GIS, REMOTE SENSING AND FIELD MEASUREMENTS FOR … · In India most of the watersheds up to 500km 2 geographical area can be classified as ungauged catchments. These watersheds have

12

th Esri India User Conference 2011

GIS, REMOTE SENSING AND

HYDROLOGICAL PAR

Anupam K Singh1

Professor, Department of Civil Engineering, 2

Senior Research Fellow, Department of Civil Engineering, 3

Graduate Student, Department of Civil Engineering,

Abstract:

In India most of the watersheds up to 500km

area can be classified as ungauged catchments. The

estimation of surface runoff from these catchments is not

only inaccurate, but impossible to understand the

catchment behavior and hydrological response to rainfall.

The hydrological response from each catchment helps in

flood routing vis-à-vis in flood modeling and flood

forecasting. In order to understand the hydrological

response a stream gauge network for a pilot catchment has

been established in Vare Khadi catchment. WL

automatic data logger sensors have been installed at three

locations for an area of 437km2 and river length of 48km.

Discharge measurements at Amli, Visdalia and Godsamba

sites have been carried out during monsoon period in 2010

and 2011 at 30sec time interval with an ac

0.0025%. The above river cross-sections and part of

catchment area have been surveyed using Trimble Geo

explorer XT global positioning system. The GPS point

elevation data has been combined with contour lines and

mass points obtained from topo-maps to produce a digital

elevation model (DEM) of 30m cell size in ArcGIS software

Hydrological parameters such as cross-section area, wetted

perimeter, hydraulic radius, flow velocity and longitudinal

slope have been calculated using Manning’s formula. A

hydrological model has been developed for depth

discharge calculation at given cross sections. The empirical

formulas of the form b

L )a(WQ = have been developed

for Visdalia and Godsamba. The depth-discharge empirical

formulas developed for discharge site Godsamba 2.62

Lg )13.25(WQ = and v (W77.21Q =

Visdalia site have been validated for showed good fit.

These depth-discharge relationships can be used for

predicting flood discharge in ungauged catchments.

(wc256)

Page 1 of 8

SENSING AND FIELD MEASUREMENTS FOR ESTIMATING

PARAMETERS IN UNGAUGED CATCHMENT

Anupam K Singh

1, S Sharma

2 U Vakharia

3

fessor, Department of Civil Engineering, Nirma University Ahmedabad

Senior Research Fellow, Department of Civil Engineering, Nirma University Ahmedabad

Graduate Student, Department of Civil Engineering, Nirma University Ahmedabad

ost of the watersheds up to 500km2 geographical

area can be classified as ungauged catchments. The

estimation of surface runoff from these catchments is not

only inaccurate, but impossible to understand the

catchment behavior and hydrological response to rainfall.

from each catchment helps in

vis in flood modeling and flood

forecasting. In order to understand the hydrological

response a stream gauge network for a pilot catchment has

been established in Vare Khadi catchment. WL-16

logger sensors have been installed at three

and river length of 48km.

a and Godsamba

sites have been carried out during monsoon period in 2010

and 2011 at 30sec time interval with an accuracy of

sections and part of

catchment area have been surveyed using Trimble Geo-

explorer XT global positioning system. The GPS point

elevation data has been combined with contour lines and

ps to produce a digital

in ArcGIS software.

section area, wetted

perimeter, hydraulic radius, flow velocity and longitudinal

slope have been calculated using Manning’s formula. A

hydrological model has been developed for depth-area-

discharge calculation at given cross sections. The empirical

have been developed

discharge empirical

discharge site Godsamba 2.32

L )(W for

Visdalia site have been validated for showed good fit.

discharge relationships can be used for

predicting flood discharge in ungauged catchments.

About the Author:

Dr.-Ing. Anupam K Singh, Ph. D

Dr.-Ing. Anupam K Singh is working as Professor in

Civil Engineering Department, Nirma University

Ahmedabad. He holds a PhD and master

Civil Engineering from University of Karlsruhe (TH)

Germany, and has more than 2

professional experience in water, infrastructure and

geomatics. Dr Singh has worked on 7

and consulting projects funded by EU, DFID, GTZ,

Government of India, and USAID.

5-dozens of publications in journals, conferences

and technical notes on hydrological modeling, flood

forecasting, irrigation, climate change, and urban

infrastructure planning.

