Study of Benchmarking and Water Auditing of 20 nos. Major ... · i Study of Benchmarking and Water...
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Water Resource Zone, Udaipur, Rajasthan Oct 2015 Study of Benchmarking and Water Auditing of 20 nos. Major and Medium Irrigation Projects under Water Resources Zone, Udaipur Final Report R -Udaisagar Irrigation Project
Transcript of Study of Benchmarking and Water Auditing of 20 nos. Major ... · i Study of Benchmarking and Water...
Water Resource Zone, Udaipur, Rajasthan
Oct 2015
Study of Benchmarking and Water
Auditing of 20 nos. Major and Medium
Irrigation Projects under Water
Resources Zone, Udaipur
Final ReportR-Udaisagar Irrigation Project
This report has been prepared under the DHI Business Management System
certified by DNV to comply with Quality Management ISO 9001
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Study of Benchmarking and Water
Auditing of 20 nos. Major and Medium
Irrigation Projects under Water
Resources Zone, Udaipur
Final ReportR-Udaisagar irrigation Project
Prepared for : Water Resource Zone, Udaipur, Rajasthan
Represented by : Additional Chief Engineer
Project manager : Dr Alka Upadhyay
Authors : Dr. R. K. Rai, Dr. Alka Upadhyay, Mr. Ravindra Bhatnagar
Associate Members : Mr. Pankaj Sinha, Mr. Mani Goyal
Project number : 63800456
Classification : Restricted
Version : V2
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Contents
1 Introduction ................................................................................................................. 9 1.1 Approach Advancing .................................................................................................................... 10 1.2 Report Structure ........................................................................................................................... 10 1.2.1 Benchmarking of irrigation projects .............................................................................................. 10 1.2.2 Water auditing of irrigation projects ............................................................................................. 13
2 Udaisagar Irrigation Project ..................................................................................... 17 2.1 General features .......................................................................................................................... 17 2.1.1 Observation during reconnaissance survey ................................................................................. 18 2.1.2 Salient features of Udaisagar irrigation project ............................................................................ 20 2.2 Catchment Description ................................................................................................................. 23 2.2.1 Climate-Rainfall ............................................................................................................................ 27 2.2.2 The Mann-Kendal’s (MK) test for rainfall trend analysis .............................................................. 27 2.2.3 Lake evaporation .......................................................................................................................... 28 2.2.4 Potential evapotranspiration or Reference crop evapotranspiration ............................................ 32 2.2.5 Soil, land use and water harvesting structures ............................................................................ 35 2.2.6 Water harvesting structures or anicuts ........................................................................................ 38 2.3 Irrigation Command and Cropping Pattern .................................................................................. 39 2.3.1 Crop coefficient for representative crops ..................................................................................... 41 2.3.2 Population, household and Literacy ............................................................................................. 42 2.3.3 Workers ........................................................................................................................................ 42 2.4 Baseline Summary ....................................................................................................................... 47
3 Benchmarking of Irrigation Project and Filling of Reservoir ................................. 53 3.1 Data Collected for for Benchmarking ........................................................................................... 54 3.2 Reservoir Filling and Estimation of the Effective Yield ................................................................ 55 3.3 Performance Indicators for Benchmarking................................................................................... 59
4 Evaluation of System Delivery Performance ........................................................... 69 4.1 Total Annual Volume of Irrigation Supply..................................................................................... 69 4.2 Total Annual Volume of Water Supply ......................................................................................... 71 4.2.1 Estimation of effective rainfall ...................................................................................................... 71 4.2.2 Computation of annual water supply ............................................................................................ 72 4.3 Indices for Irrigation Supply per unit Area .................................................................................... 72 4.4 Indices for Relative water supply and irrigation supply ................................................................ 73 4.4.1 Relative water supply ................................................................................................................... 73 4.4.2 Relative irrigation supply .............................................................................................................. 73 4.4.3 Overalll system efficiency............................................................................................................. 73 4.5 Water Delivery Capacity............................................................................................................... 74
5 Evaluation of Productive Performance .................................................................... 81 5.1 Productive Performance Indicators: Relative to Area .................................................................. 81 5.1.1 Total value of agricultural production per unit CCA ..................................................................... 81 5.1.2 Total annual value of agricultural production per unit irrigated area ............................................ 82 5.2 Productive Performance Indicators: Relative to Water ................................................................ 82
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5.2.1 Total seasonal value of agricultural production per unit irrigation supply .................................... 82 5.2.2 Total annual value of agricultural production per unit of water supply ......................................... 82 5.2.3 Total annual value of agricultural production per unit of crop water requirement
(CWR) .......................................................................................................................................... 82
6 Optimal Cropping Pattern ......................................................................................... 87
7 Evaluation of Financial and Environmental Performance ...................................... 91 7.1 Estimation of MOM ....................................................................................................................... 91 7.1.1 Cost recovery ratio ....................................................................................................................... 91 7.1.2 Total MOM cost per unit area (Rs/ha) .......................................................................................... 91 7.1.3 Revenue collection performance ................................................................................................. 92 7.1.4 Staffing per unit area (person/ha) ................................................................................................ 92 7.1.5 Revenue per unit volume of irrigation supply (Rs/m3) ................................................................. 92 7.1.6 Total MOM cost per unit volume of irrigation supply (Rs/m3) ...................................................... 92 7.2 Discussion .................................................................................................................................... 92
8 Water Auditing of Irrigation Projects ..................................................................... 101 8.1 Steps of Water Auditing ............................................................................................................. 101 8.2 Summary of Water Auditing ....................................................................................................... 102 8.3 Assessment of Canal Capacity at Head .................................................................................... 102 8.4 Assessment of Irrigation Efficiencies ......................................................................................... 115 8.5 Calibration of Canal Outlets ....................................................................................................... 115 8.5.1 Classification of outlets .............................................................................................................. 115 8.5.2 Discharge through the outlets .................................................................................................... 116 8.5.3 Calibration Process of the Outlet ............................................................................................... 120
9 Irrigation Scheduling .............................................................................................. 137 9.1 Simple calculation of irrigation scheduling (FAO, 1989) ............................................................ 137 9.2 Water Balance Method............................................................................................................... 144 9.2.1 Soil moisture terminology ........................................................................................................... 144 9.2.2 Rooting depth ............................................................................................................................. 147 9.2.3 Estimation of crop evapotranspiration (ETc) .............................................................................. 148 9.2.4 Estimation of effective rainfall .................................................................................................... 149 9.2.5 Upward flux of water to the root zone depth or capillary rise (U) ............................................... 152 9.2.6 Software for irrigation scheduling ............................................................................................... 152
10 Barabandi Scheduling ............................................................................................ 161 10.1 Definition of Barabandi ............................................................................................................... 161 10.2 Indicators of Good Water Distribution System ........................................................................... 161 10.3 Water Distribution Methods ........................................................................................................ 161 10.4 Enforcement in Barabandi ......................................................................................................... 161 10.5 Systems of Barabandi ................................................................................................................ 162 10.6 Forms of Barabandi .................................................................................................................... 162 10.7 Process of Barabandi ................................................................................................................. 162 10.7.1 Data requirement for Barabandi Roaster ................................................................................... 162 10.7.2 Formulation of Warabandi Schedules ........................................................................................ 163
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11 Recommendation of Remedial Measures .............................................................. 169 11.1 General Remarks ....................................................................................................................... 169 11.1.1 Indicators of the water auditing .................................................................................................. 171 11.1.2 Indicators of the benchmarking .................................................................................................. 172 11.2 Remedial Measure: Suggestion to improve O&M and MOM of canal system........................... 175 11.3 Cost of Remedial Measures ....................................................................................................... 176 11.3.1 Survey of CCA, and reservoir capacity ...................................................................................... 176 11.3.2 Estimate of remedial measures ................................................................................................. 177 11.3.3 Estimation of B.C. Ratio ............................................................................................................. 179
Bibliography .............................................................................................................................. 187
Appendices ................................................................................................................................ 191
A.1 Gauge-capacity table .............................................................................................. 193
A.2 10-daily crop coefficients for Rabi and Kharif Crops
(dimensionless) ....................................................................................................... 198
A.3 Field capacity and permanent wilting point .......................................................... 199
A.4 Values of minimum allowable deficit and depth of crops .................................... 199
A.5 Approximate net irrigation depth applied per irrigation (mm) ............................. 199
A.6 Recommended value of irrigation application rate ............................................... 199
A.7 List of upstream structures (Anicuts/WHS) .......................................................... 200
A.8 Sources of irrigation ............................................................................................... 205
A.9 Theissen polygon of the catchment ...................................................................... 207
A.10 Irrigation rates ......................................................................................................... 209
A.11 List of outlets .......................................................................................................... 211
A.12 List of BIS codes for canal maintenance ............................................................... 218
A.13 Proposed requirement of operation and maintenance staff on
Major/ Medium Irrigation ........................................................................................ 219
A.14 Water auditing data sheet ....................................................................................... 221
A.15 Canal gauge record ................................................................................................. 235
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List of Tables
Table 1-1 Detailed Tasks in benchmarking study ............................................................................................ 11 Table 1-2 Objective for present Water Auditing study ...................................................................................... 14 Table 2-1 Catchment area of the Udaisagar dam ............................................................................................ 23 Table 2-2 Auxiliary equations used for Penman method ................................................................................. 29 Table 2-3 Estimated 15-daily evaporation for Udaisagar reservoir using Penman method ............................. 31 Table 2-4 Auxiliary equations used for Penman-Monteith method .................................................................. 33 Table 2-5 Estimated 15-daily evaporation for Udaisagar reservoir using Penman method ............................. 35 Table 2-6 Soil texture of the Udaisagar Dam catchment ................................................................................. 36 Table 2-7 Landuse statistics of the udaisagar command area ......................................................................... 38 Table 2-8 Cropping pattern of the udaisagar command area during Rabi season .......................................... 40 Table 2-9 Cropping pattern of the udaisagar command area during Kharif season ........................................ 40 Table 2-10 Crop coefficient of Rabi crops ........................................................................................................ 42 Table 2-11 Crop coefficient of Kharif crops ...................................................................................................... 42 Table 3-1 List of baseline and historical data collected .................................................................................... 54 Table 3-2 Live capacity and percentage filling of the Udaisagar reservoir (1984-2013) .................................. 56 Table 3-3 Analysis of dependable effective yield for Udaisagar Project .......................................................... 57 Table 3-4 Dependable filling of the Udaisagar dam ......................................................................................... 58 Table 3-5 List of key performance indicators ................................................................................................... 61 Table 4-1 Computation of total annual volume of irrigation supply .................................................................. 70 Table 4-2 Calculation of total annual water supply for irrigation ...................................................................... 72 Table 4-3 Computation of Indices for Irrigation Supply per unit Area .............................................................. 75 Table 4-4 15-daily crop water requirement using the Penman-Monteith method (FAO56)
and existing cropping pattern during Rabi ................................................................................... 76 Table 4-5 15-daily gross irrigation requirement based on existing cropping pattern during
Rabi and overall efficiency of 0.60 (Conveyance: 0.80; Field: 0.75) ........................................... 77 Table 4-6 Relative water and irrigation supply and overall system efficiency .................................................. 78 Table 4-7 Computation and comparison of water delivery capacity (required capacity of the
canal at head sluice) as per the exiting cropping pattern and designed
capacity at head ........................................................................................................................... 79 Table 5-1 Average crop yield, minimum support price and irrigation rates of the common
crops............................................................................................................................................. 81 Table 5-2 Cropping pattern, cropped area and production .............................................................................. 83 Table 5-3 Gross income from Rabi crops and total income ............................................................................. 84 Table 5-4 Computation of productive and economic performance of the water use in
production .................................................................................................................................... 85 Table 6-1 Basic input required for estimating the optimal cropping pattern ..................................................... 87 Table 6-2 Basic input required for estimating the optimal cropping pattern ..................................................... 88 Table 7-1 Calculation of irrigation revenue invoiced ........................................................................................ 95 Table 7-2 Calculation of staff expenditure ........................................................................................................ 96 Table 7-3 Analysis of financial performance indicators .................................................................................... 97 Table 8-1 Indicative values of the field application efficiency (Ea) ................................................................. 102 Table 8-2 Indicative values of the conveyance efficiency (Ec) for adequately maintained
canals ......................................................................................................................................... 102 Table 8-3 Calculation of conveyance efficiency of selected reaches ............................................................. 109 Table 8-4 Conveyance efficiency of Bemala minor ........................................................................................ 110 Table 8-5 Computation of field application efficiency ..................................................................................... 111 Table 8-6 Conveyance efficiency of Bemala minor ........................................................................................ 112 Table 8-7 Estimation of canal capacity at head .............................................................................................. 113 Table 8-8 Value of k as a function of Q .......................................................................................................... 119 Table 8-9 Format for outlet calibration ........................................................................................................... 121 Table 9-1 Approximate net irrigation depth applied per irrigation (mm) (FAO, 1989) .................................... 137
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Table 9-2 Approximate root depth of the major crops (FAO, 1989) ............................................................... 138 Table 9-3 Typical values of field application efficiency, Ea (FAO, 1989) ........................................................ 138 Table 9-4 Crop water need and growing period (FAO, 1989) ........................................................................ 139 Table 9-5 Soil moisture at field capacity (θFC), permanent wilting point (θPWP), available
water content (AWC in cm/cm) and basic infiltration rate (F in mm/day) ................................... 146 Table 9-6 Maximum allowable depletion (MAD) and rooting depth for crops (FAO, 1989) ........................... 147 Table 9-7 Antecedent soil moisture conditions (McCuen, 1989) .................................................................... 151 Table 9-8 Description of hydrologic groups .................................................................................................... 151 Table 9-9 Classification of woods (USDA, 1972) ........................................................................................... 151 Table 9-10 Runoff curve number (CN for hydrologic soil cover complex ....................................................... 152 Table 9-10 Irrigation scheduling for Wheat crop for Udaisagar irrigation project ........................................... 157 Table A1.0-1 Level-capacity table for the Udaisagar reservoir ...................................................................... 194
List of Figures
Figure 2-1 Catchment area map of Udaisagar dam including the upstream storages ..................................... 25 Figure 2-2 Rainfall pattern of the Udaisagar dam catchment ........................................................................... 27 Figure 2-3 Estimated values of daily evaporation from Udaisagar reservoir using Penman
method ......................................................................................................................................... 31 Figure 2-4 Soil map of the Udaisagar reservoir catchment and command ...................................................... 36 Figure 2-5 Soil map of the Udaisagar reservoir catchment and command ...................................................... 37 Figure 2-6 Land use in Udaisagar dam catchment (1972) .............................................................................. 37 Figure 2-7 Land use in Udaisagar dam catchment (2008) ............................................................................... 38 Figure 2-8 Storage capacity versus submergence area relationship ............................................................... 39 Figure 2-9 Command area map of the Udaisagar irrigation project showing the canal
network, individual command and village boundary (Sajra map) ................................................ 43 Figure 2-10 Tree-diagram of the canal distribution system of Udaisagar irrigation project .............................. 45 Figure 3-1 Dependable effective yield response of the Udaisagar Project ...................................................... 58 Figure 8-1 Non-modular pipe outlet (submerged exit).................................................................................... 117 Figure 8-2 Semi-modular type pipe outlets (Free flow exit) ........................................................................... 117 Figure 8-3 Crump’s Adjustable Proportional Module (APM) [All dimensions in centimeters] ........................ 119 Figure 9-1 Excel Worksheet Programme for Irrigation scheduling using Simple calculation
method ....................................................................................................................................... 140 Figure 9-2 Generalized crop coefficient curves (FAO, 1998) ......................................................................... 148 Figure 9-3 Print screen of the Irrigation scheduling software on EXCEL platform (Page1:
Data input sheet) ........................................................................................................................ 153 Figure 9-4 Plot of cumulative crop evapotranspiration and irrigation application ........................................... 160 Figure 10-1 Sample water course and chak plan ........................................................................................... 165
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1 Introduction
Water is vital resource and with the increase in population, urbanization and related consequences have created an alarming situation for its subsequent availability for future. Erratic rainfall and climate change may also have impacts to it. About 25 per cent of water is utilized for domestic, industrial and other purposes. Whereas, 75 per cent is utilized in agriculture at national level. In Rajasthan about 83 per cent is utilized in irrigation. It may reduce to 75 per cent
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other competing sectors. Therefore, for the sustainability, water utilization should be efficiently. Effective utilization and conservation are the means through which the grave problem can be managed. To overcome the problem and with understanding the severity of problem, Government of Rajasthan, through its Water Resource Department has initiated Benchmarking and Water Auditing exercises for the irrigation schemes to understand the actual status, changes if any in the inflow conditions and reasons behind that, to fix the gaps in the transmission of water through canals, problems and solutions. Rajasthan remains a largely agrarian state and about 70% of the population depends on agriculture and allied activities sector. This highlights the importance of water resources with respect to use of water for irrigation purposes. Irrigation being the main user of water resources assumes crucial importance in overall planning and use of water. There is a large gap between irrigation potential created and potential utilized. Water Resource Department, Rajasthan has about 3320 irrigation schemes (major, medium and minor). Major irrigation schemes have Culturable Command Area (CCA) more than 10,000 ha, Medium irrigation schemes comprise of CCA more than 2000 and up to 10000 ha. All ground water schemes and surface water schemes (both flow and lift) having CCA up to 2000 ha separately are considered as minor irrigation schemes. Rajasthan has created potential through major, medium and minor schemes as 6545.5, 8678.1 and 9235.6 thousand hectare at the end of 8
th Plan (1992-97), 9
th
Plan (1997-2002) and 10th Plan (2002-2007) respectively. Gap in net irrigated area
with net sown area for Rajasthan is around 31 per cent. Further to this, most of the project has lost its designed CCA due to various losses, change in cropping pattern, deviation in inflow or catchment yield etc. It has largely affected the delivery productive economic performance of irrigation projects. Looking into these facts, it becomes important to re-evaluate the projects as well as their design parameters and identify the deficiencies wherever it is, and to provide feasible remedial measures to improve the overall efficiency of the project.
