Discharge Estimation

To estimate the effective discharge of any watershed, Rodriguez-Iturbe et al. [50] had used geomorphologic model and relations for preparing this equation:
(4)Qe=ir*A,
where Qe is effective discharge, ir is rainfall intensity (cm/h), and A is area of total basin. It is treated as the equilibrium discharge for any basin. Therefore, this equation is used here to quantify basic discharge capacity of Kunur River and to make a comparative analysis with the other three models to quantify their level of efficiency.


### 2.2.4. SCS Curve Number Method for Direct Runoff Estimation

The SCS curve number method is a simple, widely used, and efficient method for determining the approximate amount of runoff depth from a rainfall event in a particular area. For drainage basins, where no runoff has been measured, the curve number method can be used to estimate the depth of direct runoff from a measured rainfall amount over the study area. The SCS Curve Number Method was originally developed by the Soil Conservation Service [51, 52] for the management of water resource in the United States for agricultural development [33]. In this method, the following equation is used to calculate the direct runoff from any ungauged basin:
(5)Q=(P-0.2S)2(P+0.8S),
where Q is estimated direct runoff (mm), P is maximum storm rainfall within a day (mm), and S is the potential maximum retention. S can be calculated from CN value by this equation; that is, S=(25400/CN)-254 and CN value can be extracted from the table (see [33, Table 5.2.2, pp. 150]) value with weight index value (Table 4). After calculating the direct runoff or excess runoff from any basin (Q), to estimate the peak runoff rate (m3/s), the following equation should be used [33]:
(6)qp=0.208*(A*QTp),
where A is area of drainage basin (km2), Q is excess rainfall (mm), qp is peak runoff rate unit hydrograph (m3/s), and Tp is time to peak runoff unit hydrograph (h). In that equation, the only unknown parameter is time to peak (Tp). This can be estimated in terms of time of concentration (Tc). Relation between Tp and Tc is shown in this equation:
(7)Tp=0.7Tc.
To compute Tc value, Kirpich [53] developed this empirical equation:
(8)Tc=0.02L0.77S-0.385,
where Tc is time of concentration (min), L is maximum length of travel (m), and S is slope, that is equal to H/L, where H is the difference in elevation between the most remote point in the basin and the outlet. The parameters to estimate the time of concentration can be derived from the topographic maps. So, after estimating Tc, we can easily calculate Tp, and consequently the peak runoff rate (qp).


### 2.2.5. Models Calibration

To determine the level efficiency of predicted discharge data by indirect methods, it is very important to compare them with observed discharged data of the same river. But due to lack of observed discharged data of Kunur River, all three predicted discharged data have been compared with the estimated effective discharge which is taken as equilibrium discharged volume of the Kunur Basin using the following methods.Relative Mean Error (RME). Relative mean error relation could be used to determine the deviation between calculated peak discharge and observed peak discharge, and the following equation is used for that
(9)RME=1n∑REi,REi=[(Qop-Qcp)*100]Qop,
where REi is relative error percent for each of events, Qop is observed peak discharge, and Qcp is calculated peak discharge.Root of Mean Square Error (RMSE). Root of mean square error relevant to peak discharge is presented by
(10)RMSE=[1n(∑SEi)]1/2,SEi=(Qop-Qcp)2,
where SEi is relative error for each of events, Qop is Observed peak discharge, and Qcp is calculated peak discharge.The field surveys were conducted along river course from confluence towards upstream; six river cross-sections were surveyed to measure different parameters of channel geometry. The region has sparse elevations, which have been surveyed using GPS (Garmin eTrex 30). The river cross-sections were surveyed using Autolevel (Sokkia C410) with 2.5 mm standard deviation for one km double run leveling, and 100 metres tape, and 4 metres staff are also used for these surveys. The longitudinal slope and hydraulic radius have been calculated to determine flow velocity using manning’s equation and ASTER data has been also used to get slope factor using Global Mapper v14.0 software.