Dr Singh is Editorial board of

Associate Editor of IJWR&EM, reviewer of almos

dozen journals. He has been awarded with the

engineering college faculty award

(2009), INFAS best poster award (2008), SIWI best

poster award (2002), and numerous fellowships

from Germany, Japan, Poland and India.

E mail ID: [email protected]

Contact No: +91 – 2717- 241912 ext 552

IELD MEASUREMENTS FOR ESTIMATING

AMETERS IN UNGAUGED CATCHMENT

irma University Ahmedabad

irma University Ahmedabad

Ing. Anupam K Singh is working as Professor in

Civil Engineering Department, Nirma University

olds a PhD and master’s degree in

Civil Engineering from University of Karlsruhe (TH)

more than 2-decades of

professional experience in water, infrastructure and

geomatics. Dr Singh has worked on 7-large research

and consulting projects funded by EU, DFID, GTZ,

Government of India, and USAID. He has more than

ons in journals, conferences

and technical notes on hydrological modeling, flood

forecasting, irrigation, climate change, and urban

of few journals incl.

reviewer of almost 1-

dozen journals. He has been awarded with the best

award for Gujarat State

INFAS best poster award (2008), SIWI best

poster award (2002), and numerous fellowships

from Germany, Japan, Poland and India.

[email protected],

241912 ext 552

12


Introduction

In India most of the watersheds up to 500km

2 geographical area can be classified as ungauged catchments. These watersheds

have no past data records on depth-discharge or rainfall

discharge estimation for ungauged catchments, which

at el. (2004) for research study in Yangtza River, China have estimated hydrological parameters and developed a stage

rating curve using very high resolution quickbird-2 sa

two sites viz. Hankou (1.488x106 km

2 area) and Luoshan (1.296x10

used satellite based surface water and ocean topograph

such as Brahmaputra. The authors calculated river cross

produce discharge. Manning’s equation has been in continuou

(2011) used Manning’s formula for real-time river stage forecasting. They considered Minjiang and Fuchun rivers for analysis and

found good correction in real time discharge than river sta

The use of remote sensing and GIS for hydrological parameters estimation has increased considerably in recent years. The

method developed by Zhang et al (2004) has been used on quickbird

obtained show an average error of 9% which can be considered significantly low against results from ungauged basins. The

authors attributed these errors as a result of quickbird

Maghrebi at el. (2010) and Rahimpour el al. (2006) has developed stage

measurement in open channel through current meter data. Maghrebi at el. (2010) produced isovel contours for estimation of

discharge using a single point measurement. They worked with acoustic Doppler current profiler for measuring velocity profiles

and then calculating the discharge. The discharge results thus obtained from field measurements have better accuracy as again

satellite data. However, it is not possible to measure all hydrological parameters in field at each and every location. Therefore,

remote sensing and GIS technology overweight field measurements.

In this paper effort has been made to estimate hydrological parameters using

The research objective was to establish depth-area

at ungauged sites. The methodology has been applied for a pilot watershed Vare

Study Area

Tapi basin covers a geographical area of 65145 km2 and is the second largest India’s westward draining Inter

Arabian Sea. Basin covers three states having an area of 51504 km2 in Mahar

km2 in the Gujarat. The Tapi river basin can be classified in three zones, viz. Upper Tapi basin, Middle Tapi Basin, and Lowe

Basin (LTB). The area between Ukai Dam to Arabian Sea has been considered as LT

along with tens of small towns and villages along the river course. The Surat and Hazira twin cities are almost 106km

downstream of Ukai Dam, and have been affected by recurrence floods. One among the major ca

early peak discharge from various tributaries such as Vare khadi, Anjana khadi, Serul khadi, Mau khadi, and Gal khadi. Theref

Vare kadi watershed has been considered as pilot project for establishment of hydro

Vare khadi watershed a tributary of Tapi river located 40km upstream of Surat city near Mandvi has been a pilot project area

(refer Figure 1). The geographic coordinates of the study area are 21

right corners. The main river has 48km length and occupying geographical area of 437km

including an urban centre Zankhwaw, 150 rural villages, two storage reservoirs (Amli as major and Issar as minor).

reservoir storage capacity of Amli dam has been 37.54 million

created through building a dam. The Amli dam is mainly used for irrigation post

season. The right bank canal from Kakrapar weir located 30km upstream passes through vare khadi watershed which has around

76km2 irrigation command area.