1 Water Resource Department, Rajasthan
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1.1 Approach Advancing
On the basis of present need for effective water management it is important to evaluate the existing irrigation projects, therefore, Water Resource Department; Rajasthan has awarded the study “Benchmarking and Water Auditing of 20 nos. Irrigation projects, under Water Resource Zone, Udaipur to DHI (India) Water & Environment Pvt Ltd, a subsidiary of DHI Denmark. This study will envisage the optimum utilization of irrigation schemes, improvement mechanisms; water budgeting, training and ownership building for longevity of resources in the end users. This draft report for Udaisagar Irrigation Project has been made based on the available information collected from Girva Divisional Office, Water Resources Department, Udaipur Zone.
1.2 Report Structure
As per the ToR, the Final Report should comprise of analyses of entire data collected from the department as well as from the field during canal operation. The report comprised of recommendations for improving performance, operational efficiency, and remedial measures. The report should also include the recommendation regarding the Operation and Maintenance (O&M) with their cost of remedial measure. The report has been divided into two sections, viz. Benchmarking, and Water Auditing. The first section deals with the Bechmarking of the irrigation projects.
1.2.1 Benchmarking of irrigation projects
Performance Evaluation of Irrigation System (it is done for a particular irrigation
system at a time) lays emphasis on bridging the gap between the irrigation
potential achieved over that created. The Benchmarking process involves identifying
certain common parameters among similar irrigation systems, and choosing the best or
an Ideal Irrigation System which excels the other systems (with reference to the
identified parameters), and then comparing with the ideal system so as to find how
best the other system too could be brought at par with the ideal project. This is a
continuous process in which efforts are made to bridge the gap among similar
irrigation system in the range. The performance evaluation and benchmarking of
irrigation systems both ultimately aim at maximizing the crop production per unit of
the command area or per unit of the available water.
Benchmarking is a process of “introspection” since it is a continuous of measuring
one’ own performance. Benchmarking has also broad application in problem
solving, planning improvement etc. In the irrigation sector that would mean more
productive and efficient use of water i.e. “more crop per drop”.
Benchmarking process, an important tool, is proposed to be increasingly used in
irrigation sector in Rajasthan so as to improve water use efficiency and management
of irrigation projects. By using appropriate performance indicators of Benchmarking
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suitable for various socio-economic and agro-climatic conditions, along with
adoption of best management practices and environmental sustainability,
improvement in water use efficiency and financial viability of irrigated agriculture
system can be achieved. It would help in identifying grey areas in the system and
provided direction for improvement therein.
Irrigation projects have been designed and constructed with some parameters
as quantity of water to be received, irrigation to be achieved, irrigation to be done,
losses in canals etc. But during the course of time, it is observed that the irrigation
projects are not performing as per designed parameters and there is a big gap
between perception and practical achievement of project. Benchmarking is the
process of studying the existing system & to the net deficiency and suggests the
strategy to bridge the gap between designed parameters and actual achievement
so as to maximize the use of available water. It also includes the methods / study to
be adopted for increasing inflow in the structure without effecting adjacent structures
adversely.
Tasks to be covered in the study include:
Salient features of all the irrigation projects selected for Benchmarking
study
Develop a software for compilation of various data collected
Calculate the actual yield available from the catchments of each tank and
compare it with the design yield taken at the time of formulation of project
Design, prepare and submit all formats required for analysis of various for
the study of Benchmarking of Irrigation Projects.
Recommendation of remedial measures
Training to staff
Details of tasks for the study are mentioned in Table 1.1
Table 1-1 Detailed Tasks in benchmarking study
S.
No.
Task
A Collection of basic data of irrigation projects within study purview
(i) Salient features of all the irrigation projects selected for Benchmarking study need
to be meticulously collected and complied as these will facilities identification /
marking of the project to a particulars group. Figures of water availability and irrigation
potential created / utilized should be statistical values based on records of last 5 years.
This data can be collected from the department records.
(ii) Collect hydrological data of all irrigation projects under assignment for last 30 years
as suggested by the department.
(iii) Collection data should be fed to the software with data processing forms and
reports customized to the requirements of department as finalized by the employer
detailed in the document.
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S.
No.
Task
B Collection of field data regarding System Performance for benchmarking of
irrigation project
(i) To suggest adequate number of rain gauge stations in the catchments area of each
tank and will install these rain gauge stations.
(ii) The bidder will calculate the actual yield available from the catchments of each tank
and compare it with the design yield taken at the time of formulation of project. If
any deficiency occurs, he will also suggest method to improve the yield from the
catchments to attain design yield.
(iii) Data so collected shall be complied in the proforma approved by the engineer-in-
charge on day to day basis in the digitized form and shall be made available for check
by the department staff.
(iv) Training for at least three days to the officers and field staff of the department and for
this he will prepare training schedule and get it approved from the department. The
training will focus on study of the catchments area reservoir performance of
reservoir operation. All expenses of training shall be borne by the consultant.
(v) To prepare inventory of wells and tube wells existing in the CCA and submergence
area of the reservoir.
C Digital data collection and processing
(i) The bidder shall develop software for compilation of various data collected or
secondary data received from different data. The software so developed shall be
handed over to the department.
(ii) The bidder shall develop a software for Benchmarking and also impart training to
officers and officials of Water Resources Department
D Analysis of Data
(i) The bidder shall design, prepare and submit all formats required for analysis of
various for the study of Benchmarking of Irrigation Projects. These formats shall be got
approved from the employer
(ii) To develop a software for the analysis of the data for the Benchmarking
Studies. The software so developed shall be handed over to the department.
E Recommendation of Remedial Measures
(i) To develop water delivery efficiency of dam system by incorporating assessment
of all types of losses (Seepage, percolation, evaporation and theft) from dam
(ii) To work out the costs of the suggested rehabilitation and / or renovation /
modernization measures.
F Submission of reports
(i) Inception Report: After one & half month from the assignment. The report shall cover
outcome of the reconnaissance field survey recommending deficiencies in the
measuring structures. It will also cover all the formats for data collection, compilation
and analysis of benchmarking studies.
(ii) Draft Final Report: The report will be submitted after fifteen month of start of the
assignment. The report shall comprise of report on all the data collected, report on
first impression based on the data collected at that stage. It will also suggest possible
remedies based on the studies conducted up to that stage.
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S.
No.
Task
(iii) Final Report: The report will be submitted after Eighteen month, at the end of the
assignment. It will comprise of –
Recommendations for improving performance, operational efficiency of each
project.
Recommendation regarding remedial measures of any existing critical
problems. Etc.
Recommendation regarding O & M and renovation needs.
Recommendation regarding remedial measures with time bound action plan.
Both interim and final report will be submitted and presented to the
department and WUA thought department (WUA wise) with findings and
recommendation for better performance on lagging contributing factors
G Training
To develop training module for making benchmarking studies and impart necessary
training for at least of 3 days to the officers and field staff (About 100) of the
department before the end of the assignment.
The training should focus on ways of collecting field data, findings of the study, future
course of action, online data entry & operation of software & website and training in
water management including benchmarking, efficient technologies & techniques. The
training would be provided by bidder at Udaipur and Bhilwara under guidance of IMTI
Kota, Beside that the bidder is expected to prepare manual for benchmarking of
irrigation projects to help department personnel in conducting studies at their own
level in future.
1.2.2 Water auditing of irrigation projects
Water audit determines the amount of water lost from a distribution system due to
leakage and other reasons such as theft, unauthorized or illegal withdrawals from
systems and the cost of such losses to the distribution system and water users,
thereby facilitating easier and effective management of the resources with improved
reliability (CWC, 2005). It helps in correct diagnosis of the problems faced in order to
suggest optimum solutions. It is also an effective tool for realistic understanding and
assessment of the present performance level and efficiency of the service and the
adaptability of the system for future expansion and rectification of faults during
modernization.
Water audit improves the knowledge and documentation of the distribution system, problem and risk areas and a better understanding of what are happening to the water after it diverted from the headwork. It facilitates in: (i) reduction in water loss, (ii) improvement in financial performance, (iii) improvement in reliability of water supply, (iv) efficient use of existing supply, etc.
Water auditing study has following objectives:
To inspect entire canal system including main canal and distribution network
to assess present discharge carrying capacities between various control
points as compared to design discharge especially at the haed.
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Study of irrigation project with respect to the original proposed
parameters i.e. yield available and received adequate availability of water
for irrigation.
To prepare irrigation schedule programme as per requirements of intensity
of irrigation and cropping pattern and also suggest alternative cropping
pattern
To prepare the barabandi programme for the command area
Carryout techno-economic feasibility of introduction of micro irrigation
techniques
Details of these objectives for the water auditing study have been given in Table 1.2.
Table 1-2 Objective for present Water Auditing study
S.No. Objectives set forth for water auditing
1 Identification of best management practice.
2 To inspect entire canal system including main canal and distribution network & to
assess present discharge carrying capacities between various control points as
compared to design discharge especially at the head. Identify spots which require de-
silting repair, remodelling etc. and to suggest type of repair required.
3 To inspect 10 percent of the outlets in the entire above mentioned canal system and
to check their structural accuracy and soundness, discharge carrying capacity and to
compare with design structure & discharge and point out difference and remedial
measure required
4 Assessing and monitoring the irrigation efficiency
5 Detail study of irrigation project with respect to the original proposed
parameters i.e. yield available & received adequate availability of water for irrigation
and other purpose and benefits to be occurred from the project.
6 Inspect the ICA of the project as per record and available information of actual
irrigated area in the command.
7 To inspect present discharge measuring system on all canal system
benchmarking it against national / international measurement system and to check
whether they are functional their discharge tables are correct, if not to prepare
correct discharges tables. To suggest remedial measure to bring all above structures
to accepted standards of national / international level.
8 Digitization of the map of CCA if available.
9 To prepare the sample barabandi programme for the one of the selected outlet/minor
of the command.
10 To prepare irrigation schedule as per the requirements of intensity of irrigation and
cropping pattern and also suggest alternative cropping pattern
11 To supply software for preparation of barabandi water audit and accounting and train
about 30 persons of the Zone to operate the software.
12 To prepare inventory of soil in the submergence of command area.
13 To work out the all types of losses in the canal and actual area irrigated and asses
productivity.
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S.No. Objectives set forth for water auditing
14 Carryout water audit to determine :-
a. Conveyance losses in main canals & conveyance efficiency.
b. Conveyance losses in branches / distributaries & efficiency.
c. Conveyance losses in water & efficiency.
d. Field application efficiency.
e. Water use efficiency at farms field and efficiency.
15 Critically appraise the water release and rotation system decided by the water
distribution committee on the following points in particulars
a. Whether the amount of water decided to be released for each canal is in
conformity with design CCA, irrigation intensity, drinking water and other
authorized requirement?
b. Whether the amount of water and timing as per the crop requirement or more
than that?
c. What can be the best alternative method to regulate releases to obtain the
optimum water use efficiency?