## 2.2.1.Manning Equation and Peak Discharge

As per Chow [33], Barnes Jr. [36], Benson and Dalrymple [37], Limerinos [38], Jarrett [39], and Summerfield [40] in case of limited field measurements and data availability for any river, Manning’s method is considered to be an accurate and reliable method for river discharge estimation. Hydraulic Radius is an important parameter in the manning equation. It is varying with the cross-sectional shapes (rectangular, circular, semicircular, trapezoidal, and triangular) of open channel. For calculating it also needs to use different mathematical equations or Pythagoras’ theorem. In the present study, channel of the Kunur River looks like a trapezoidal shape (Figure 6(a), Table 1). A trapezoidal open channel cross-section is shown in Figure 5 along with the parameters used to specify its size and shape. Those parameters are b, the bottom width; B, the width of the liquid surface; l, the wetted length measured along the sloped side; y, the liquid depth; and α, the angle of the sloped side from the vertical.Table 1
Calculation of hydraulic radius (Rh) of the study reach.
Site
Cross-section line
B
b
y
l
z
y
A
P
R
h
At outlet of Kunur River
A
B
56.3 m
34.4 m
6 m
14.4 m
21.9 m
272.1 m2
63.2 m
4.31 mFigure 5
Trapezoidal open channel cross-section (source: [41]).(a) Trapezoidal channel cross-section of the Kunur River; (b) bed-form characteristic with dunes and pool.
(a)
(b)Figure 7
Monsoonal hydrograph (September) of Kunur River Basin.The hydraulic radius for the trapezoidal cross-section is often expressed in terms of liquid depth, bottom width, and side slope (y, b, and z) as follows. The cross-sectional area (A) of flow = the area of the trapezoid =
(1)A=y(b+B)2=(y2)(b+B).
The wetted perimeter for trapezoidal cross-section is P=b+2l.Now, hydraulic radius of a trapezoidal cross-section is calculated by the following equation:Rh=A/P.The velocity of stream flow is influenced by the gradient, roughness, and cross-section form of a channel [42]. The manning equation is a more widely applied estimator which incorporates an index of channel bed roughness [40]. The Manning equation (v) defines the mean flow velocity (v) as
(2)v=k(Rh2/3×s1/2)n,
where k is a dimensionless constant (=1 in metric units and 1.46 in English units), Rh is the hydraulic radius (defined as the cross-section area divided by the wetted perimeter, but commonly approximated by mean channel depth), s is the longitudinal slope of channel, and n is the Manning roughness coefficient, another dimensionless number that defines the flow resistance of a unit of bed surface [43, 44]. This Manning roughness coefficient(n) is usually estimated from table values as given by Chow [33] or by comparison with photographs illustrating channels of known roughness [45] (Figure 6(b)). The assignment of roughness coefficients calculation in natural channels has been performed by different researchers [36, 46] comparing cross-sectional area, sand river profiles with photographs of typical river, and creek cross-sections or by means of empirical equations [47, 48]. As per Chow [33] the value range of Manning roughness coefficient (n) for the large channel (width > 30 m) with regular channel lacking boulders or vegetation is from 0.025 to 0.060. Alternatively, as per Simons and Richardson [45], if bedform is characterized with dunes it will be in the range of 0.018–0.035. In this river, the channel of both types of characteristics has been observed and therefore Manning roughness coefficient (n) was taken as 0.035 for applying in Manning equation.


## 2.2.2. Kinematic Wave Parameter (KWP) for Flow Velocity and Discharge Estimation

Runoff concentration for any river basin is dependent upon two interrelated systems, that is, the channel network and the hill slopes. The hill slopes control the production of storm water runoff which is treated as peak discharge when it reached at the basin outlet [49]. With considering these two systems Rodriguez-Iturbe et al. [50] had presented a kinematics wave relation for the estimation of flow velocity with using the flowing equation:
(3)VΩ=0.665αΩ0.6(irA)0.4,αΩ=SΩ0.5nB2/3,
where VΩ is flow velocity (m/s), ir is rain intensity (cm/h), A is drainage basin area (km2), SΩ is slope of main river in drainage basin outlet (%), n is Manning’s roughness coefficient, and B is mean flow width in outlet of drainage basin (m).