The Landsat 7ETM+ satellite derived land cover categories in the watershed has been built

(29%), fellow (14%), water bodies (2%) and waste land (20%) as derived by Singh et al (2011). The field derived soil type and

Page 2 of 8

geographical area can be classified as ungauged catchments. These watersheds

discharge or rainfall-runoff relationship process. Research literature cites few methods on

discharge estimation for ungauged catchments, which required determination of physical characteristics of a catchment. Zhang

at el. (2004) for research study in Yangtza River, China have estimated hydrological parameters and developed a stage

2 satellite images. Empirical equations for depth-discharge were developed for

area) and Luoshan (1.296x106 km

2 area). Woldemichael et al. (2010) in their research work

used satellite based surface water and ocean topography (SWOT) data for estimation of water elevation for large braided river

. The authors calculated river cross-section using bathymetry data and Manning’s roughness coefficient to

produce discharge. Manning’s equation has been in continuous use from estimating river stage-discharge forecasting. Bao et al.

time river stage forecasting. They considered Minjiang and Fuchun rivers for analysis and

found good correction in real time discharge than river stage forecasting.


method developed by Zhang et al (2004) has been used on quickbird-2 satellite data products for large river basins.


authors attributed these errors as a result of quickbird-2 derived river channel geometry. In the research work carried by

Maghrebi at el. (2010) and Rahimpour el al. (2006) has developed stage-discharge curve by using fixed


single point measurement. They worked with acoustic Doppler current profiler for measuring velocity profiles

and then calculating the discharge. The discharge results thus obtained from field measurements have better accuracy as again

wever, it is not possible to measure all hydrological parameters in field at each and every location. Therefore,

remote sensing and GIS technology overweight field measurements.

In this paper effort has been made to estimate hydrological parameters using part field measurements and part GIS technique.

area-discharge relationship for gauged points and apply the parameters prediction

at ungauged sites. The methodology has been applied for a pilot watershed Vare Khadi in lower Tapi basin in western India.

Tapi basin covers a geographical area of 65145 km2 and is the second largest India’s westward draining Inter

Arabian Sea. Basin covers three states having an area of 51504 km2 in Maharashtra, 9804 km2 in Madhya Pradesh, and 3837

km2 in the Gujarat. The Tapi river basin can be classified in three zones, viz. Upper Tapi basin, Middle Tapi Basin, and Lowe

Basin (LTB). The area between Ukai Dam to Arabian Sea has been considered as LTB, mainly occupying Surat and Hazira twin city


downstream of Ukai Dam, and have been affected by recurrence floods. One among the major cause of flood in LTB attributes to

early peak discharge from various tributaries such as Vare khadi, Anjana khadi, Serul khadi, Mau khadi, and Gal khadi. Theref

Vare kadi watershed has been considered as pilot project for establishment of hydro-meteorological network.


(refer Figure 1). The geographic coordinates of the study area are 21014'N 73

007'E to 21

030'N 73

030'E as lower

right corners. The main river has 48km length and occupying geographical area of 437km2. The watershed has important features

including an urban centre Zankhwaw, 150 rural villages, two storage reservoirs (Amli as major and Issar as minor).

reservoir storage capacity of Amli dam has been 37.54 million-m3 while Issar has very limited capacity. The dam storage has been

created through building a dam. The Amli dam is mainly used for irrigation post-monsoon and flood control during


The Landsat 7ETM+ satellite derived land cover categories in the watershed has been built-up (4%), agriculture (32%), forest

(29%), fellow (14%), water bodies (2%) and waste land (20%) as derived by Singh et al (2011). The field derived soil type and

geographical area can be classified as ungauged catchments. These watersheds

runoff relationship process. Research literature cites few methods on

required determination of physical characteristics of a catchment. Zhang

at el. (2004) for research study in Yangtza River, China have estimated hydrological parameters and developed a stage-discharge

discharge were developed for

area). Woldemichael et al. (2010) in their research work

y (SWOT) data for estimation of water elevation for large braided river

section using bathymetry data and Manning’s roughness coefficient to

discharge forecasting. Bao et al.

time river stage forecasting. They considered Minjiang and Fuchun rivers for analysis and


2 satellite data products for large river basins. The results


2 derived river channel geometry. In the research work carried by

discharge curve by using fixed-point velocity


single point measurement. They worked with acoustic Doppler current profiler for measuring velocity profiles

and then calculating the discharge. The discharge results thus obtained from field measurements have better accuracy as against

wever, it is not possible to measure all hydrological parameters in field at each and every location. Therefore,

part field measurements and part GIS technique.

discharge relationship for gauged points and apply the parameters prediction

Khadi in lower Tapi basin in western India.