16 a. Assess productivity as against the design (per unit of water supplied and
per unit area for various crops)
b. What can be the alternative cropping pattern which could give the optimum
benefit to the farmer?
17 To work out the deficiencies and proposal to overcome them with action plan and
asses non-revenue water supplied thought canal system.
To start with, the brief introduction of the irrigation project is summarized in next Chapter.
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2 Udaisagar Irrigation Project
2.1 General features
Udaisagar irrigation project is a medium irrigation project constructed across the
Ayad (Ahar) River of Bedach system, a tributary of Banas River in the year 1564 by
Maharana of Mewar Udai Singh Ji. Geographically, the dam is located near Village
Bichhri close to Hindustan Zinc Smelter road via NH-8 in Udaipur Tehsil at 24.579°
North latitude and 73.8247° East longitude. The project has been designed for
irrigation water supply for Rabi season and in some case for Kharif protection under
failure of last rainfall spell of the Monsoon as well as for water supply to the
Hindustan Zinc. The project has created an irrigation potential (CCA) of 6318.0 ha
mainly for Rabi irrigation and Kharif protection. The irrigable command area of the
project is 3618.0 ha with designed irrigation intensity of nearly 57.26 percent. The
projects benefits approximately 22 villages in the command area.
The Udaisagar reservoir has gross storage capacity of 31.1 MCM with 7.45 m
(gauge above lowest sill level), and water is mostly utilized for industrial and
irrigation purpose. By and large, 180 MCFT of water is allocated for industrial use,
which includes the evaporation and other losses. There is one low level gate in
overflow to release water for irrigation after monsoon. The water is released into the
pick-up pond (this also acts as waste weir for the flood discharge through the gates)
from where two canals off takes (Right main canal, RMC and Left main canal, LMC)
through sluice gate for each canal. The overflow is regulated through two vertical
sluice gates of size 16 x 8 ft (4.85 x 2.42 m). The overflow first drops in the pick-up
weir and then the walls of the pond act as waste weir for overflowing water. The
main dam is a composite dam having long face and back walls with earth filling in
between. There is dense vegetation/ weed growth along the upstream and
downstream face of the dam.
This project has faced sever water scarcity during 1995-2011, in which on average
only 7.27 MCM of live capacity was achieved and is due to construction of upstream
micro-storage schemes. However, since operation of the Dewas-II Project, this
project has also get benifitted and from last three years the reservoir has achieved
its full capacity. The Ayad River also draining wastewater of the Udaipur City, which
largely affected the water quality of the reservoir. The water in reservoir looks dark
along with huge debris, which ultimately goes through the canals. To protect at least
the debris, it is advisable to install the trash rack in the approach channel of the
sluice.
For irrigation, two main canals offtakes (i.e LMC and RMC) from the dam at an invert
levels of 417.56 m and 416.66 m amsl, respectively. The length of the main
distribution system, and minors and sub-minors are 41.00 km, and 47.63 km,
respectively to cover the culturable command area.
18
2.1.1 Observation during reconnaissance survey
Following observations were made during the reconnaissance survey which needs
to be considered for operation and maintenance of the project to avoid losses and
damage.
Dam face wall: Dam wall (both upstream and downstream slopes) has dense
vegetation and weeds which should be cleared time to time.
Overflow or spilling arrangements: The surplus water from the dam has regulated
overflow through two vertical sluice gates of size 16’ x 8’. In this surplusing
arrangement, rubber seal get damaged during the gate operation and miss-
alignment of the gates which leads to the side leakage. At the time of inspection visit,
the leakage was seen and informed to the officer in-charge for maintenance.
Canals: The two main canals RMC and LMC are practically inaccessible due to
dense thorny bushes and weeds growth along the canal. The vegetation may cause
severe damage on canal lining and was seen during the investigation at many
reaches. Damage in canal lining itself reduces the conveyance efficiency of the
system to the large extent other than the monetary losses. Since vegetation growth
in and around the canal is common phenomenon, therefore, it requires adequate
attention in a regular interval.
The canals can be inspected near roadside with great difficulty and walk-through is
very difficult due to excessive thorny vegetation growth.
For water auditing the primary requirement is making the canal accessible and
secondarily desilting and removal of weeds from the canal.
Gauging discharge measurement in the canal: There is no discharge measuring
devices installed in the distribution system though very few gauges are installed on
the lined canals. For better management and distribution of canal water, discharge
measuring mechanism and gauges need to be installed.
For water auditing and evaluation of canal efficiency (i.e. conveyance efficiency of
the distribution system), the gauging at specific points is necessary:
At head of main canal
At downstream of off taking each minor in main canal (7 minors in LMC and 2
minors in RMC).
At tail of main canal
At head and tail of each minor (8 minors in LMC and 3 minors in RMC)
The installation of above gauges will facilitate the selection of reaches of main
canals and minors in head, middle and tail reaches for water auditing and irrigation
efficiency of the system. The above installation of gauges is required to be
completed before start of irrigation.
Soil characteristics: Soil in the command area of mostly three category viz. Red,
Black and Murom having soil depth ranging from 0.5 to 2.0 m.
Cropping pattern: Major cropping pattern of the Rabi season in the area is Wheat,
Barley, Mustard and Gram. The area allocated to the crop is generally depending
19
upon the live capacity available in the reservoir. Kharif crops are generally rainfed
and composed of Maize, Jowar, and Bajra.
Canal operation: Canal is generally operated for more than a month continuously to
meet the supply in the command. However, recommended base period of such
projects should not beyond the 21 days. It itself indicate deficiency in canal
distribution system due to vegetation, silting, unauthorized pumping and increased
losses.
Number of irrigation: Number of irrigation depends upon the live capacity of the
reservoir in current year. Generally, 18 feet of gauge (610 MCFT of live storage) is
sufficient to provide four (1 + 3) irrigations; whereas, only three (1 + 2) and two (1 +
1) can be provided when the live capacity is less than 18 feet and 16 feet
respectively.
The salient features (Technical Data) of the Udaisagar Project are summarized in the following section.
20
2.1.2 Salient features of Udaisagar irrigation project
Features Design Parameter
(A) General
Name of Dam Udaisagar
Tehsil Girwa
District Udaipur
Location Near Hindustan Zinc Smelter close to Dabok road
Longitude 73.8247° East
Latitude 24.579° North
Access road Hindustan Zinc Smelter road via NH-8
Nearby village Bichhri
Name of River / Nalla Berach River, a tributary of Banas River
Year of Completion 1564 (1559-65 AD)
(B) Catchment
Gross area 479.15 sq km (185.0 sq mi)
Intercepted area 282.30 sq km (109.0 sq mi)
Free catchment area 196.85 sq km (76.0 sq mi)
Net catchment area 196.85 sq km (76.0 sq mi)
Type Composite: Hilly Forest + Urban + Agriculture
Submergence area at FTL 770 ha (1902 ac)
Type Hilly Forest
No. of Anicuts in upstream 164 including 9 Minor irrigation Projects
Inflow other than free catchment Udaisagar receives water from overflow of Pichhola, Fatehsagar, Madar-bada, Madar chhota
(C) Climate and Yield
Climate Semi-arid
Average annual rainfall (mm) 578.0 mm (during 1984-2013)
Average Monsoon rainfall (mm) 578.0 mm (during 1984-2013)2
No. of Raingauges in the catchment 5
Name of the Raingauge station Udaipur, Madar bada, Madar Chhota, Udaisagar, Dabok
Raingauge sufficiency Sufficient as per IS 4987-1968 and Table below
Other climatic data:
Maximum Temperature 44.6 °C
Minimum Temperature 3.5 °C
Mean Relative Humidity 48.8 %
2 During Non-monsoon, there was no rainfall recorded in catchment.
21
Features Design Parameter
Average annual yield 19 MCM (671 MCFT)
Seasonal yield: Monsoon 19 MCM (671 MCFT)
(D) Dam and Reservoir
Gross storage capacity 31.10 MCM (1098.3 MCFT)
Live storage capacity 27.60 MCM (974.7 MCFT)
Dead storage capacity 3.50 MCM (123.6 MCFT)
Type of Dam Composite, face walls with earth filling
Max Height of the dam from deepest river bed level
24.4 m (80.0 ft)
Main Dam -Total Length (m) 305.0 m (1000.4 ft)
Width 62.2 m (204.0 ft)
Full reservoir level, FRL or FTL 551.69 m (1809.5 ft)
Maximum water level, MWL 554.13 m (1817.5 ft)
Top bund level, TBL 559.61 m (1835.5 ft)
Highest flood level, HFL (1973) 557.17 m (1827.5 ft)
Sill Level 544.37 m (1785.5 ft)
Gauge above sill level 7.44 m (24.5 ft)
Top elevation of Parapet No
Length of overflow waste weir NA
Length of bye wash cutting NA
Whether levels are GTS / Arbitrary Yes
Surplusing Arrangements
Spillway 9.75 m (31.98 ft)
Crest levels 549.25 m (1801.5 ft)
MDDL 544.37 m (1785.5 ft)
Designed maximum discharge 1420 m3/s (50147 cfs)
Type of Weir and Length NA
Gate type and dimension Vertical gates, 2 x (4.88 m x 2.44 m) [2 x (16 ft x 8 ft)]
Max. observed flood 708.0 m3/s (25002.8 cfs)
(E) Canal and Command Area
Canals / Command
Canal Sill level (m)
Capacity at head (m
3/s)
Length (km)
CCA (ha)
ICA (ha)
LMC 543.47 2.3747 27.00 5110.0 2956.0
RMC 544.37 0.7960 14.00 1208.0 725.0
Total 3.1707 41.00 6318.0 3681.0
Length of minors and sub-minors: 47.63 km
Irrigation intensity 58.26 %
22
Features Design Parameter
Current status/ modification required Complete canal renovation is required
Dam structure
Gate Vertical sluice gate
Canal gate Vertical sluice
Gauge record Manual record maintained
(F) Other Information
Modernization Training and computerization as well as data harmonization
Any plan developed/ under execution NA
Structural /mechanical requirement
Discharge measuring devices and gauges; Installation of Trash-Rack is required at Head Sluice. Canal lining; Reconstruction canal access road.
Planning/ management requirement
Data harmonization, storage and retrieval; canal lining and regular maintenance of the canal banks, outlets, gauging, etc.; Formation of WUAs; etc.
Water user association (WUA) available No
Dam command area was/is under any govt/ non govt scheme of diversification / any other management scheme
No
Annual filling data Once in 4.5 years (Note: average effective yield of 15 MCM in last 44 years)
Problem in Command area Water quality issue due to Hindustan Zinc
Cropping pattern Depends upon the actual live storage capacity of the reservoir
Kharif Maize, Jowar, and Bajra.
Rabi Wheat, Barley, Mustard and Gram.
Jayad NA
Irrigation method Surface-furrow
Fertilizer DAP, Urea
Pesticide NA
Availability /utilization of seeds Govt. distributors (Rajasthan Seed Development Corporation), National Seed Corporation, and Private Agencies
Other problem with canal
Excess utilization/ supply through canal in some part due to political pressure
NA
Theft/ canal breach To some extent
Silting /vegetation growth in canal Observed
Damage at gates/ uncontrolled Observed
23
Features Design Parameter
Workforce availability/ adequate number Insufficient
Senior level (above EE) 1
Middle (AE ) 1
Junior JE 1
Technical staff for site 4
Admin staff Nil
Sensitization/ Training programs Required
Other staff-responsible for noting data Available
For Villages-Command area
Normal annual Irrigation 2 irrigation since 1970-71
Number of villages under Command 22 villages
2.2 Catchment Description
Udaisagar dam is constructed above the Ayad River of Berach system. The
catchment is of composite in nature having undulated terrains throughout with some
flat land. There is large aspect ration of the catchment. The gross catchment ((Table
2.1) of the Udaisagar dam comprised an area of 479.15 sq km out of which only
196.85 sq km drainage area directly contributes to the reservoir inflow (Figure 2.1).
In rest of catchment other medium to major reservoir projects exists such as
Fatehsagar, Pichhola, Bada and Chhota Madar, etc, and their excess water only
contributes to the Udaisagar reservoir.
Table 2-1 Catchment area of the Udaisagar dam
Parameter Description
Gross area 479.15 sq km
Intercepted area 282.30 sq km
Free catchment area 196.85 sq km
Net Catchment area 196.85 sq km
Type Composite: Hilly Forest + Urban + Agriculture
Upstream project Fatehsagar, Pichhola, Bada Madar, and Chhota Madar
No. of Anicuts/WHS 164 including 9 Minor irrigation projects
24
25
Figure 2-1 Catchment area map of Udaisagar dam including the upstream storages
26
27
2.2.1 Climate-Rainfall
Climatologically, the catchment can be categorized as semi-arid, meaning that the
annual potential evapotranspiration loss is quite higher than the annual rainfall
causing soil moisture deficit. The rainfall in the catchment is dominated by the South-
West Monsoon during July to Mid-October that contributes almost 100 percent of the
annual rainfall. The areal average annual rainfall of the catchment is 618 mm during
the year 1970-2013.
0
200
400
600
800
1000
1200
1970 1975 1980 1985 1990 1995 2000 2005 2010 2015
An
nu
al R
ain
fall
(mm
)
Year
Rainfall
50% dependable rainfall
75%-dependable rainfall
Linear (Rainfall)
Figure 2-2 Rainfall pattern of the Udaisagar dam catchment
Considering Figure 2-2, overall declining/falling trend has been observed in the
annual or monsoon rainfall. Figure 2-2 also depicts the 50% and 75% dependable
year rainfall. To test the significance of this falling/declining trend, a well-established
statistical approach known as Mann-Kendal’ Test is employed and explained as
below:
2.2.2 The Mann-Kendal’s (MK) test for rainfall trend analysis
The Mann-Kendal (MK) test searches for a trend in a time series without specifying
whether the trend is linear or nonlinear. The Mann-Kendall test for detecting
monotonic trends in hydrologic time series is described by Yue et al. (2002). It is
based on the test statistics S, which is defined as:
1
1 1
sgn ( )n n
j i
i j i
S x x
(2.1)
where, jx are the sequential data values, n is the length of the data set and
28
1, 0
sgn ( ) 0, 0
1, 0
for t
t for t
for t
(2.2)
The value of S indicates the direction of trend. A negative (positive) value indicate falling (rising) trend. Mann-Kendall have documented that when 8n , the test
statistics S is approximately normally distributed with mean and variance as follows:
( ) 0E S (2.3)
1
1( ) ( 1) (2 5) ( 1)(2 5)
18
m
i i i
i
Var S n n n t t t
(2.4)
where, m is the number of tied groups and it is the size of the thi tie group. The
standardized test statistics Z is computed as follows.