## 2.2.3. Effective Discharge Estimation

To estimate the effective discharge of any watershed, Rodriguez-Iturbe et al. [50] had used geomorphologic model and relations for preparing this equation:
(4)Qe=ir*A,
where Qe is effective discharge, ir is rainfall intensity (cm/h), and A is area of total basin. It is treated as the equilibrium discharge for any basin. Therefore, this equation is used here to quantify basic discharge capacity of Kunur River and to make a comparative analysis with the other three models to quantify their level of efficiency.


## 2.2.4. SCS Curve Number Method for Direct Runoff Estimation

The SCS curve number method is a simple, widely used, and efficient method for determining the approximate amount of runoff depth from a rainfall event in a particular area. For drainage basins, where no runoff has been measured, the curve number method can be used to estimate the depth of direct runoff from a measured rainfall amount over the study area. The SCS Curve Number Method was originally developed by the Soil Conservation Service [51, 52] for the management of water resource in the United States for agricultural development [33]. In this method, the following equation is used to calculate the direct runoff from any ungauged basin:
(5)Q=(P-0.2S)2(P+0.8S),
where Q is estimated direct runoff (mm), P is maximum storm rainfall within a day (mm), and S is the potential maximum retention. S can be calculated from CN value by this equation; that is, S=(25400/CN)-254 and CN value can be extracted from the table (see [33, Table 5.2.2, pp. 150]) value with weight index value (Table 4). After calculating the direct runoff or excess runoff from any basin (Q), to estimate the peak runoff rate (m3/s), the following equation should be used [33]:
(6)qp=0.208*(A*QTp),
where A is area of drainage basin (km2), Q is excess rainfall (mm), qp is peak runoff rate unit hydrograph (m3/s), and Tp is time to peak runoff unit hydrograph (h). In that equation, the only unknown parameter is time to peak (Tp). This can be estimated in terms of time of concentration (Tc). Relation between Tp and Tc is shown in this equation:
(7)Tp=0.7Tc.
To compute Tc value, Kirpich [53] developed this empirical equation:
(8)Tc=0.02L0.77S-0.385,
where Tc is time of concentration (min), L is maximum length of travel (m), and S is slope, that is equal to H/L, where H is the difference in elevation between the most remote point in the basin and the outlet. The parameters to estimate the time of concentration can be derived from the topographic maps. So, after estimating Tc, we can easily calculate Tp, and consequently the peak runoff rate (qp).


## 2.2.5. Models Calibration

To determine the level efficiency of predicted discharge data by indirect methods, it is very important to compare them with observed discharged data of the same river. But due to lack of observed discharged data of Kunur River, all three predicted discharged data have been compared with the estimated effective discharge which is taken as equilibrium discharged volume of the Kunur Basin using the following methods.Relative Mean Error (RME). Relative mean error relation could be used to determine the deviation between calculated peak discharge and observed peak discharge, and the following equation is used for that
(9)RME=1n∑REi,REi=[(Qop-Qcp)*100]Qop,
where REi is relative error percent for each of events, Qop is observed peak discharge, and Qcp is calculated peak discharge.Root of Mean Square Error (RMSE). Root of mean square error relevant to peak discharge is presented by
(10)RMSE=[1n(∑SEi)]1/2,SEi=(Qop-Qcp)2,
where SEi is relative error for each of events, Qop is Observed peak discharge, and Qcp is calculated peak discharge.The field surveys were conducted along river course from confluence towards upstream; six river cross-sections were surveyed to measure different parameters of channel geometry. The region has sparse elevations, which have been surveyed using GPS (Garmin eTrex 30). The river cross-sections were surveyed using Autolevel (Sokkia C410) with 2.5 mm standard deviation for one km double run leveling, and 100 metres tape, and 4 metres staff are also used for these surveys. The longitudinal slope and hydraulic radius have been calculated to determine flow velocity using manning’s equation and ASTER data has been also used to get slope factor using Global Mapper v14.0 software.