Tapi basin covers a geographical area of 65145 km2 and is the second largest India’s westward draining Inter-state River in

ashtra, 9804 km2 in Madhya Pradesh, and 3837

km2 in the Gujarat. The Tapi river basin can be classified in three zones, viz. Upper Tapi basin, Middle Tapi Basin, and Lower Tapi

B, mainly occupying Surat and Hazira twin city


use of flood in LTB attributes to

early peak discharge from various tributaries such as Vare khadi, Anjana khadi, Serul khadi, Mau khadi, and Gal khadi. Therefore,

ogical network.


30'E as lower left and upper

. The watershed has important features

including an urban centre Zankhwaw, 150 rural villages, two storage reservoirs (Amli as major and Issar as minor). The estimated

while Issar has very limited capacity. The dam storage has been

monsoon and flood control during-monsoon


(4%), agriculture (32%), forest

(29%), fellow (14%), water bodies (2%) and waste land (20%) as derived by Singh et al (2011). The field derived soil type and soil

12


texture analysis for 32 samples analyzed in laboratory classify the watershed into two hydro

al, 2011). The estimated monsoon season annual rainfall has been 1376mm, minimum and maximum temperature of 22°C and

40°C respectively. The relative humidity values in the watershed have been 89% and 32% as maximum and

As described earlier, quick flood response from Vare khadi watershed has been a problem leading to floods in low laying areas

near Wareli village at the confluence of Vare khadi and Tapi River. The August 2006 flood in Surat and Hazira t

attributed to quick response from major sub-watersheds/ tributaries resulting 300 people being killed and US$ 4.5 billion value

property damage (Singh et al, 2009).

Fig:1 – Varekhadi a tributary of Tapi River along with

estimation

Sub-watershed boundary and discharge gauge locations

Methodology

To understand watershed response for rainfall and route the river discharge, Vare khadi was considered as pilot watershed for

installation of hydro-meteorological network. Three discharge locations have been selected for installation of automatic water

level sensors keeping in mind, the all-weather site accessibility, firm structures in rocky geology, not having transverse slope, on

downstream of bridge peer, and away from wind and wave turbulence. The automatic water level sensors WL

Water USA have been procured and installed at three discharge sites viz.

N21021'), and Ghodsamba (E73

013' N21

016'). The hydrological parameters for three gauged sites can be determined based on

the following methodology. It consists of four steps viz.

surveys and field measurements, and discharge estimation using Manning’s equation. The methodological procedure for

computation of sub-watershed discharges at above locations has been depicted as flow chart in Figure 2.

3.1 Geo database creation

The ArcGIS 9.2 has been used for database creation and GIS analysis.

created using topological maps, remote sensing images and field surveys. Topographical maps at 1:50000 scales were collated

from Survey of India. The topo-maps have been geo

contours, level points, streams, and watershed boundary. Landsat 7ETM+ satellite image of 21 Nov 2001 has been used for

classification of land use and land cover classes in the watershed

system (GPS) has been used for carrying out field surveys along the river channel and data sparse regions in the watershed. A

digital elevation model (DEM) for 15m cell size and 2.5m vertical accuracy for Vare khadi has been generated. The accuracy

assessment carried on DEM for selected locations shows

Page 3 of 8

texture analysis for 32 samples analyzed in laboratory classify the watershed into two hydrological soil groups B and C (Singh et