1, 0
( )
0 , 0
1, 0
( )
MK
Sfor S
Var S
Z for S
Sfor S
Var S
(2.5)
The standardized Mann-Kendall statistics Z follows the standard normal distribution
with zero mean and unit variance. If Z ≥ Z1 – (α/2), the null hypothesis about no trend
is rejected at the significance level α (10% in this study).
An approach to perform the trend analysis of time series with presence of significant
serial correlation using the Mann-Kendall test is to remove the serial correlation from
data first and then apply the test. Among the various approaches, the pre-whitening
approach is most common which involves computation of serial correlation and
removing the correlation if the calculated serial correlation is significant at 0.05
significance level. The pre-whitening is accomplished as follows:
'1 1t t tX x r x (2.6)
where, tx = original time series with autocorrelation for time interval t; 'tX = pre-
whitened time series; and 1r = the lag-1 autocorrelation coefficient. This pre-whitened
series is then subjected to Mann-Kendall test (i.e. eqs. 2.1 to 2.5) for detecting the
trend.
Using this statistical test, the Z-statistics for the annual or Monsoon rainfall of 44
years was –1.092, which is less than the critical absolute value of 1.96 at
5%significance level, indicating that the annual rainfall of Udaisagar catchment do
not have significance trend though there is a falling trend as the Z-statistic value is
negative.
2.2.3 Lake evaporation
Evaporation losses are one of the major losses from the reservoir. However, there is
no instrumentation available for the direct measurement of the lake evaporation.
29
Under this circumstance, a most reliable method of estimating the lake evaporation
i.e. Penman Method has been used utilizing the basic meteorological data of RCA-
CTAE, Udaipur. A detailed step of using this methodology is as follows:
The Penman (Penman, 1948), a well-known combination equation (i.e. combination
of an energy balance and an aerodynamic formula) can be expressed as follows:
na
RE E
(2.7)
where, E evaporation (mm d-1
), latent heat of vaporization (MJ kg-1
) = 2.45
MJ kg-1
, slope of the saturated vapor pressure curve (i.e. /se T ) (kPa °C-1
),
se saturated vapor pressure (kPa), T = temperature (°C-1
), nR net radiation flux
(MJ m-2
d-1
), G = sensible heat flux into soil (MJ m-2
d-1
), psychometric constant
(kPa °C-1
) = 0.059 kPa °C-1
, Ea = vapor transport flux (mm d-1
) = f {u2, (es – ea)}, u2 =
wind speed (m s-1
), and ea = actual vapor pressure (kPa). Variables used in eq. (2.7)
can be estimated from various relationships summarized in Table 2-2.
Table 2-2 Auxiliary equations used for Penman method
Parameter Relationships
Relative humidity, RH (%) 100%
( )
a
o
eRH
e T
( )oe T is the saturation vapor pressure at same temperature (kPa), T
is temperature (°C ), and ea is the actual vapor pressure (kPa)
Saturation vapor pressure, es (k Pa)
17.27( ) 0.6108exp
237.3
o Te T
T
max min0.5[ ( ) ( )]o o
se e T e T
Tmax and Tmin are the daily maximum and minimum temperatures (°C)
Actual vapor pressure, ea (k Pa) 0 17.27
( ) 0.6108exp237.3
dewa dew
dew
Te e T
T
( /100)a se e RH
Vapor transport flux, Ea (MJ m
-2d
-1)
2
( ) ( )
( ) 1.313 1.381
a s aE f u e e
f u u
Where u2 is the wind speed at 2 m above the surface (m s-1
)
02
0
ln(2 / )
ln( / )z
zu u
z z
Where uz is the wind speed at z m above the surface (m s-1
), z0 is the surface roughness height =0.002 m for water.
slope if the saturation
vapor pressure, (kPa °C
-1)
2
17.274098 0.6108exp
237.3
( 237.3)
T
T
T
30
Parameter Relationships
Extraterrestrial radiation, Ra (MJ m
-2d
-1)
24(60)[ sin( ) sin( )
cos( ) cos( ) sin( )]
a sc r s
s
R G d
Gsc = solar constant (0.0820 MJ m-2
min-1
)
1 0.033cos(2 /365)rd J
J = number of the day in the year between 1 (1st January) and 365 or
366 (31st December)
arccos[ tan( ) tan( )]s
latitude (radian) [radian = π (decimal degree) / 180]
20.409sin 1.39
365
J
Solar radiation, Rs (MJ m
-2d
-1)
When n = N, the solar radiation will becomes the clear sky solar radiation.
s s s a
nR a b R
N
n = actual duration of sunshine hours (hours); N = maximum possible daylight hours (hours); n/N = relative sunshine hour (dimensionless); as = 0.25, and bs = 0.50
24 /sN
Net shortwave radiation, Rns (MJ m
-2d
-1)
(1 )ns sR R
albedo or reflection coefficient.
For hypothetical grass reference, = 0.23
For deep water = 0.04 to 0.09
For shallow water, = 0.09 to 0.12
Net longwave radiation, Rnl
(MJ m-2
d-1
)
4 4
max, min,
2
(0.34 0.14 ) 1.35 0.35
K K
nl
sa
so
T TR
Re
R
Stefan-Boltzman constant (= 4.903 x 10-9
MJ K-4
m-2
day-1
)
max,KT daily maximum temperature (K) [K = °C + 273.16];
min,KT daily minimum temperature (K);
/s soR R relative shortwave radiation (≤1.0).
5(0.75 2 10 )so aR EL R
EL is the mean elevation of the reservoir site (m amsl)
Net radiation, Rn (MJ m
-2d
-1)
n ns nlR R R
31
Utilizing the meteorological data of the Udaipur, the lake evaporation is computed using Eq.
(2.8) and depicted in Figure 2-3. A 15-daily estimate of reservoir evaporation is tabulated in
Table 2-3.
5
(mm) ( )
(MCM) 10 ( )
lake
lake
E E P
E E P A
(2.8)
Where, E is the evaporation (mm) and P is the rainfall over the reservoir (mm), and Ᾱ is the
avareage water surface area of the reservoir during the period (ha).
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
01-01-05 16-05-06 28-09-07 09-02-09 24-06-10 06-11-11 20-03-13
Evapora
tion (
mm
)
Date
Figure 2-3 Estimated values of daily evaporation from Udaisagar reservoir using Penman method
Table 2-3 Estimated 15-daily evaporation for Udaisagar reservoir using Penman method
Year/ Month
15-days
2005-06 2006-07 2007-08 2008-09 2009-10 2010-11 2011-12 2012-13 2013-14
Oct I 60.4 64.8 57.1 60.2 56.2 55.1 61.0 58.1 64.8
II 55.5 57.7 54.0 58.6 54.3 51.8 55.9 55.9 57.7
Nov I 43.6 42.7 40.7 48.1 39.3 34.7 43.9 42.4 42.7
II 40.3 36.3 36.5 38.9 35.1 27.5 39.7 38.0 36.3
Dec I 34.8 36.6 33.5 32.3 32.4 27.8 37.6 36.0 36.6
II 34.7 35.8 31.3 37.3 30.8 26.9 32.8 34.9 35.8
Jan I 30.5 34.5 32.0 33.1 32.6 26.4 31.2 31.5 34.5
II 42.0 50.4 36.3 36.8 36.9 33.2 38.3 39.1 50.4
Feb I 44.5 48.3 37.6 47.0 45.2 42.5 44.5 44.2 48.3
II 53.6 44.4 41.8 48.2 42.4 42.4 52.0 46.4 44.4
32
Year/ Month
15-days
2005-06 2006-07 2007-08 2008-09 2009-10 2010-11 2011-12 2012-13 2013-14
Mar I 57.6 64.1 58.5 68.9 64.1 58.9 64.6 62.4 64.1
II 81.7 76.3 71.4 81.5 87.1 89.7 78.4 80.9 76.3
Apr I 94.9 90.9 85.8 99.9 92.5 80.4 94.3 91.2 90.9
II 118.9 107.4 105.6 98.1 130.2 99.8 93.2 107.6 107.4
May I 142.3 123.3 128.4 135.4 136.2 120.4 96.9 126.1 123.3
II 138.9 131.9 150.3 140.0 156.2 122.3 117.3 136.7 131.9
Jun I 109.2 123.1 89.6 133.5 115.2 105.0 110.5 112.3 123.1
II 93.9 91.6 82.5 92.4 114.2 71.2 125.7 95.9 91.6
Jul I 63.9 61.6 56.9 70.1 73.6 59.8 79.1 66.4 61.6
II 52.4 78.7 71.9 46.2 54.9 54.0 73.1 61.6 78.7
Aug I 44.9 49.2 42.7 49.6 43.0 45.6 49.9 46.4 49.2
II 44.3 62.4 68.4 54.7 52.6 52.1 52.8 55.3 62.4
Sep I 61.1 59.9 62.7 63.6 39.1 42.1 41.5 52.9 59.9
II 59.6 56.2 58.0 63.9 58.3 57.5 54.9 58.3 56.2
Total 1603.3 1628.2 1533.3 1638.5 1622.0 1427.3 1569.0 1580.5 1628.2
Analysig the estimated evaporation data for Udaisagar reservoir for the period of five years, the
average annual evaporation rate is approximately 1558.0 mm, and during the month of reservoir
operation (especially from October to March) the value of evaporation loss is 564.8 mm.
2.2.4 Potential evapotranspiration or Reference crop evapotranspiration
Accuracy of the reference crop evapotranspiration (ETo) is very important in design and planning
of the irrigation projects as it forms the basic input for the estimation of irrigation requirement.
Considering this phylosphy, a most acceptable method has been used in this study, i.e. the
Penman-Monteith method. This method uses the various climatic parameters generally recorded
at climatic or weather stations. The governing equation for estimating ETo is as follows
(Monteith, 1965; Allen et al., 1998).
0
2
2
9000.408 ( ) ( )
273
(1 0.34 )
n z z
o
R G u e eTET
u
(2.9)
In eq. (2.9) oET the grass reference ET (mm/d), nR the net radiation (MJ m-2
d-1
), G the
sensible heat exchange from the surface to the soil or water (MJ m-2
d-1
), T the mean daily
temperature (ºC), the slope of the saturation vapor pressure versus temperature (kPa ºC-
1), the psychometric constant (kPa ºC
-1), 2u the mean 24-hour wind speed at 2 m above
the ground (ms-1
), o
ze the saturation vapor pressure based on measurements at 1.5 to 2.0 m
(kPa), and ze the actual vapor pressure (kPa). The parameters appeared in the above
equation can be determined using the auxiliary equations summarized in Table 2-4.
33
Table 2-4 Auxiliary equations used for Penman-Monteith method
Parameter Relationships
Relative humidity, RH (%) 100%
( )
a
o
eRH
e T
( )oe T is the saturation vapor pressure at same temperature (kPa), T
is temperature (°C ), and ea is the actual vapor pressure (kPa)
Saturation vapor pressure, es (k Pa)
17.27( ) 0.6108exp
237.3
o Te T
T
max min0.5[ ( ) ( )]o o
se e T e T
Tmax and Tmin are the daily maximum and minimum temperatures (°C)
Actual vapor pressure, ea (k Pa) 0 17.27
( ) 0.6108exp237.3
dewa dew
dew
Te e T
T
( /100)a se e RH
U2 (m/s)
2
4.87
ln(67.8 5.42)zu u
z
Where uz is the wind speed at z m above the surface (m s-1
), z0 is the surface roughness height =0.002 m for water.
slope if the saturation
vapor pressure, (kPa °C
-1)
2
17.274098 0.6108exp
237.3
( 237.3)
T
T
T
Extraterrestrial radiation, Ra (MJ m
-2d
-1)
24(60)[ sin( ) sin( )
cos( ) cos( ) sin( )]
a sc r s
s
R G d
Gsc = solar constant (0.0820 MJ m-2
min-1
)
1 0.033cos(2 /365)rd J
J = number of the day in the year between 1 (1st January) and 365 or
366 (31st December)
arccos[ tan( ) tan( )]s
latitude (radian) [radian = π (decimal degree) / 180]
20.409sin 1.39
365
J
Solar radiation, Rs (MJ m
-2d
-1)
When n = N, the solar radiation will becomes the clear sky solar radiation.
s s s a
nR a b R
N
n = actual duration of sunshine hours (hours); N = maximum possible daylight hours (hours); n/N = relative sunshine hour (dimensionless); as = 0.25, and bs = 0.50
24 /sN
Net shortwave radiation, Rns (MJ m
-2d
-1)
(1 )ns sR R
albedo or reflection coefficient.
For hypothetical grass reference, = 0.23
For deep water = 0.04 to 0.09
For shallow water, = 0.09 to 0.12
34
Parameter Relationships
Net longwave radiation, Rnl
(MJ m-2
d-1
)
4 4
max, min,
2
(0.34 0.14 ) 1.35 0.35
K K
nl
sa
so
T TR
Re
R
Stefan-Boltzman constant (= 4.903 x 10-9
MJ K-4
m-2
day-1
)
max,KT daily maximum temperature (K) [K = °C + 273.16];
min,KT daily minimum temperature (K);
/s soR R relative shortwave radiation (≤1.0).
5(0.75 2 10 )so aR EL R
where, Rso is the clear-sky solar radiation (MJ m-2
d-1
), EL is the mean elevation of the reservoir site (m amsl).
Net radiation, Rn (MJ m
-2d
-1)
n ns nlR R R
Soil heat flux, G (MJ m
-2d
-1)
For daily periods, the magnitude of G averaged over 24 hours
beneath a fully vegetated grass or alfalfa reference surface is
relatively small in comparison with Rn. Therefore, for daily
computation of ET0, G can be ignored (i.e. G = 0). For water surface,
G = 0.
Psychometric constant, γ (kPa °C
-1)
30.665 10pc P
P
where, P is the atmospheric pressure (kPa), λ is the latent heat of
vaporization (2.45 MJ kg-1
), cp is the specific heat at constant
pressure (1.013 x 10-3
MJ kg-1
°C-1
), and ε is the ratio molecular
weight of water vapor/dry air = 0.622.