## 3. Result and Discussion

### 3.1. Calculation of Peak Bankfull Discharge UsingManning Equation

To begin this study, hydraulic radius has been calculated based on model for a trapezoidal cross-section. Table1 indicates that hydraulic radius of Kunur outlet section is 4.31 metres. Then, Manning’s equation has been applied to calculate the mean maximum bank discharge of the Kunur River at its mouth (Figure 2; Table 2). Finally, this manningequation based hydrological equation has estimated that maximum bank capacity of the Kunur River is 239.44 m3/s, which might be the peak discharge volume of this river.Table 2
Estimation of bankfull discharge during flood of the Kunur River at the outlet using manning equation.
Site
Cross-section line
Hydraulic radiusR (m)
Slope-m/m (S)
Manning roughness coefficient (n)
Manning equation (v m/s)
Cross-section area (CSA) =w·d (m2)
Discharge(Q=w·d·v) m3/s
At outlet of Kunur River
A
B
4.31
0.01
0.035
0.88
272.1
239.44


### 3.2. Kinematic Wave Parameter (KWP) for Flow Velocity and Discharge Estimation

After applying kinematic wave parameter equation on the Kunur River, the result is more likely similar to the previous estimation. Mean flow velocity of Kunur River at the outlet is 0.75 m/s and computed discharge is 204.08 m3/s (Table 3). Effective discharge of Kunur River Basin is 179.35 m3/s, which is the mean equilibrium discharge for this basin that is used here as observed discharge to calculate the model wise efficiency.Table 3
The required parameters for measurement flow velocity from kinematic wave parameter and discharge.
Rain intensity (cm/h)(ir)
Drainage basin area (km2)(A)
Slope of main river in drainage basin outlet (%) (SΩ)
Manning's roughness coefficient (n)
Mean flow width in outlet of drainage basin (m) (B)
Flow velocity (m/s)(VΩ) VΩ=0.665αΩ0.6(irA)0.4 αΩ=SΩ0.5/nB2/3
Cross-section area (CSA) =w·d (m2)
Discharge(Q=w·d·v) m3/s
0.0024
922.40
0.19
0.035
56.3
0.75
272.10
204.08Table 4
Compute the weighted curve number (CN) using table value (see Table  5.5.2, p.150 in [33]).
Hydrological soil group
Major land use and soil characteristics
Covering basin area (%)
CN
Product
A
Urban area with 50 to 75 % impervious land
3
49
147
B
Moderate infiltration rate with coarse texture land, pasture, and open scrap area
7
79
553
C
Low infiltration rate with fine sandy loam, dense forest, and degraded wood land
55
77
4235
D
Fine clay to silt soil with agricultural land
35
72
2520
Thus, weighted CN = 7455/100 = 74.55
Σ100
Σ7455