40°C respectively. The relative humidity values in the watershed have been 89% and 32% as maximum and


near Wareli village at the confluence of Vare khadi and Tapi River. The August 2006 flood in Surat and Hazira t

watersheds/ tributaries resulting 300 people being killed and US$ 4.5 billion value

along with Fig:2 – Research methodology adopted for discharge

boundary and discharge gauge locations in Varekhadi watershed


meteorological network. Three discharge locations have been selected for installation of automatic water

weather site accessibility, firm structures in rocky geology, not having transverse slope, on

downstream of bridge peer, and away from wind and wave turbulence. The automatic water level sensors WL

USA have been procured and installed at three discharge sites viz. Amli dam (E73023' N21

023'), Visdaliya (E73

The hydrological parameters for three gauged sites can be determined based on

logy. It consists of four steps viz. geo-database development, establishment of hydrological network, land


harges at above locations has been depicted as flow chart in Figure 2.

The ArcGIS 9.2 has been used for database creation and GIS analysis. The geo-database for Vare khadi watershed has been

remote sensing images and field surveys. Topographical maps at 1:50000 scales were collated

maps have been geo-reference, digitized and assigned attribute properties for themes such as

ershed boundary. Landsat 7ETM+ satellite image of 21 Nov 2001 has been used for

classification of land use and land cover classes in the watershed in ENVI softaware. Trimble Geo-explorer XT global positioning

ld surveys along the river channel and data sparse regions in the watershed. A


assessment carried on DEM for selected locations shows a good fit and has been in coherence with actual elevation values. The

logical soil groups B and C (Singh et


40°C respectively. The relative humidity values in the watershed have been 89% and 32% as maximum and minimum limits.


near Wareli village at the confluence of Vare khadi and Tapi River. The August 2006 flood in Surat and Hazira towns has been

watersheds/ tributaries resulting 300 people being killed and US$ 4.5 billion value

Research methodology adopted for discharge


meteorological network. Three discharge locations have been selected for installation of automatic water

weather site accessibility, firm structures in rocky geology, not having transverse slope, on

downstream of bridge peer, and away from wind and wave turbulence. The automatic water level sensors WL-16U from Global

23'), Visdaliya (E73019'

The hydrological parameters for three gauged sites can be determined based on

database development, establishment of hydrological network, land


database for Vare khadi watershed has been

remote sensing images and field surveys. Topographical maps at 1:50000 scales were collated

reference, digitized and assigned attribute properties for themes such as

ershed boundary. Landsat 7ETM+ satellite image of 21 Nov 2001 has been used for

explorer XT global positioning

ld surveys along the river channel and data sparse regions in the watershed. A


a good fit and has been in coherence with actual elevation values. The

12


DEM has been considered as basis for delineation of sub

extracted DEM for Varekhadi watershed along with streams has been

Fig. 3 Development of Digital Elevation Model (DEM) at

15m cell size superimposed by stream network

3.2 Installation of Stream Gauge Sensors

Vare khadi has no discharge measurement gauging station and is classified as ungauged watershed. This is being a remote

location it has been proposed to install automatic sensors with data logger capabilities. WL

cable from Global Water USA were procured and installed in field during June 2010. The sensor has 0.1mm measurement

accuracy, and can record 10 reading per second. Three discharge sites viz. Amli, Visdalia and Godsamba have been selected as

marked in Figure 1, and considering the site selection criteria as listed under methodology.

It was decided to collect discharge data from all the stations at a time interval of 30sec. The data logger at other end of s

cable can store up to 80,000 values, which can be import

output data has standard spread sheet format as *.csv (

window-XP compatible water level logger software. Figure 3 de

installed sensor on bridge peer. The output file can be imported in Microsoft excel or ASCII format for further analysis. The

output can be further imported in major hydrological models for ra

Fig. 4 WL-16U SENSOR, Data Import process on

differential level Laptop and SENSOR installed on bridge peer

Page 4 of 8

DEM has been considered as basis for delineation of sub-watersheds boundary, sub-watershed areas and river slopes. The

rekhadi watershed along with streams has been shown in Figure–3.

evelopment of Digital Elevation Model (DEM) at

15m cell size superimposed by stream network in ArcGIS


location it has been proposed to install automatic sensors with data logger capabilities. WL-16U stream gauge sensors of 25m

Global Water USA were procured and installed in field during June 2010. The sensor has 0.1mm measurement


nsidering the site selection criteria as listed under methodology.