The simplified equation for relating the atmospheric pressure and
elevation above mean sea level can be given as follows:
5.26293 0.0065
101.3293
ELP
Using the climatic data, daily values of reference crop evapotranspiration was estimated. The
15-daily and monthly estimate of the reference crop evapotranspiration is presented in Table2-5.
Since the benchmarking analyses has been proposed to carry out based on the data of at least
10 years, therefore to supplement the series the available data will be recycled for further use.
35
Table 2-5 Estimated 15-daily evaporation for Udaisagar reservoir using Penman method
Year/ Month 15-day 2005 2006 2007 2008 2009 2010 2011 2012
Jan I 33.4 30.5 34.5 32.0 33.1 32.6 26.4 31.2
II 37.2 42.0 50.4 36.3 36.8 36.9 33.2 38.3
Feb I 48.7 44.5 48.3 37.6 47.0 45.2 42.5 44.5
II 50.5 53.6 44.4 41.8 48.2 42.4 42.4 52.0
Mar I 64.7 57.6 64.1 58.5 68.9 64.1 58.9 64.6
II 97.6 81.7 76.3 71.4 81.5 87.1 89.7 78.4
Apr I 99.3 94.9 90.9 85.8 99.9 92.5 80.4 94.3
II 106.2 118.9 107.4 105.6 98.1 130.2 99.8 93.2
May I 120.3 142.3 123.3 128.4 135.4 136.2 120.4 96.9
II 139.8 138.9 131.9 150.3 140.0 156.2 122.3 117.3
Jun I 134.9 109.2 123.1 89.6 133.5 115.2 105.0 110.5
II 104.8 93.9 91.6 82.5 92.4 114.2 71.2 125.7
Jul I 76.9 63.9 61.6 56.9 70.1 73.6 59.8 79.1
II 83.0 52.4 78.7 71.9 46.2 54.9 54.0 73.1
Aug I 55.9 44.9 49.2 42.7 49.6 43.0 45.6 49.9
II 75.7 44.3 62.4 68.4 54.7 52.6 52.1 52.8
Sep I 62.1 61.1 59.9 62.7 63.6 39.1 42.1 41.5
II 50.9 59.6 56.2 58.0 63.9 58.3 57.5 54.9
Oct I 60.4 64.8 57.1 60.2 56.2 55.1 61.0 58.1
II 55.5 57.7 54.0 58.6 54.3 51.8 55.9 55.9
Nov I 43.6 42.7 40.7 48.1 39.3 34.7 43.9 42.4
II 40.3 36.3 36.5 38.9 35.1 27.5 39.7 38.0
Dec I 34.8 36.6 33.5 32.3 32.4 27.8 37.6 36.0
II 34.7 35.8 31.3 37.3 30.8 26.9 32.8 34.9
2.2.5 Soil, land use and water harvesting structures
The topography of the catchment is undulating composed of hills and hillocks with high to
medium and gentle slopes. The catchment is average with respect to generating the surface
runoff. The soil in the catchment is dominated by sandy soil with sandy loam and clay (Figure 2-
4). A statistics of the soil texture in the catchment is summarized in Table 2-6. Considering
general classification, the soil type is black to yellow soil (i.e. clay soil) and murram with average
thickness of 0.20 to 1.5 m. For such soil group initial rainfall abstraction is high for light rainfall
intensity (Figure 2-5).
The catchment is composed of scarce hilly forest, gently sloped land with scrubs and bushes
and agriculture and urban lands. Analyses of satellite imageries for the year 1972 and 2008
show the decrease in the agriculture land, whereas the area under the barren land and
habitation has been increased. Here was almost no chage in the area under forest land as well
as water bodies. These differences can be brought out through Figures 2-6 and 2-7 and Table
2-7.
36
Figure 2-4 Soil map of the Udaisagar reservoir catchment and command
Table 2-6 Soil texture of the Udaisagar Dam catchment
Soil Texture Area (km2) % of Catchment Area
Clay 56.7 11.8
Loam 3.8 0.8
Loamy Sand 3.6 0.7
Sand 242.2 50.6
Sandy Clay Loam 37.5 7.8
Sandy Loam 135.4 28.3
Total 479.2 100.0
37
Figure 2-5 Soil map of the Udaisagar reservoir catchment and command
Figure 2-6 Land use in Udaisagar dam catchment (1972)
38
Figure 2-7 Land use in Udaisagar dam catchment (2008)
Table 2-7 Landuse statistics of the udaisagar command area
Land class Year 1972 Year 2008
Water Bodies 1.81 1.44
Agriculture 41.92 35.52
Forest 25.44 25.42
Hills and Hillocks 22.82 22.80
Barren 3.80 9.73
Habitation 4.21 5.07
2.2.6 Water harvesting structures or anicuts
Construction of the anicuts or water harvesting structures has definitely benefitted the local
environment; however, it has also negative impacts on medium and major irrigation projects and
in turn the major beneficieries. In general, there are few inventories available for the anicuts or
water harvesting structures having the submergence area as well as the storage capacity.
Under such circumstances, it becomes difficult to assess the actual upstream storage in the
catchment affecting the inflow to the medium and major projects.
Therefore, to estimate the storage capacity of the upstream water harvesting structures or
anicuts, a relationship has been saught using the available set of submergence area and
storage capacities of the 80 anicuts or reservoirs with capacity ranging between 0.25 to 84
MCM. Based on the fitting of the data (Figure 2-8), the derived relationship is given as follows:
39
0.0515V A (2.10)
where A is the submergence area (ha) and V is the storage capacity (MCM). The derived
relationship has the root mean squared error (RMSE) is 2.79 MCM, and is reasonable for its
application.
V = 0.0515 x AR² = 0.6512
0.1
1
10
100
0 200 400 600 800 1000
Sto
rage C
apacity,
V (
MC
M)
Submergence Area, A (ha)
Figure 2-8 Storage capacity versus submergence area relationship
The catchment of the Udaisagar Reservoir has many 164 WHS/Anicuts including 9 Minor
irrigation projects. The total live capacity of the Minor projects is 32.38 MCM. All these structures
are shown in Figure 2-1. Based on the inventory made through the Geographic Information
System (GIS) and satellite imageries, the estimated submergence is approximately 1907 ha.
Using the above relationship, the estimate upstream storage capacity in the Udaisagar
catchment is 98.21 MCM ranging between 0.0034 – 31.36 MCM (0.12 – 1107 MCFT). It reveals
that before filling of the Udaisagar reservoir, approximately 98.21 MCM of water has to be
tapped in the upstream storages.
2.3 Irrigation Command and Cropping Pattern
Based on the available information and site inspection, the command area of the project has
originally undulated topography altered for the cultivation with good drainage conditions. The
land holding of the command area is small to medium. A brief description of the command area
is given below:
Soil characteristics: Soil in the command area of mostly three category viz. Red, Black and
Murom having soil depth ranging from 0.5 to 2.0 m. Soil has good water retention capacity
40
adequate for the Wheat crop. If good rainfall is received during the Monsoon, at-least first
irrigation (commonly known as Relayi) is not required for such crops.
Cropping pattern: Major cropping pattern of the Rabi season in the area is Wheat, Barley,
Mustard and Gram. The area allocated to the crop is generally depending upon the water
availability in the reservoir or live capacity of the reservoir. Kharif crops are generally rainfed and
composed of Maize, Jowar, and Bajra. The cropping pattern of the Udaisagar irrigation
command area is summarized in Table 2-8 and 2-9 for Rabi and Kharif crops.
Table 2-8 Cropping pattern of the udaisagar command area during Rabi season
Year Wheat Barley Gram Mustard Fodder
% % % % %
1999-00 68.91 10.88 0 8.81 11.4
2000-01 68.6 8.14 0 11.63 11.63
2001-02 68.46 5.7 2.68 16.44 6.71
2002-03 61.81 8.33 0 13.89 15.97
2003-04 59.79 11.86 0 18.04 10.31
2004-05 58.54 14.63 0 16.26 10.57
2005-06 79.78 10.5 1.41 5.17 3.13
2006-07 91.04 5.24 0 2.42 1.3
2007-08 86.87 6.06 0.64 4.24 2.19
2008-09 77.72 9.87 3.54 6.08 2.78
2009-10 74.79 7.94 0.7 11.38 5.19
2010-11 81.83 13.3 0.16 3.7 1.02
2011-12 86.12 8.86 4.16 0 0.86
2012-13 87.15 7.5 0.1 3.62 1.63
2013-14 91.04 5.24 0 2.42 1.3
Average 76.16 8.94 0.89 8.27 5.73
Table 2-9 Cropping pattern of the udaisagar command area during Kharif season
Year Maize Jowar Groundnut Soybean Fodder
% % % % %
1999-00 80.33 16.7 0.19 0 2.78
2000-01 56.51 29.82 1.18 0 12.49
2001-02 66.54 10.86 4.28 0.02 18.3
2002-03 71.19 21.13 3.85 0.11 3.72
2003-04 59.94 24.71 3.39 0.05 11.91
2004-05 79.22 0 0.32 0 20.47
2005-06 77.19 0 0.9 0 21.91
2006-07 76.13 0.28 2.72 0.63 20.24
2007-08 76.9 0 2.25 0.69 20.15
2008-09 87.85 0 0.29 0 11.86
2009-10 77.14 0.28 0.95 0 21.62
2010-11 78.18 0.03 1.1 0 20.69
2011-12 79.28 0 1.21 0 19.51
2012-13 77.98 0 0.71 0.31 21
2013-14 76.13 0.28 2.72 0.63 20.24
Average 74.70 6.94 1.74 0.16 16.46
41
Canal operation: Canal is generally operated for more than a month continuously (approximately
35 days) for irrigation supply because of it inadequate capacity, water losses, vegetation in the
canals, siltation, etc. The recommended base period for such projects should be 21 days to
meet the peak irrigation supply in the command.
Number of irrigation: In general, number of irrigation depends upon the water availability, soil
type and crop. For majority of the crops sown in the area requires three to four irrigation
depending upon the crop.
Canal network: Canal network in the command area is sufficient for the equitable distribution.
However, due to the canal silting and vegetation leading to the alteration in the longitudinal
section, and continuous miss-management like unauthorized pumping breaching, leakage from
the gates, seepage, etc. water do not reach to tail end of the system. The canal network
including the outlet and their command area with village boundary is shown in Figure 2-9. While
passing of the LMC through HZL premises, canal is being fed by industrial wastewater, which
need adequate attention and necessary remedial measures need to be adopted. For such
situation, instead of open canal, closed canal could be preferred.
Beside this, some part of CCA has been converted into habitation or settlements which need to
be assessed and transferred to downstream reaches by resectioning the canal as per the
revised ICA.
Canal lining: The LMC and RMC are partially lined though some damage may be seen.
Secondary distribution systems like distributary or minor are unlined.
Canal monitoring: Only three to four gauges has been installed in the main canals. There is no
discharge measuring devices installed in the system. At least all the gates should have the
gauge. In the absence of gauges, distribution of water in the command may be some time
questionable to the farmers.
Overall maintenance: In spite of the above, entire system need to be relooked, and regular
maintenance of the canal infrastructure including structures, canal road, cleaning etc. are
needed. Various reaches in the canals are still unlined or having damaged lining, which need
adequate attention.
Staffing: To accomplish above observation, sufficient and trained staff are required in the
project. A recommendation of field staffing has been provided in Annexure A.13.
Performance evaluation: The performance of the project needs to be evaluated at the end of
every financial year and if required necessary measures should be taken. For which, revenue
generation due to irrigation invoicing data should be shared to the WRD.
The tree-diagram of the Udaisagar project is presented in Figure 2-10, which describes
chainage, capacity and length of the minor off-takes, distributary and outlets of both the main
canals.
2.3.1 Crop coefficient for representative crops
Crop coefficient, kc is used to estimate the crop water requirement of the crop. Its value varies
with the crop growing stages and summarized in Table 2-10 and 2-11 for Rabi and Kharif crops,
respectively. A 10-daily values of the crop coefficient is shown in Annexure A.2.
42
Table 2-10 Crop coefficient of Rabi crops
Crop Days Date of sowing
Oct Nov Dec Jan Feb Mar Apr
I II I II I II I II I II I II I II
Wheat 130 16-Nov 0.22 0.44 0.84 1.15 1.15 1.15 1.15 0.90 0.20
Barley 130 07-Nov 0.21 0.21 0.70 1.11 1.15 1.15 1.15 1.15 0.80 0.20
Gram 141 21-Oct 0.10 0.10 0.28 0.65 1.05 1.15 1.15 1.15 0.55 0.25
Mustard 130 16-Oct 0.10 0.10 0.54 0.90 1.15 1.15 1.12 0.66 0.25
Rabi Fodder
182 16-Oct 0.50 0.76 0.85 0.90 0.6 0.85 0.54 0.85 0.60 0.89 0.60 0.85
Table 2-11 Crop coefficient of Kharif crops
Crop Days Date of sowing
Oct Nov Jul Aug Sep
I II I II I II I II I II
Maize 102 01-Jul 0.6 0.12 0.76 1.15 1.15 1.04 0.72
Soybean 130 01-Jul 1.05 0.76 0.16 0.12 0.12 0.52 0.9 1.05 1.05
Groundnut 130 01-Jul 1.05 0.76 0.16 0.12 0.12 0.52 0.9 1.05 1.05
Jowar 115 01-Jul 0.75 0.5 0.12 0.35 0.7 0.75 1 1.05
2.3.2 Population, household and Literacy
Total population of Udaisagar command villages is about 41885 (Census 2011). SC and ST population of dam command is 4575 and 10955 respectively. Literacy rate for male and female is 41.48 and 25.88 respectively. Total literate population is 67.36, which is higher than the Udaipur district literate population 61.83 per cent. Urban and rural population of district Udaipur differs very sharp with respect of literacy. Urban population is 87.51 percent literate whereas, only 54.93 per cent rural population is literate. Total household in the villages of command area is about 8391 (Census 2011).
2.3.3 Workers
Work is defined as participation in any economically productive activity. All persons engaged in 'work' are workers. Persons who are engaged in cultivation or milk production even solely for domestic consumption are also treated as workers. Reference period for determining a person as worker and non-worker is one year preceding the date of enumeration (Census, 2011). Total workers in the Udaisagar command area are 41 per cent of the total population. Out of the total workers 72.98 are main and 27.01 are marginal workers. Main and Marginal cultivator population is 25.13 and 8.3 per cent respectively (Census 2011).