### 3.3. SCS Curve Number Method and Peak Discharge

Based on the hydrological soil group, the maximum area of Kunur watershed was observed to be under hydrological soil group C (55%) and followed by 35% of D, 7% of B, and 3% of group A. Similarly, the study area was identified into five major land use classes namely, agricultural land, dense to degradedSal forest, wasteland, settlement, and hard surface. The major portion of this watershed is under agricultural land. Curve number table of the Soil Conservation Service was used to determine the curve number of the watershed. By intersecting the land use map and soil map the curve number was assigned to the each combination of land use and soil type. Weighted value of CN was found out to be 74.55 for AMC II conditions. The daily rainfall data for entire month September in the year 2000 was collected and the weighted curve number of the watershed has been used for the estimation of directs runoff. The calculated direct runoff was found out to be 88.73 mm for monsoon season (19th September, highest one day rainfall, 160 mm) of the year 2000 which is approximately 17.30 percent of the total rainfall in the entire month September and 55.46% of that day (Table 8).Now, the potential maximum retention (S) can be easily calculated from the CN value, S=(25400/CN)-254. Therefore, S=86.71 and Q or accumulated runoff depth are 88.73 mm. Now, the runoff depth value can be used to estimate the peak runoff in cumec. After calculation the value is 146.52 m3/s (Table 5).Table 5
Calculation of peak runoff using SCS curve number method.
Potential maximum retention (S)
Maximum one day rainfall during strom (P)
Direct runoff or excess runoff (Q)
Area of the total basin (A)
Time of concentration (min) (Tc)
Time to peak runoff unit hydrograph (h) (Tp)
Peak runoff rate unit hydrograph (m3/s) (qp)
86.71 mm
160 mm
88.73 mm
922.40 km2
165.98
116.18
146.52As for as the factors of models are concerned, these can be applied and able to estimate discharge amount. In this section instead of results of each model, all the predicted data has been compared with effective discharge data, taking as observed discharge to determine the level of efficiency between three models (Table6). Error functions were calculated to determine precision of each model. Functions considered in this section are relative mean error (RME) and root of mean square error (RMSE). It is evident from the results that the kinematic wave parameter model has the minimum error among the study models with RME value of 13.79 and RMSE value of 24.73 (Table 7).Table 6
Calculated peak discharge (m3/s) from three models in Kunur River Basin.
Event time*
Effective discharge or observed discharged data (m3/s)
Estimated by manning equation model (m3/s)
Estimated by kinematic wave parameter (m3/s)
Estimated by SCS curve number method (m3/s)
19th of September, 2000
179.35
239.44
204.08
146.52
*Maximum one day rainfall 160 mm.Table 7
Comparison of study models in drainage basin with index of relative mean error (RME) and root of mean square error (RMSE).
Applied models
RME
RMSE
Manning equation
33.50
60.09
Kinematic wave parameter
13.79
24.73
SCS curve number
18.30
32.83Table 8
Monthly discharge estimation using SCS curve number method of Kunur River Basin.
Days (Sep., 2000)
Rainfall* (mm) orP
S (mm)
Q (mm)
% of rainfall
T
c
T
p
Discharge in m3/s (qp)
1
16
86.71
0.02
0.125
165.98
116.18
0.03
2
5
2.04
40.8
3.37
3
0
4.33
7.15
4
0
4.33
7.15
5
0
4.33
7.15
6
6
1.71
28.5
2.82
7
0
4.33
7.15
8
0
4.33
7.15
9
47
7.56
16.09
12.48
10
3
2.84
94.67
4.69
11
0
4.33
7.15
12
0
4.33
7.15
13
0
4.33
7.15
14
9
0.89
9.89
1.47
15
5
2.04
40.8
3.37
16
0
4.33
7.15
17
0
4.33
7.15
18
52
9.9
19.04
16.35
19
160
88.73
55.46
146.53
20
136
68.56
50.41
113.22
21
44
6.27
14.25
10.35
22
30
1.61
5.37
2.66
23
0
4.33
7.15
24
0
4.33
7.15
25
0
4.33
7.15
26
0
4.33
7.15
27
0
4.33
7.15
28
0
4.33
7.15
29
0
4.33
7.15
30
0
4.33
7.15
*Rainfall data computed by River Research Institute, Kolkata, in 2000.