It was decided to collect discharge data from all the stations at a time interval of 30sec. The data logger at other end of s

cable can store up to 80,000 values, which can be imported in laptop computer by connecting through a USB type

output data has standard spread sheet format as *.csv (comma separated by values) and output is acquired in excel format using

XP compatible water level logger software. Figure 3 depicts the WL-16U sensor, data import through computer, and

installed sensor on bridge peer. The output file can be imported in Microsoft excel or ASCII format for further analysis. The

output can be further imported in major hydrological models for rainfall-runoff modeling.

16U SENSOR, Data Import process on Fig. 5 Field survey measurement using

Laptop and SENSOR installed on bridge peer and GPS in Varekhadi.

watershed areas and river slopes. The


16U stream gauge sensors of 25m

Global Water USA were procured and installed in field during June 2010. The sensor has 0.1mm measurement


It was decided to collect discharge data from all the stations at a time interval of 30sec. The data logger at other end of sensor

ed in laptop computer by connecting through a USB type-B cable. The

) and output is acquired in excel format using

16U sensor, data import through computer, and

installed sensor on bridge peer. The output file can be imported in Microsoft excel or ASCII format for further analysis. The data

Fig. 5 Field survey measurement using

and GPS in Varekhadi.

12


3.3 Field survey and measurements over cross section of the river

Global positioning system (GPS) having sub-meter accuracy was used for carrying out field surveys. The field surveys were

conducted along river course and across the selected river cross

surveyed using GPS having 2.5m vertical accuracy. The river cross sections were surveyed using differential

vertical accuracy. The differential leveling has been aimed to achieve the enhanced accuracy in

levels obtained from differential-leveling were integrated into levels for generation of DEM.

The survey findings from river cross-sections have been employed for development of stage

stage-discharge curves. It was possible to analyze the longitudinal slope between discharge stations.

hydraulic radius have been calculated for each section to determine flow velocity based on Manning’s equation. The glimpse of

field surveys using differential-level and GPS are depicted in Figure 5.

The field data collection survey has been carried out for

reference levels (RL’s) have been plotted for both stations; they are plotted at 3m horizontal interval with chainage on X

Both the river cross-sections and chainage are depicted in Fi

Visdalia and 48 points for Godsamba stations were drawn. The river width at Visdalia and Godsamba cross

as 35m and 45m respectively.

Fig. 6 (a) River Cross – section at gauge site Visdaliya

Godsamba

3.4 Discharge Estimation

Literature cites several flow estimation methods for ungauged catchments viz. rational method, SCS

cook’s method, Manning’s method, and unit hydrograph method. Given the limited field measurements and data availability

Manning’s method has been found to be accurate and reliable for discharge estimation. Based on the watershed prope

physical conditions, it was decided to use Manning’s method.

Let us assume that hydraulic radius Rh [m] and longitudinal slope

calculated using Manning’s equation;

2132 .1

SRn

Vh

=

Where, the term n is manning’s roughness coefficient. The equivalent hydraulic radius for a trapezoidal cross

calculated using equation (2) as given below;

P

ARh=

Page 5 of 8

over cross section of the river

meter accuracy was used for carrying out field surveys. The field surveys were

conducted along river course and across the selected river cross-sections. The regions having sparse elevations have been

surveyed using GPS having 2.5m vertical accuracy. The river cross sections were surveyed using differential

vertical accuracy. The differential leveling has been aimed to achieve the enhanced accuracy in cross-section. The cross

leveling were integrated into levels for generation of DEM.

sections have been employed for development of stage-area, stage

discharge curves. It was possible to analyze the longitudinal slope between discharge stations. The longitudinal slope and

lic radius have been calculated for each section to determine flow velocity based on Manning’s equation. The glimpse of

level and GPS are depicted in Figure 5.

The field data collection survey has been carried out for Visdalia and Godsamba using differential level. The cross

reference levels (RL’s) have been plotted for both stations; they are plotted at 3m horizontal interval with chainage on X

sections and chainage are depicted in Figure 6 (a) and (b) respectively. In total 40 chainage points for

Visdalia and 48 points for Godsamba stations were drawn. The river width at Visdalia and Godsamba cross

section at gauge site Visdaliya Fig. 6 (b) River Cross – section at gauge site

Literature cites several flow estimation methods for ungauged catchments viz. rational method, SCS-curve number method,


Manning’s method has been found to be accurate and reliable for discharge estimation. Based on the watershed prope

physical conditions, it was decided to use Manning’s method.