Percentage
of Total
worker from
Population
Percentage
of Main
worker from
total worker
Percentage
of Marginal
worker from
total worker
Percentage
of Main
cultivator
from total
worker
Percentage
of Main
Agricultural
labour from
Total worker
Percentage
of Marginal
Cultivator
from total
worker
Percentage
of Marginal
Agriculture
labour from
total worker
41.07 72.98 27.01 25.13 5.74 8.342053 7.086
43
Figure 2-9 Command area map of the Udaisagar irrigation project showing the canal network, individual command and village boundary (Sajra map)
44
45
Right Main Canal Udaisagar Irrigation Scheme Left Main Canal
Q = 0.796 cumec
CCA 1208 ha0.20 km Q =2.3747 cumec
ICA 725 ha CCA = 1359 ha
6.0 km Q=0.10 cumec0.32 km ICA = 815 ha
CCA 165 ha Karget Minor
ICA 99 ha 0.61 km
1.17 km
1.57 km
2.0 km
6.0 km Q=0.106 cumecs 3.21 km
3.6 km CCA 175 ha Parapada Minor
4.0 km ICA 105 ha
7.56 km
8.23 km
8.36 km 1.5 km
Nandavel Minor
Q= 0.103 cumec
CCA 170 ha
ICA 102 ha
Q= 0.44 cumec
14.0 km 7.00 km 4.0 km 3.0 km 2.63 km 1.03 km 0.83 km 14.10 km
Tail Minor CCA 720 ha Janta Minor Godivida Minor 6.3 km
Q =0.109 ICA 433 ha 14.40 km Q=0.09 cumec
CCA 213 ha 6.0 km CCA 147.0 ha Tail sub Minor
ICA 128 ha ICA 88.0 1.33 km
2.0 km Q =0.103 cumec 20.25 km
CCA=170 ha Ganoli Minor
3.0 km Q=0.252 cumec 21.30 km
CCA 235 ha Khedi Minor
ICA 141 ha
3.0 km Q=0.81 cumec 23.10 km
CCA 134 ha Banjara Minor
ICA 80 ha
3.5 km Q=0.203 cumec 23.55 km
CCA 336 ha Namari Minor
ICA 201 ha
2.0 km Q=0.103 cumec 27.0 km
Suwaton ka Gura Minor
CCA 170 ha
ICA 102 ha
Figure 2-10 Tree-diagram of the canal distribution system of Udaisagar irrigation project
46
47
2.4 Baseline Summary
Code Item Description
Location Village-Bichhari, 18 km from Udaipur, Near Hindustan Zinc Ltd., Debari (NH-76)
Dl District Udaipur
D2 Name of the Project / Scheme Udaisagar Irrigation Project
D3 Name of System / Sub-system Water Resources Department, Udaipur Division (Girva)
D4 River / Basin / Sub-Basin Berach/Banas/Chambal (downstream of Pichhola lakes)
D5 Latitude / Longitude 24°34'42.57"N, 73°49'29.10"E
Climate and soils
D6 Climate (Arid, Semi-arid Humid,
Humid tropics)
Sub-humid
D7 Average annual rainfall (mm) 578.0 mm (1970-2013)
D8 Average annual reference crop
potential evapotranspiration, ETc
(mm)
1737.00 mm
D9 Peak daily reference crop
potential evapotranspiration,
Etc. (mm /day)
9.34 mm/d
D10 Predominant soil types (s) and
percentage of total area of each
type (Clay/ Clay loam/ Loam/
Silty clay loam/ Sand)
Clay loam to Clay (well drained)
Institutional
D11 Year first operational 1564
D12 Type of management
Government agency Water users
Association / Federation of WUA's
Water Resources Department, Udaipur (Girva Section)
D13 Agency functions (to indicate
the extent the Agency controls
the system/sub- system)
Irrigation and drainage service/
Water Resources management/
Reservoir management/ Flood
control/ Domestic water supply
Fisheries Others
Irrigation and drainage service
D14 Type of revenue collection
(Tax on irrigated area/ Charge on
crop type and area/ Charge on
volume of water delivered-
charge per irrigation/ Charge
based on number of watering
per seasons)
Charge on Crop-wise irrigated area
48
Code Item Description
D15 Agency entrusted with
Revenue Collection (Water
Resources Department Revenue
Department /WUA/ Others)
Revenue Department
D16 Land ownership (Government/
Private)
Private
Socio-economic
D17 Gross Domestic Product (GDP) NA
D18 Farming system
Cash crop
Food grains crop
Mixed cash / Food grains crop
Mixed cash and Food grains crop
D19 Marketing
Government marketing board
Private traders
Local market
Regional / national market
Government marketing board
Private traders in Krishi Upaj Mandi
Local market
D20 Pricing
Government controlled prices
Local market prices
Government controlled prices: Minimum Support Price
Water source and availability
D21 Water source
Storage on river Run-of-the river
including barrage / anicut Ground
water
Conjunctive use of surface and
ground water
Storage across Berach River, a tributary of Banas
(downstream of Pichhola lake).
D22 Water availability
(Abundant /Sufficient / Water
scarcity)
Scarcity (as 50% actual live capacity of reservoir is less
than the designed live capacity)
D23 Number and duration of
irrigation season (s)
Number of seasons
Number of month per season
Season 1 : Rabi
Season 2: Kharif
Season 3:
Two irrigation season: Rabi (3-4 months); Kharif (1
month i.e. Kharif Protection)
Two
4 months (Mid-November to Mid-March)
4 months (Mid-June to Mid-October)
D24 Commanded (irrigation) area (ha) CCA: 6318 ha
ICA: 3681 ha
D25 Total number of household 5682
D26 Average farm size (ha) 0.5 – 2.0 ha
D27 Average annual irrigated area (ha)
from the scheme
477.0 ha during 1999 – 2013
49
Code Item Description
D28 Average annual cropping
intensity (%)
CItotal cropped area in a year
100net area
%
121 %
The value more than 100% shows that some part of
land is also used for cultivation in multiple seasons (i.e.
Rabi as well as Kharif as rainfed).
Infrastructure - Irrigation
D29 Method of water abstraction:
Gravity diversion :
Pumped diversion :
Ground water:
Gravity diversion
D30 Water delivery infrastructure
(length and %):
Lined channel :
Unlined:
Pipelines:
Main canal length: 41.0 km; Length of Minors and Sub-
minors: 47.63 km.
42% (as per field visits and discussion with field staff)
58%
NA
D31 Location and type of water control
equipment:
Control structure at intake of the
system / sub-system Type:
None Fixed proportional division
Gated- manual operation Gated -
automatic local control:
Sluice gate at Head/Weir (24°34'39.22"N,
73°49'34.56"E)
LMC (24°34'39.75"N, 73°49'35.33"E) and RMC
(24°34'39.60"N, 73°49'36.40"E) offtakes from
downstream of Head Regulator.
Most of the outlets and minor offtakes are equipped
with the sluice gate/cross-regulator but are not
adequately functioning.
D32 Discharge measurement
facilities, location and type
Location :
Type:
Flow meter:
Fixed weir or flume:
Calibrated sections:
Calibrated gates:
Gauge Level is the main canal. Discharge
measurement in the major distribution system is not
available.
Not available
Calibration chart/Rating Curve not available.
Infrastructure- Drainage
D33 Area serviced by surface drains
(ha)
Full command area
D34 Type of surface drain:
Constructed :
Natural:
Natural
D35 Length of surface drain (km):
Natural :
Open :
Closed:
Natural
D36 Area serviced by sub-
surface drainage (ha)
NA
D37 Number of ground water
level measurement sites
Nil
50
Code Item Description
Water allocation and distribution
D38 Type of water distribution
Supply oriented
On-demand
Arranged -demand
Supply oriented
D39 Frequency of irrigation scheduling
at the intake of the system / sub-
system
Daily :
Weekly :
Twice monthly :
Monthly :
Seasonal :
None:
Seasonal, which fixed by the Water Distribution
Committee depending upon the live capacity of the
reservoir achieved during the year
Seasonal
D40 Predominant farm irrigation
practice (Surface-furrow, basin,
border, flood, furrow-iu-basin Drip
/ sprinkler , Sub-surface)
Surface irrigation: border, flood, and furrow depending
upon the crop
Cropping
D41 Main crops each season
with percentages of total
command area
Rabi: (i) Wheat, (ii) Mustard, (iii) Gram
Kharif: (i) Maize, (ii) Soybean
51
Section I
Benchmarking
52
53
3 Benchmarking of Irrigation Project and Filling of Reservoir
Benchmarking can be defined as: “A systematic process for securing continual
improvement through comparison with relevant and achievable internal or external norms
and standards”. Benchmarking implies comparison: either internally with previous
performance and desired future targets, or externally against similar system. It aims at
finding best management practices. It benefits to the water users, service providers,
Government regulatory bodies like WUA, and donors and funding agencies.
In measuring performance, interest is towards the efficiency with which inputs
(resources: water resources, human resources, financial resources) to the system is
converted into the outputs (socio-economic and environmental benefits). In irrigation
system, three major domains are of general interest:
Service delivery performance: This domain includes two areas of service provision:
(a) Adequacy with which the organization manages the operation of the irrigation
delivery system to satisfy the water required by the users. The irrigation delivery
system includes management and operation of the entire components from the
reservoir to minor canal including reservoir inflow.
(b) Efficiency with which the organization uses resources to provide this services
(financial performance).
Production performance and efficiency: Measures the efficiency with which irrigated
agriculture uses water resources in the production of crops. It measures the performance
of the system after minor canal to the irrigation application. It includes the field
application efficiency and agriculture water use efficiency (i.e. grain produced per unit of
IRRIGATION PROJECT TO BE BENCHMARKED
Benchmarking
Process
1. Identification and
Planning
Identification of
indicators, selection of
ideal system
2. Data Collection
and Compilation
3. Data
Processing and
Analysis
5. Comparison with
Ideal system, and
identification of gaps 4. Evaluation of
Performance
Indicators
6. Monitoring
Framework and
Training
54
water consumed). The production efficiency can be evaluated in financial terms to the
farmers.
Financial performance: It is important for the project for their self-sustenance that at
least Operation and Maintenance (O & M) cost of the project can be recovered from the
revenue generated from the irrigation supply.
Environmental performance: Measure the impacts of irrigated agriculture on land and
water resources.
3.1 Data Collected for for Benchmarking
Data can be divided into two basic categories: (i) Baseline data/information; and (ii)
Historical data. Baseline data includes the salient features of the project and design
technical parameters fixed at the time of inception of the project. These data may be
location, climate (i.e. hydro-meteorological variables, such as rainfall, evaporation,
evapotranspiration, temperature, wind, relative humidity, etc.), catchment characteristics
(i.e. soil, topography, land use characteristics), reservoir storage characteristics (such as
Gross, Live and Dead storage capacity of the project), design discharge including
structural information, command area information (i.e. Gross Command Area, GCA,
Culturable Command Area, CCA, utilization potential, irrigation intensity, irrigation
method, cropping pattern, cropping intensity, farm holding, canal system, etc.). Table 2.1
presents the list of base line data collected for the project.
Table 3-1 List of baseline and historical data collected
S. No.
Data Frequency of Observation and Period
Source Purpose
1 Hydrological data: Inflow
Daily for 15 years Annual 44 years
Water Resources Department
Revisit to the water availability, and comparison with basis of irrigation project designed.
Pattern change in the inflow hydrograph to the system using the flow duration curve analyses.
2 Project data: Designed irrigation potential and actual utilized
Seasonal or monthly for 5 years
Water Resources Department
Statistical analysis of system deficiency
3 Meteorological data: Rainfall, evaporation, evapotranspiration, temperature, etc.
Daily for 10 years Water Resources Department; Meteorological Department; Agriculture Department
Estimation of catchment yield if runoff data are not available. An appropriate Rainfall-Runoff Modelling tool will be used simulate the runoff hydrograph generated from the catchment.
Rainfall-runoff modelling of the catchment will help in the investigation of the impact of upstream mini projects like anicuts or WHS on medium and major irrigation projects.
Estimation of crop water requirement and effective rainfall.
Estimation of irrigation interval and irrigation scheduling.
4 Toposheet Water Resources
Digitization of catchment and command area of the projects.
55
S. No.
Data Frequency of Observation and Period
Source Purpose
Department or Survey of India
Land use map preparation
5 Crop (Jinswar) and land use (Milan Khasra) data
Cropping pattern for at least 5 or 10 years
Tahsil office or Statistical Department; Agriculture Department
Estimation of cropping intensity
Crop water requirement
Irrigation requirement
Actual irrigated area
6 Sajra map Command map Water Resources Department
Digitization of command map, which include canal network, individual command area of the distribution system.
7 Revenue data Revenue Department
Analysis of revenue performance
8 O&M data 10 year Water Resources Department
Analysis of cost and benefits
3.2 Reservoir Filling and Estimation of the Effective Yield
Live capcity and percent filling of the reservoir is summarized in Table 3-2, which clearly
indicate that only six time reservoir has filled in 30 years. Table 3-2 also include the
Monsoon or annual rainfall values and their deficit. Analysing the rainfall and live capcity,
it can be stated that at least 20 % of rainfall need to be exceeded than the average
rainfall for completely filling of the reservoir.
Effective yield refer to the actual runoff volume that accounts for the reservoir storage.
When it is represented with respect to the probability or reliability then it is known as
dependable yield. The %D dependable year is defined as the year for which a
corresponding magnitude Dx at most 100 %D of the years exceeds the value of Dx .
Steps involved in arriving dependable year yield are as follows:
(i) Let the annual yield or maximum gauge or capacity filled during the years
1 2, ,....., Ny y y are 1 2, ,...., Nx x x .
(ii) The filling capacity (live or gross) 1 2, ,...., Nx x x will be arranged in descending
order and the year is also written corresponds to ix , 1,2,.....,i N .
(iii) Assign the ranks from 1 to N for ix .
(iv) The dependable year D will corresponds year at ( 1) /100N D ; and
corresponding flow will be referred as the D% dependable year flow of the catchment.
Using the available record for the period of 1971 to 2013 the dependable effective yield
analysis is presented in Table 3-2 and shown in Figure 3-1.