### 3.4. Preparation of Monthly Hydrograph for Kunur River during Monsoon Period

In general, hydrograph of basins is a pictorial representation of water availability with temporal change. It is treated as basic component of river basin management, for better irrigation practices, dam construction, flood damage control, recreation, and so forth. To prepare the monthly hydrograph of the Kunur River, SCS curve number method has been used for its efficiency of runoff estimation. Same methodology has been followed here for each day of the entire month September (Table8), which was previously applied to estimate the peak discharge of the Kunur River for only the 19th of September for highest rainfall occurrence (160 mm).This hydrograph represents the relationship between rainfall occurrences and runoff generation. In the same way, basin area has the correlation value of 0.93 during September. The correlation coefficient 0.93 indicates a relatively strong relationship between the rainfall and runoff amounts for the selected episodes at the catchment scale. The polynomialR2 statistic indicates that the model explains 99.5% of the variability in the runoff amount. The major characteristic of this hydrograph is single extreme peak period the end of September generating highest discharge (146.53 m3/s) with direct runoff of 55.46% rainfall (Figure 7 and Table 8). This hydrograph peak is developed due to the sudden heavy and continuous rainfall during 18th to 22nd of September, 2000. As a result, a havoc flood condition was generated in the confluence zone of Ajay and Kunur Rivers [27, 32]. This hydrograph proved very good application for flood forecasting and management in the lower Ajay River Basin during the monsoon period as well as downstream area of Kunur Basin. As per Rudra and Mukhopadhyay [27, 32], the lower Ajay River Basin is frequently affected by havoc flood at the end of September to the mid of October month. This hydrograph also proved its comment about flood characteristic of the study area.There are several other hydrological models and methods of runoff and discharge estimation form ungauged basins. But, in this study, these three models have been applied for their geomorphic approach and worldwide acceptability for their easy and RS-GIS based application. Although there are some errors in these models, but the major objective of this study has been fulfilled. This study helps to get an approximate idea about the hydrological behavior of Kunur River during the heavy rainfall season. This research work helps to estimate the maximum channel capacity of the Kunur River Basin and may be applicable for other ungauged river basin and also helps to prepares monthly hydrograph for the selected period. The major findings of this work is that this basin has very good potentiality for water harvesting during the rainy seasons and it can reduced the flood probability of the month September by developing water bank for cultivation in the lean season. This research paper also demonstrates an approach to generate reliable discharge data for different vulnerable ungauged river basins in sense of draught prone and flood prone areas in the developing countries, particularly for India, where most of the middle and small sized watersheds have no discharge data. But these ungauged watersheds may have chance to form havoc flood event and economic losses for the surrounding settlements. Overall, these applications obviously provide the benefits for citations of hydrological information about this basin.


## 3.1. Calculation of Peak Bankfull Discharge UsingManning Equation

To begin this study, hydraulic radius has been calculated based on model for a trapezoidal cross-section. Table1 indicates that hydraulic radius of Kunur outlet section is 4.31 metres. Then, Manning’s equation has been applied to calculate the mean maximum bank discharge of the Kunur River at its mouth (Figure 2; Table 2). Finally, this manningequation based hydrological equation has estimated that maximum bank capacity of the Kunur River is 239.44 m3/s, which might be the peak discharge volume of this river.Table 2
Estimation of bankfull discharge during flood of the Kunur River at the outlet using manning equation.
Site
Cross-section line
Hydraulic radiusR (m)
Slope-m/m (S)
Manning roughness coefficient (n)
Manning equation (v m/s)
Cross-section area (CSA) =w·d (m2)
Discharge(Q=w·d·v) m3/s
At outlet of Kunur River
A
B
4.31
0.01
0.035
0.88
272.1
239.44


## 3.2. Kinematic Wave Parameter (KWP) for Flow Velocity and Discharge Estimation

After applying kinematic wave parameter equation on the Kunur River, the result is more likely similar to the previous estimation. Mean flow velocity of Kunur River at the outlet is 0.75 m/s and computed discharge is 204.08 m3/s (Table 3). Effective discharge of Kunur River Basin is 179.35 m3/s, which is the mean equilibrium discharge for this basin that is used here as observed discharge to calculate the model wise efficiency.Table 3
The required parameters for measurement flow velocity from kinematic wave parameter and discharge.
Rain intensity (cm/h)(ir)
Drainage basin area (km2)(A)
Slope of main river in drainage basin outlet (%) (SΩ)
Manning's roughness coefficient (n)
Mean flow width in outlet of drainage basin (m) (B)
Flow velocity (m/s)(VΩ) VΩ=0.665αΩ0.6(irA)0.4 αΩ=SΩ0.5/nB2/3
Cross-section area (CSA) =w·d (m2)
Discharge(Q=w·d·v) m3/s
0.0024
922.40
0.19
0.035
56.3
0.75
272.10
204.08Table 4
Compute the weighted curve number (CN) using table value (see Table  5.5.2, p.150 in [33]).
Hydrological soil group
Major land use and soil characteristics
Covering basin area (%)
CN
Product
A
Urban area with 50 to 75 % impervious land
3
49
147
B
Moderate infiltration rate with coarse texture land, pasture, and open scrap area
7
79
553
C
Low infiltration rate with fine sandy loam, dense forest, and degraded wood land
55
77
4235
D
Fine clay to silt soil with agricultural land
35
72
2520
Thus, weighted CN = 7455/100 = 74.55
Σ100
Σ7455