[m] and longitudinal slope S [1:n] are know, the mean flow velocity

is manning’s roughness coefficient. The equivalent hydraulic radius for a trapezoidal cross

1

2

meter accuracy was used for carrying out field surveys. The field surveys were

aving sparse elevations have been

surveyed using GPS having 2.5m vertical accuracy. The river cross sections were surveyed using differential-level having 0.5mm

section. The cross-section

area, stage-area-perimeter and

The longitudinal slope and

lic radius have been calculated for each section to determine flow velocity based on Manning’s equation. The glimpse of

Visdalia and Godsamba using differential level. The cross-section

reference levels (RL’s) have been plotted for both stations; they are plotted at 3m horizontal interval with chainage on X-axis.

gure 6 (a) and (b) respectively. In total 40 chainage points for

Visdalia and 48 points for Godsamba stations were drawn. The river width at Visdalia and Godsamba cross-section was observed

section at gauge site

curve number method,


Manning’s method has been found to be accurate and reliable for discharge estimation. Based on the watershed properties and

[1:n] are know, the mean flow velocity V [m/s] can be

is manning’s roughness coefficient. The equivalent hydraulic radius for a trapezoidal cross-section can be

12


Where, the terms cross-section area A [m2] and wetted perimeter

discharge at an open channel having known cross

product of both. Thus, discharge Q at given cross-

follows;

A.V=Q

Therefore, several parameters for discharge calculation s

using field surveys and measurements for both sites.

Results

The water level data at 2-gauging sites viz. Visdalia and Godsamba have been collected during June

sections at both locations were surveyed using GPS and differential

stations has been established and equations been developed. The polynomial trend line for both stations shows very good fit

having root mean square error (R2) in the range of 0.9953 and 0.9989 for Visdalia and Godsamba respectively. The depth

curves and associated equations for both stations are depicted in Figure 7(a) and (b).

Manning’s equation as given in equation (1) has been used to calculate the flow velocity at each station. The flow velocity f

to be varying and has been in the range of 1.32

velocity has been in upper range as compared to normal river velocity. It has to be noted that flow velocity increases with

increase in river depth, resulting in increased discharge

velocity, and has been found in the range of 29.50

and (b)). The root mean square error (R2) for both stations

equations developed for each discharge stations are given below as equation (4)

Godsamba;

2.32

Lv )(W77.21Q =

2.62

Lg )13.25(WQ =

Fig. 7(a) Depth – Area Curve for Visdaliya

Page 6 of 8

] and wetted perimeter P [m] are for equivalent trapezoidal cross

discharge at an open channel having known cross-section area A [m2] and mean flow velocity V [m/s] can be expressed as

-section [m3/s] for Visdalia or Godsamba can be calculated from equation (3) as

Therefore, several parameters for discharge calculation such as A, P, Rh, and S are derived from the database developed in GIS

using field surveys and measurements for both sites.

gauging sites viz. Visdalia and Godsamba have been collected during June-Sept 2010. The river cross

sections at both locations were surveyed using GPS and differential-leveling. Later the depth-area relationship at both discharge


) in the range of 0.9953 and 0.9989 for Visdalia and Godsamba respectively. The depth

nd associated equations for both stations are depicted in Figure 7(a) and (b).

Manning’s equation as given in equation (1) has been used to calculate the flow velocity at each station. The flow velocity f

2-1.71m/s for Visdalia and 1.63-2.32m/s for Godsamba. This shows that flow


increase in river depth, resulting in increased discharge. The river discharge at both locations has been calculated for every

velocity, and has been found in the range of 29.50-67.47m3/s for Visdalia and 65.52-162.65m

3/s for Godsamba (refer Figure 8(a)

) for both stations has been in the same range like depth-area relationship. The empirical

equations developed for each discharge stations are given below as equation (4) Qv for Visdalia and equation (5)

Area Curve for Visdaliya Fig. 7(b) Depth – Area Curve for Godsamba

3

4

5

[m] are for equivalent trapezoidal cross-section. The

[m/s] can be expressed as

/s] for Visdalia or Godsamba can be calculated from equation (3) as

uch as A, P, Rh, and S are derived from the database developed in GIS

Sept 2010. The river cross-

area relationship at both discharge


) in the range of 0.9953 and 0.9989 for Visdalia and Godsamba respectively. The depth-area