56
Table 3-2 Live capacity and percentage filling of the Udaisagar reservoir (1984-2013)
Hydrologic Year Rainfall (mm)
Percent deviation (%)
LC (MCM) % Fill
1984-85 618 0.16 10.61 38.44
1985-86 684 10.86 9.93 35.98
1986-87 310.5 -49.68 0.11 0.4
1987-88 263 -57.37 6.41 23.22
1988-89 591 -4.21 3.58 12.97
1989-90 758 22.85 14.69 53.22
1990-91 797 29.17 27.6 100
1991-92 530 -14.10 8.87 32.14
1992-93 887 43.76 27.6 100
1993-94 391 -36.63 4.48 16.23
1994-95 731 18.48 27.6 100
1995-96 438 -29.01 2.65 9.6
1996-97 681 10.37 2.76 10
1997-98 644 4.38 2.3 8.33
1998-99 564 -8.59 1.42 5.14
1999-00 353 -42.79 0.00 0.00
2000-01 359 -41.82 0.00 0.00
2001-02 484 -21.56 0.00 0.00
2002-03 350 -43.27 0.00 0.00
2003-04 422 -31.60 0.00 0.00
2004-05 534 -13.45 0.00 0.000
2005-06 813 31.77 21.6 78.26
2006-07 826 33.87 27.6 100
2007-08 432 -29.98 6.24 22.61
2008-09 419 -32.09 5.14 18.62
2009-10 796 29.01 3.58 12.97
2010-11 742 20.26 22.8 82.61
2011-12 848 37.44 27.6 100
2012-13 456 -26.09 27.6 100
2013-14 621 0.65 27.6 100
57
Table 3-3 Analysis of dependable effective yield for Udaisagar Project
Hydrologic Year
Live Capacity (MCM)
Gross Capacity (MCM)
Rank, m P (%) T
1973-74 27.6 31.1 1 2.22 45.00
1978-79 27.6 31.1 2 4.44 22.50
1983-84 27.6 31.1 3 6.67 15.00
1990-91 27.6 31.1 4 8.89 11.25
1992-93 27.6 31.1 5 11.11 9.00
1994-95 27.6 31.1 6 13.33 7.50
2006-07 27.6 31.1 7 15.56 6.43
2011-12 27.6 31.1 8 17.78 5.63
2012-13 27.6 31.1 9 20.00 5.00
2013-14 17.6 31.1 10 22.22 4.50
1975-76 26.2 29.7 11 24.44 4.09
1976-77 26.2 29.7 12 26.67 3.75
2010-11 22.8 26.3 13 28.89 3.46
2005-06 21.6 25.1 14 31.11 3.21
1977-78 21.45 24.95 15 33.33 3.00
1970-71 18.54 22.04 16 35.56 2.81
1989-90 14.69 18.19 17 37.78 2.65
1984-85 10.61 14.11 18 40.00 2.50
1985-86 9.93 13.43 19 42.22 2.37
1991-92 8.87 12.37 20 44.44 2.25
1987-88 6.41 9.91 21 46.67 2.14
2007-08 6.24 9.74 22 48.89 2.05
1979-80 5.83 9.33 23 51.11 1.96
1974-75 5.23 8.73 24 53.33 1.88
2008-09 5.14 8.64 25 55.56 1.80
1993-94 4.48 7.98 26 57.78 1.73
1988-89 3.58 7.08 27 60.00 1.67
2009-10 3.58 7.08 28 62.22 1.61
1981-82 3.45 6.95 29 64.44 1.55
1971-72 2.97 6.47 30 66.67 1.50
1996-97 2.76 6.26 31 68.89 1.45
1995-96 2.65 6.15 32 71.11 1.41
1997-98 2.3 5.8 33 73.33 1.36
1980-81 1.84 5.34 34 75.56 1.32
1998-99 1.42 4.92 35 77.78 1.29
1972-73 0.5 4 36 80.00 1.25
1986-87 0.11 3.61 37 82.22 1.22
2001-02 0 3.31 38 84.44 1.18
1999-00 0 2.52 39 86.67 1.15
2000-01 0 1.68 40 88.89 1.13
2004-05 0 1.53 41 91.11 1.10
2003-04 0 1.42 42 93.33 1.07
2002-03 0 1.3 43 95.56 1.05
1982-83 0 0 44 97.78 1.02
58
Based on the above analysis, frequency of the reservoir filling is summarized in Table 3-
4. It reveals that the reservoir is completely filled on once in five years. The frequency of
completely filling of the reservoir has been drastically reduced since year 1995; though
the last three years including 2013 has achieved full storage capacity. The reduction in
the yield is largely due to the construction of water harvesting structures in the
catchment. Although the rainfall has shown the falling trend for this catchment but it was
not statistically significant.
Based on the analysis, the average annual gross storage capacity or the net catchment
yield of the Udaisagar Project is worked out to approximately 15 MCM (1971-2013).
0
5
10
15
20
25
30
35
0 10 20 30 40 50 60 70 80 90 100
Gro
ss S
tora
ge C
apacity
(MC
M)
Probability of Exceedence, P (%)
Figure 3-1 Dependable effective yield response of the Udaisagar Project
Table 3-4 Dependable filling of the Udaisagar dam
Dependability (%)
Return Period, T
Year Goss
Capacity (MCM)
Live Capacity (MCM)
10 10 1992-93 31.1 27.6
20 5 2013-14 31.1 27.6
25 4 1975-76 29.7 26.2
50 2 1979-80 9.33 5.83
60 1.67 1988-89 7.08 3.58
75 1.33 1980-81 5.34 1.84
80 1.25 1972-73 4 0.5
90 1.11 2004-05 1.53 0
Analysis shows that the net inflow to the reservoir is not sufficient as compared to the
hydraulic capacity of the Udaisagar reservoir at 50- and 75 % dependable years. At 50%
dependable year the inflow deficit is approximately 21.77 MCM. However,
commissioning of the Dewas-II Projects has benefitted the Udaisagar Project to the
some extent. However, it is expected that Dewas-III will suffice the deficit of this project.
59
3.3 Performance Indicators for Benchmarking
Considering the benchmarking domains, the list of key performance indicators is
presented in Table 3.5. These indicators will be analysed using the data collected for
project. Simplistic software will be developed to estimate these indicators for evaluation
of the projects.
60
61
Table 3-5 List of key performance indicators
Performance Indicator Definition Data Specifications
(A) Service delivery performance
(i) Total annual volume of irrigation supply
(MCM)
It is the total annual volume of water diverted for the irrigation Measured at the diversion structure of the
reservoir. Here it is the sluice gates.
(ii) Total annual volume of water supply
(MCM)
It is the total volume of water used for the irrigation/crop; and is sum of annual
volume of irrigation supply from the project, annual groundwater use, and annual
effective rainfall.
Measured at the diversion structure of the reservoir. Here it is the sluice gates.
Annual groundwater abstraction for irrigation.
Effective rainfall used for the crops.
(iii) Annual irrigation supply per unit
command area (m3/ha)
3Totalannual volumeof irrigation supply (m )
Total command area of the project (CCA in ha)
Measured at the diversion structure of the reservoir. Here it is the sluice gates. [Indictor-i]
The command area for which irrigation infrastructure has been provided (CCA).
(iv) Annual irrigation supply per unit irrigated
area (m3/ha)
3Totalannual volumeof irrigation supply (m )
Total annual actual irrigated crop area (ha)
Measured at the diversion structure of the reservoir. Here it is the sluice gates. [Indictor-i]
Total actual area irrigated during the year as per the revenue record (ha).
(v) Potential utilized and created It is the ratio of potential utilized (area irrigated) to created irrigation potential of
the project:
Totalannual irrigated crop area (ha)
Irrigation potential for the project (ha)
actual
created
Total actual area irrigated during the year as per the revenue record (ha).
Irrigation potential created for the project (ha).
62
Performance Indicator Definition Data Specifications
(vi) Annual relative water supply Totalannual volumeof water supply (MCM)
Totalannual volumeof crop water demand (MCM)
Total volume of water supply [Indictor-ii]: volume of water used for the crop and is sum of annual volume of water supply, annual groundwater used, and annual effective rainfall.
Annual volume of crop water demand: water used to meet the evapotranspiration demand of the crop.
(vii) Annual relative irrigation supply Totalannual volumeof irrigation supply (MCM)
Totalannual volumeof crop water demand (MCM)
Total annual volume of irrigation supply: it is the annual volume of water diverted from the reservoir for irrigation [Indictor-i].
Annual volume of crop water demand: water used to meet the evapotranspiration demand of the crop.
(viii) Water delivery capacity 3
3
Canal capacity at the head (m
Peak irrigation water consumptive demand (m
/s)
/s)
Canal capacity at head: Actual canal capacity of the main canal (LMC or RMC) at the head.
Peak irrigation water consumptive demand: The peak crop irrigated water requirement for a monthly period expressed as a flow rate at the head of the irrigation system.
63
Performance Indicator Definition Data Specifications
(ix) Deviation in reservoir inflow 100%d t
d
V
V
V
Vd = catchment yield used in the design of project (MCM)
Vt = actual annual catchment yield (MCM)
Deviation may be due to change in land use, topography and rainfall pattern.
Catchment yield used in the design: it is the estimated annual runoff at particular dependable year (say 75% for medium and 50% for minor) used in the designing the project.
Actual annual catchment yield: it is an actual inflow or runoff coming to the reservoir from the catchment for a particular year. It will be either estimated using the appropriate model or observed inflow.
(x) Structure performance Structure perfomance index P
T
S
S
SP = number of structure in poor conditions
ST = total number of structures installed in the system
Theoretically, it should be equal to unity.
(B) Productive Performance and Efficiency
(i) Total gross annual agricultural production
(tonnes)
Total annual tonnage of agricultural production under each crop This information is available at village
level and can be extrapolated to actual irrigated area in the command.
(ii) Total annual value of agricultural
production (Rs) i i
i
Cp MSP
Cpi = Crop production in the irrigated area for ith
crop (tonnage)
MSPi = Minimum support price of the crop fixed by the Government (Rs per
tonnage)
(iii) Total annual value of agricultural
production per unit CCA (Rs/ha)
Total annual value of agricultural production (Rs)
CCA of the project (ha)
Total annual value of agricultural production (Rs): Indicator-ii
CCA of the project
64
Performance Indicator Definition Data Specifications
(iv) Total annual value of agricultural
production per unit irrigated area (Rs/ha)
Total annual value of agricultural production (Rs)
Total annual irrigated area (ha)
Total annual value of agricultural production (Rs): Indicator-ii
Total annual irrigated area (ha): Actual annual irrigated area as per the revenue record (ha)
(v) Total annual value of agricultural
production per unit irrigation supply (Rs/m3) 3
Total annual value of agricultural production (Rs)
Total annual volume of irrigation supply (m )
Total annual value of agricultural production (Rs): Indicator-ii
Total annual volume of irrigation supply (m3): it is the volume of water diverted for the irrigation from the reservoir.
(vi) Total annual value of agricultural
production per unit of water supply (Rs/m3) 3
Total annual value of agricultural production (Rs)
Total annual volume of water supply (m )
Total annual value of agricultural production (Rs): Indicator-ii
Total annual volume of water supply (m3): it is the volume of water diverted for the irrigation from the reservoir plus the groundwater use and effective rainfall.
(vii) Total annual value of agricultural
production per unit of crop water demand
(Rs/m3)
3
Total annual value of agricultural production (Rs)
Total annual volume of crop water demand (m )
Total annual value of agricultural production (Rs): Indicator-ii
Total annual volume of crop water demand (m3): it is the volume of water required to meet the crop water demand in terms of consumptive use or evapotranspiration.
65
Performance Indicator Definition Data Specifications
(viii) Cropping intensity (CI) Cropping intensity can be defined as number of times a land is cultivated within
the single crop calendar year.
Actual area used for cultivation during crop calender year
100%Net area available for cultivation
CI
3
,
1
100x j
jx
CI AA
Where Ax is the culturable area of khasra no.-x, j is the index for crop season, and
Ax, j is the area under j-th season of same khasra no.- x.
Actual area used for cultivation during crop calendar year: during kharif if whole area is used for cultivation and during rabi only 25% of area is used then cropping intensity will be 125%.
(ix) Change in cropping pattern Area under different crops in a crop season in a command area is cropping
pattern. Cropping pattern defines the water requirement during the crop growing
period and thus the irrigation requirement.
Annual cropping pattern data. The change will be assessed with reference to the cropping pattern used in designing the irrigation project.
(C) Financial Performance and Efficiency
(i) Cost recovery ratio Gross revenue collected
Total MOM cost
Gross revenue collected: Total revenue collected from payment of services by water users.
Total MOM cost: Total management, operation and maintenance cost of providing the irrigation services.
It largely depends on the state water
policy on the water charges.
Theoretically this cost recovery ratio
should be equal to unity, or even more
to recover some of capital cost of the
project.
66
Performance Indicator Definition Data Specifications
(ii) Total MOM cost per unit area (Rs/ha) Total MOM cost (Rs)
Total irrigated area in CCA (ha)
Total MOM cost: Total management, operation and maintenance cost of providing the irrigation services.
Total irrigated area in CCA: It is the total annual irrigated area of the CCA.
(iii) Revenue collection performance Gross revenue collected (Rs)
Gross revenue invoiced
Gross revenue collected: Total revenue collected from payment of services by water users.
Gross revenue invoiced: Total revenue due for collection from water user for providing irrigation services.
(iv)Staffing per unit area (person/ha) Total number of staff engaged in Irrigation service
Total annual irrigated area by the system
Total number of staff engaged in Irrigation Service: Number of staff employed in the provision of irrigation services under the project.
Total annual irrigated area by the system: total actual irrigated area in a year.
(v) Revenue per unit of volume of irrigation
supply (Rs/m3) 3
Gross revenue collected (Rs)
Total annual volume of irrigation supply (m )
Gross revenue collected: Total revenue collected from payment of services by water users.
Total annual volume of irrigation supply (m
3): it is the volume of water diverted
for the irrigation from the reservoir.
(vi) Total MOM cost per unit of volume of
irrigation supply (Rs/m3) 3
Total MOM cost (Rs)
Total annual volume of irrigation supply (m )
Gross revenue collected: Total revenue collected from payment of services by water users.
Total annual volume of irrigation supply (m3): it is the volume of water diverted for the irrigation from the reservoir.
67
Performance Indicator Definition Data Specifications
(D) Environmental and social indicators
(i) Land degradation index Land degraded due to water logging and salinity (ha) 100%
Irrigation potential created (ha)
Land degraded due to water logging and salinity: Some irrigated area lost its productivity due to water logging and salinity because of excessive water use or canal seepage in a soil of poor drainability.
Irrigation potential created under the project.
(ii) Equity performance It is assessed using the tail end supply index:
Tail-end supply index (TSI) S
T
N
N
NS = Number of days that sufficient amount of water reached the tail end of the
canal (i.e. end user of the system)
NT =Total number of days canal runs
This information could be collected
through the farmers at tail end.