## 3.3. SCS Curve Number Method and Peak Discharge

Based on the hydrological soil group, the maximum area of Kunur watershed was observed to be under hydrological soil group C (55%) and followed by 35% of D, 7% of B, and 3% of group A. Similarly, the study area was identified into five major land use classes namely, agricultural land, dense to degradedSal forest, wasteland, settlement, and hard surface. The major portion of this watershed is under agricultural land. Curve number table of the Soil Conservation Service was used to determine the curve number of the watershed. By intersecting the land use map and soil map the curve number was assigned to the each combination of land use and soil type. Weighted value of CN was found out to be 74.55 for AMC II conditions. The daily rainfall data for entire month September in the year 2000 was collected and the weighted curve number of the watershed has been used for the estimation of directs runoff. The calculated direct runoff was found out to be 88.73 mm for monsoon season (19th September, highest one day rainfall, 160 mm) of the year 2000 which is approximately 17.30 percent of the total rainfall in the entire month September and 55.46% of that day (Table 8).Now, the potential maximum retention (S) can be easily calculated from the CN value, S=(25400/CN)-254. Therefore, S=86.71 and Q or accumulated runoff depth are 88.73 mm. Now, the runoff depth value can be used to estimate the peak runoff in cumec. After calculation the value is 146.52 m3/s (Table 5).Table 5
Calculation of peak runoff using SCS curve number method.
Potential maximum retention (S)
Maximum one day rainfall during strom (P)
Direct runoff or excess runoff (Q)
Area of the total basin (A)
Time of concentration (min) (Tc)
Time to peak runoff unit hydrograph (h) (Tp)
Peak runoff rate unit hydrograph (m3/s) (qp)
86.71 mm
160 mm
88.73 mm
922.40 km2
165.98
116.18
146.52As for as the factors of models are concerned, these can be applied and able to estimate discharge amount. In this section instead of results of each model, all the predicted data has been compared with effective discharge data, taking as observed discharge to determine the level of efficiency between three models (Table6). Error functions were calculated to determine precision of each model. Functions considered in this section are relative mean error (RME) and root of mean square error (RMSE). It is evident from the results that the kinematic wave parameter model has the minimum error among the study models with RME value of 13.79 and RMSE value of 24.73 (Table 7).Table 6
Calculated peak discharge (m3/s) from three models in Kunur River Basin.
Event time*
Effective discharge or observed discharged data (m3/s)
Estimated by manning equation model (m3/s)
Estimated by kinematic wave parameter (m3/s)
Estimated by SCS curve number method (m3/s)
19th of September, 2000
179.35
239.44
204.08
146.52
*Maximum one day rainfall 160 mm.Table 7
Comparison of study models in drainage basin with index of relative mean error (RME) and root of mean square error (RMSE).
Applied models
RME
RMSE
Manning equation
33.50
60.09
Kinematic wave parameter
13.79
24.73
SCS curve number
18.30
32.83Table 8
Monthly discharge estimation using SCS curve number method of Kunur River Basin.
Days (Sep., 2000)
Rainfall* (mm) orP
S (mm)
Q (mm)
% of rainfall
T
c
T
p
Discharge in m3/s (qp)
1
16
86.71
0.02
0.125
165.98
116.18
0.03
2
5
2.04
40.8
3.37
3
0
4.33
7.15
4
0
4.33
7.15
5
0
4.33
7.15
6
6
1.71
28.5
2.82
7
0
4.33
7.15
8
0
4.33
7.15
9
47
7.56
16.09
12.48
10
3
2.84
94.67
4.69
11
0
4.33
7.15
12
0
4.33
7.15
13
0
4.33
7.15
14
9
0.89
9.89
1.47
15
5
2.04
40.8
3.37
16
0
4.33
7.15
17
0
4.33
7.15
18
52
9.9
19.04
16.35
19
160
88.73
55.46
146.53
20
136
68.56
50.41
113.22
21
44
6.27
14.25
10.35
22
30
1.61
5.37
2.66
23
0
4.33
7.15
24
0
4.33
7.15
25
0
4.33
7.15
26
0
4.33
7.15
27
0
4.33
7.15
28
0
4.33
7.15
29
0
4.33
7.15
30
0
4.33
7.15
*Rainfall data computed by River Research Institute, Kolkata, in 2000.