Manning’s equation as given in equation (1) has been used to calculate the flow velocity at each station. The flow velocity found

2.32m/s for Godsamba. This shows that flow


. The river discharge at both locations has been calculated for every

/s for Godsamba (refer Figure 8(a)

area relationship. The empirical

for Visdalia and equation (5) Qg for

Area Curve for Godsamba

12


Fig. 8(a) Stage – Discharge Curve for Visdaliya

The inter-gauge relationship between Visdalia an upstream station at 85m RL and Godsamba a downstream station at 35m RL

has been studied. Both the stations are located 17km apart where discharge measurements are being carried out since June

2010. It has been estimated that time to flow for various stage levels have been in the range of 1.30hours to 2.32hours

depending upon flow velocity. The actual measurements are depicted in Figure 9 below as light dotted line (Visdalia) and dark

line (Godsamba).

Fig. 9 Gauge inter

Godsamba measurement stations (x

Time and y

Conclusion

The methodology presented above provides possibility of discharge

limited field measurements. This research paper demonstrates an approach to generate reliable stage

perimeter and stage-discharge curves to understand the hydrological behavior of su

estimating the flood response, flood routing time and hydrological process between two stations. Therefore, the future resear

scope will be to provide reliable and accurate flood forecasts at selected stations in

can be very well justified in estimating flood discharge and flood routing. It is believed that approach offers capability to

reproduce complex stage-discharge relationship for small rural sub

Page 7 of 8

Discharge Curve for Visdaliya Fig. 8(b) Stage – Discharge

gauge relationship between Visdalia an upstream station at 85m RL and Godsamba a downstream station at 35m RL


stimated that time to flow for various stage levels have been in the range of 1.30hours to 2.32hours


Fig. 9 Gauge inter-relationship between Visdaliya and

Godsamba measurement stations (x- axis represents

Time and y – axis represents stage)

The methodology presented above provides possibility of discharge estimation in ungauged or poorly gauged watersheds under

limited field measurements. This research paper demonstrates an approach to generate reliable stage

discharge curves to understand the hydrological behavior of sub-watersheds. This approach has helped in

estimating the flood response, flood routing time and hydrological process between two stations. Therefore, the future resear

scope will be to provide reliable and accurate flood forecasts at selected stations in Vare khadi. The use of Manning’s equation


discharge relationship for small rural sub-watersheds.

Discharge Curve for Godsamba

gauge relationship between Visdalia an upstream station at 85m RL and Godsamba a downstream station at 35m RL


stimated that time to flow for various stage levels have been in the range of 1.30hours to 2.32hours


estimation in ungauged or poorly gauged watersheds under

limited field measurements. This research paper demonstrates an approach to generate reliable stage-area, stage-area-

watersheds. This approach has helped in

estimating the flood response, flood routing time and hydrological process between two stations. Therefore, the future research

Vare khadi. The use of Manning’s equation


12


References:

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Journal of Hydrologic Engineering. Submitted August 31, 2010; accepted June 10, 2011.

2. Singh A K, Sharma S, Jain A O, 2011, Mapping and Prediction of surface Run

ISG2011 Ajmer, 3-5 Feb 2011.

3. Singh A K, Sharma S, 2010, Assessment of SLC

India , Proceeding GRID2010, Lonavala, 1

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Earth Syst. Sci., 14, 2011–2022, 2010.

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off using SCS CN Method, Proceedings

off Landsat 7ETM+ images for Land use mapping in Lower Tapi Basin,

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Water Classification and

Borne Estimation of Discharge for Braided Rivers: A Case Study of the

Water Classification and Manning’s Roughness Parameter in Space-


a Tidal River with Partially Reverse Flow.

plain mapping for the Tapi

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one (2009), An approach to estimate nonparametric flow duration curves in


n to ungauged basins with a

956, 2007.

channels using a fixed-point velocity

Documents

GIS, REMOTE SENSING AND FIELD MEASUREMENTS FOR … · In India most of the watersheds up to 500km 2 geographical area can be classified as ungauged catchments. These watersheds have