## 3.4. Preparation of Monthly Hydrograph for Kunur River during Monsoon Period

In general, hydrograph of basins is a pictorial representation of water availability with temporal change. It is treated as basic component of river basin management, for better irrigation practices, dam construction, flood damage control, recreation, and so forth. To prepare the monthly hydrograph of the Kunur River, SCS curve number method has been used for its efficiency of runoff estimation. Same methodology has been followed here for each day of the entire month September (Table8), which was previously applied to estimate the peak discharge of the Kunur River for only the 19th of September for highest rainfall occurrence (160 mm).This hydrograph represents the relationship between rainfall occurrences and runoff generation. In the same way, basin area has the correlation value of 0.93 during September. The correlation coefficient 0.93 indicates a relatively strong relationship between the rainfall and runoff amounts for the selected episodes at the catchment scale. The polynomialR2 statistic indicates that the model explains 99.5% of the variability in the runoff amount. The major characteristic of this hydrograph is single extreme peak period the end of September generating highest discharge (146.53 m3/s) with direct runoff of 55.46% rainfall (Figure 7 and Table 8). This hydrograph peak is developed due to the sudden heavy and continuous rainfall during 18th to 22nd of September, 2000. As a result, a havoc flood condition was generated in the confluence zone of Ajay and Kunur Rivers [27, 32]. This hydrograph proved very good application for flood forecasting and management in the lower Ajay River Basin during the monsoon period as well as downstream area of Kunur Basin. As per Rudra and Mukhopadhyay [27, 32], the lower Ajay River Basin is frequently affected by havoc flood at the end of September to the mid of October month. This hydrograph also proved its comment about flood characteristic of the study area.There are several other hydrological models and methods of runoff and discharge estimation form ungauged basins. But, in this study, these three models have been applied for their geomorphic approach and worldwide acceptability for their easy and RS-GIS based application. Although there are some errors in these models, but the major objective of this study has been fulfilled. This study helps to get an approximate idea about the hydrological behavior of Kunur River during the heavy rainfall season. This research work helps to estimate the maximum channel capacity of the Kunur River Basin and may be applicable for other ungauged river basin and also helps to prepares monthly hydrograph for the selected period. The major findings of this work is that this basin has very good potentiality for water harvesting during the rainy seasons and it can reduced the flood probability of the month September by developing water bank for cultivation in the lean season. This research paper also demonstrates an approach to generate reliable discharge data for different vulnerable ungauged river basins in sense of draught prone and flood prone areas in the developing countries, particularly for India, where most of the middle and small sized watersheds have no discharge data. But these ungauged watersheds may have chance to form havoc flood event and economic losses for the surrounding settlements. Overall, these applications obviously provide the benefits for citations of hydrological information about this basin.


## 4. Conclusion

Across the globe, water resources and the water environment are under threat like never before. In this case, in river basins, everywhere, human activities have disrupted the natural hydrological and ecological regimes. Water supplies are not secured to billions of people worldwide. Flood risk is increasing and biodiversity is steadily decreasing due to the ongoing destruction of riparian ecosystems. At that moment, prediction of actuate amount of water resource for every small and large basins is absolutely essential for water planning. Prediction in ungauged basin (PUB) is one of the recent developmental strategies by the International Association of Hydrological Sciences (IAHS) for proper hydrological planning in basin-scale water and resource management. The channel geometry method is a simple and useful alternative method of estimating flood discharge compared with methods based upon catchment characteristics. Recently, application in-stream local level geomorphic study is an important and significant way for calculating hydrological behaviors of watershed with least error and cost. The study reveals that comparative study of alternative hydrological models provides flood estimates, which are adequate for the planning and design of various hydraulic structures and for flood frequency analysis.



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*Source: 214140-2013-12-28.xml*