Theoretically value of TSI should be
unity for 100% equitable distribution of
supply.
68
69
4 Evaluation of System Delivery Performance
Delivery of water to meet user’s requirement for irrigation and other purposes is the
primary aim of the project authority. The water delivery process is strongly governed by
the physical, climatic, socio-economic factors. The project authority has limited control
over the various factors like, the prevailing climatic conditions which governs the water
resources availability, crop water requirement, cropping intensity, irrigation intensity in
any crop season. Under this condition, project in-charge has the main objective to
precisely use the available water in the reservoir with equitable distribution in the
culturable command area.
To evaluate the system delivery performance, various indicators have been discussed in
Table 3.5. However, detailed evaluation of these indicators is presented in the present
chapter.
4.1 Total Annual Volume of Irrigation Supply
It is defined as the total annual volume of water diverted for the irrigation through the
diversion structure or main canals through sluice. Considering the multiple use of water
from the reservoir, following annual water budget equation can be used to estimate the
volume of irrigation supply.
( ) ( )IR D I ELSCV V V V V E S (4.1)
where: VIR = annual volume of irrigation supply (MCM), VLSC = volume under live storage capacity (MCM), VD = volume of water allocated for domestic use (MCM), VI = volume of water allocated for industrial use (MCM), VE = volume of water allocated for ecological sustenance (MCM), E = evaporation loss (MCM), and S = seepage loss from the reservoir (MCM).
Since the project is designed for the Rabi irrigation, therefore, it is assumed that entire irrigation water will be used during the period from October to March.
The water allocation variables are generally fixed in the Water Distribution Committee Meeting of the stakeholders, organization and administrative heads after the Monsoon. Other variables like evaporation and seepage loss are considered as per the climate and reservoir bed characteristics or taken from available secondary data for the project. The computation table using Eq. (4.2) for the total volume of irrigation supply is presented in Table 4-1.
70
Table 4-1 Computation of total annual volume of irrigation supply
Hydrologic Year
Live Storage capacity, VLSC
(MCM)
Water Allocation for other Uses (MCM) Evaporation Loss: Oct-Mar
(mm)
Evaporation Loss (MCM)
Seepage Loss (MCM)
Annual Volume of Irrigation Supply
(MCM) Domestic, VD Industrial, VI Ecological, VE
(i) (ii) (iii) (iv) (v) (vi) (vii) = (vi) x As
/1000 (viii)
(ix) = (ii)-(iii)-(iv)-(v)-(vii)-(viii)
1999-00 0
1.55
711.1 0 0 0
2000-01 0
0.89
702.1 0 0 0
2001-02 0
2.44
669.8 0 0 0
2002-03 0
0.91
669.0 0 0 0
2003-04 0
0.88
711.1 0 0 0
2004-05 0
0.6
702.1 0 0 0
2005-06 21.6
3.11
717.8 1.77 1.08 15.64
2006-07 27.6
3.37
727.5 1.99 1.38 20.86
2007-08 6.24
3
669.0 0.93 0.31 2
2008-09 5.14
3.11
711.1 0.86 0.26 0.91
2009-10 3.58
3.11
702.1 0.68 0.18 0
2010-11 22.8
3.37
669.8 1.68 1.14 16.61
2011-12 27.6
3.11
704.5 1.93 1.38 21.18
2012-13 27.6
2.48
700.5 1.92 1.38 21.82
2013-14 27.6
2.98
700.0 1.91 1.38 21.33
As is the submergence area of the reservoir (sq km).
71
4.2 Total Annual Volume of Water Supply
It is defined as the total volume of water used for the irrigation including groundwater use
and effective rainfall during the crop calendar year. However, in minor irrigation projects
irrigation supply is limited for the single season (Rabi season in the present case);
therefore, this exercise can be conducted based on the project design (whether for Rabi
season or both Rabi and Kharif). Mathematically, it is expressed as:
IRWSV V GW ER (4.2)
where: VWS = volume of water supply to the irrigated area (MCM), GW = ground water
use (MCM), and ER = effective rainfall (MCM).
When only water supply is only for Rabi irrigation and actual irrigated area is considered
for the canal then effective rainfall and ground water component will be ignored. In case
if there is rainfall during the Rabi season then it is computed as follows.
4.2.1 Estimation of effective rainfall
In order to calculate the effective rainfall, a semi-empirical method developed by the U.S.
Department of Agriculture (USDA, 1970) can be used. This method is combined with an
improved estimate of the effect of the net irrigation application depth on effective rainfall.
The USDA method is based on a soil water balance performed for 22 meteorological
stations in the USA, by virtue of 50 years of data. It considers deep percolation to the
groundwater basin and soil-profile depletion by evapotranspiration. In the method,
however, the surface runoff is only marginally accounted, and that three factors are
considered to influence the effectiveness of rainfall, viz. mean cumulative monthly
precipitation, mean cumulative monthly evapotranspiration, and irrigation application
depth. The calculation procedure can be described as follows:
According to USDA (1970), the effective precipitation is calculated on a monthly basis
using the following empirical expression.
0.0010.824(1.253 2.935) 10 cET
eP f P (4.3)
where, Pe = effective precipitation per month (mm/month), P = total precipitation per
month (mm/month), ETc = total crop evapotranspiration per month (mm/month), and f = a
correction factor which depends on the depth of the irrigation water application per turn
[dimensionless].
The factor f equals 1.0 if the irrigation water application depth is 75 mm per turn. For
other application depths, the value of f can be estimated as follows:
0.133 0.201ln( );if d<75mm/turnf d (4.4)
40.946 7.3 10 ;if d 75mm/turnf d (4.5)
When the mean total rainfall per month is less than 12.5 mm, it is assumed that 100%
rainfall will be considered to be effective.
If a calculation per day, week or every 10-days is needed then the effective rainfall is first
estimated on monthly basis using Eqs. (4.3) to (4.5). After that, the calculated effective
rainfall in mm/month is converted back into mm/day, mm/week or mm/10-days using
suitable distribution.
72
Equation (4.3) requires the monthly value of total crop evapotranspiration (mm/month)
and can be determined using the climatic models discussed in the following section, for
which the procedure has been discussed in Chapter 2.
4.2.2 Computation of annual water supply
Once the effective rainfall and ground water abstraction is estimated using the above
procedure, the annual water supply for irrigation can be estimated. The computation
table is presented in Table 4-2.
Table 4-2 Calculation of total annual water supply for irrigation
Hydrologic Year
Volume of Irrigation
Supply at the Diversion, Vir
(MCM)
GW abstraction
(MCM)
Effective Rainfall,
ER (MCM)
Total Volume of Water
Supply, VWS
(i) (ii) (iii) (iv) (v)
1999-00 0 0 0 0
2000-01 0 0 0 0
2001-02 0 0 0 0
2002-03 0 0 0 0
2003-04 0 0 0 0
2004-05 0 0 0 0
2005-06 15.64 0 0 15.64
2006-07 20.86 0 0 20.86
2007-08 2 0 0 2
2008-09 0.91 0 0 0.91
2009-10 0 0 0 0
2010-11 16.61 0 0 16.61
2011-12 21.18 0 0 21.18
2012-13 21.82 0 0 21.82
2013-14 21.33 0 0 21.33
4.3 Indices for Irrigation Supply per unit Area
There are four basic indices to assess the performance of delivery system:
(i) Irrigation supply per unit command area;
(ii) Irrigation supply per unit irrigated area;
(iii) Relative duty; and
(iv) Relative potential utilized
These terms have been discussed in Table 3-5. The system delivery performance during
1999-2014 for the Udaisagar irrigation project is presented in Table 4-3.
It is observed that during last four years the duty is approximately 55.25 ha/MCM and
relative duty is 0.485, which itself shows the poor system delivery performance.
However, based on the discussion with the field staff, it was also brought out that the
actual irrigation is not being recorded properly, and is the main cause of this poor
performance. In that case it is recommended that the monitoring of the system should be
73
given priority followed by structural maintenance. As far as the relative potential utilized
is concern, it just half of the designed.
4.4 Indices for Relative water supply and irrigation supply
These indicators directly relates to the various losses in the distribution system as well as
in the field application. Higher relative values indicate the scope of improvement in the
system. The indicators used to evaluate the performance of the project are (i) relative
water supply, (ii) relative irrigation supply, (iii) Overall system efficiency.
4.4.1 Relative water supply
The annual relative water supply is defined as the total annual volume of water supply
per unit annual volume of crop water requirement. The annual crop water requirement is
the volume required to meet the evapotranspiration for the crop during the crop-calendar
year. Numerically, it is expressed as follows:
Totalvolumeof watersupply(MCM)Relative water supply =
Totalvolumeof cropwater requirement (MCM)
The volume of crop water requirement (CWR) and gross irrigation requirement (GIR)
estimated using the methodology discussed in Chapter 2 is presented in Table 4-4 and
4-5.
Higher the value of this index means lower is the performance. Value close to unity
means 100% efficiency though it is theoretical without considering any losses. Up to the
value of 1.2 – 1.4 is recommended considering the system losses.
4.4.2 Relative irrigation supply
The annual relative irrigation supply is defined as the total annual volume of irrigation
water diverted from the reservoir per unit annual volume of crop water requirement. It is
expressed as follows:
Totalvolumeof irrigationsupply(MCM)Relative irrigation supply =
Totalvolumeof cropwater requirement (MCM)
The computation table to estimate the total annual relative water supply and irrigation
supply is presented in Table 4.6.
Higher the value of this index means lower is the performance. Value close to unity
means 100% efficiency though it is theoretical without considering any losses. Up to the
value of 1.2 – 1.4 is recommended considering the system losses.
The value of this index for Udaisagar project is close to 4 (i.e. 3.85) means that there is
large scope of the improvement in the project especially in the distribution and monitoring
system.
4.4.3 Overalll system efficiency
Overall system efficiency defines the all the losses in the system. It is computed using
the following formula:
100%Totalvolumeof irrigationsupply(MCM)
Overall system effiiciency =Totalvolumeof grossirrigation requirement (MCM)
74
Closer the value to 100% means there is no further losses in the system other than the
conveyance and field application losses. In the computations, the conveyance and field
efficiency of the distribution system was considered as 80 and 75%, respectively.
For Udaisagar, value of overall system efficiency is coming 69.66%, in fact it is still as
low as 35.85 % after discarding the outlier value of 272.53 % in the year 2008-09 (376 ha
irrigated area from only 0.91 MCM water) which again shows the poor delivery
performance of the system. It also indicates that the overall conveyance and field
application efficiency selected for the analysis is much higher than the actual.
4.5 Water Delivery Capacity
Water delivery capacity is one of the most important parameters used in the designing
the canal capacity. Generally the main off-take canals are designed on the basis of peak
irrigation water consumptive demand. To assess the adequacy of the capacity of the
main canal, this index is used. Theoretically the value of water delivery capacity should
be more than unity.
3
3
Canal capacity at the head (mWater delivery capacity
Peak irrigation water consumptive demand (m
/s)
/s)
Computation of the water delivery capacity required as per the existing average cropping
pattern and designed is summarized in Table 4-7.
Based on the varios cases, it was found that capacities of both canals are not sufficient
for 21 days of base period to meet the supply at peak irrigation demand. However, with
increased system efficiency of 54% (Ec = 90% and Ea = 60%), the capacity of the RMC
will be sufficient though the LMC at head will not be sufficient with 21 days of base period
under existing cropping pattern. Wheras, if the base period is increased up to 30 days
and efficiency of the canal is increased up to 54% then LMC at head will achieve its
sufficient capacity.
75
Table 4-3 Computation of Indices for Irrigation Supply per unit Area
Hydrologic Year
Live Storage (MCM)
Irrigation Supply (MCM)
Annual Actual
Irrigated Area (ha)
Annual Irrigation Supply per unit Command Area
(m3/ha)
Annual Irrigation Supply per unit Irrigated Area
(m3/ha)
Actual Annual Duty (ha/MCM)
Relative duty Relative potential
utilized
(i) (ii) (iii) (iv) (v) = (iii)*106/ CCA
(ha) (vi) = (iii)*106/(iv) (vii) = (iv) /(iii)
(viii) = (vii) / Ddesign
(ix) = (iv)/ potential created
1999-00 0 0 0 0 0 0 0 0
2000-01 0 0 0 0 0 0 0 0
2001-02 0 0 0 0 0 0 0 0
2002-03 0 0 0 0 0 0 0 0
2003-04 0 0 0 0 0 0 0 0
2004-05 0 0 0 0 0 0 0 0
2005-06 21.6 15.64 609 3361.3 25681.4 38.94 0.342 0.313
2006-07 27.6 20.86 1409 4483.1 14804.8 67.55 0.593 0.725
2007-08 6.24 2 0 429.8 0 0 0
2008-09 5.14 0.91 373 195.6 2439.7 409.89 3.596 0.192
2009-10 3.58 0.81 245 174.1 3306.1 302.47 2.653 0.126
2010-11 22.8 16.61 716 3569.7 23198.3 43.11 0.378 0.369
2011-12 27.6 21.18 873 4551.9 24261.2 41.22 0.362 0.449
2012-13 27.6 21.82 834 4689.4 26163.1 38.22 0.335 0.429
2013-14 27.6 21.33 2100 4584.1 10157.1 98.45 0.864 1.081
Average 2893.2 9286.6 69.32 0.608 0.246
CCA= 4653 ha Average (2010-14)
4348.75 83779.7 55.25 0.485 0.582
ICA= 1943 ha
76
Table 4-4 15-daily crop water requirement using the Penman-Monteith method (FAO56) and existing cropping pattern during Rabi
Year Presowing
(mm)
Oct Nov Dec Jan Feb Mar Apr Total
I II I II I II I II I II I II I II
1999-00 100.0 0 3.651 5.155 12.839 19.530 30.179 33.978 45.238 47.703 54.021 46.553 18.625 9.191 0 426.66
2000-01 100.0 0 4.026 4.996 11.955 20.789 31.191 38.494 54.228 51.148 43.590 50.346 17.026 8.983 0 436.77
2001-02 100.0 0 2.844 3.340 11.545 19.017 28.082 36.097 40.111 39.412 39.637 42.565 13.455 4.892 0 380.99
2002-03 100.0 0 5.497 7.352 14.152 19.353 32.370 36.476 38.582 48.590 45.213 52.679 19.252 13.559 0 433.08
2003-04 100.0 0 3.776 4.761 11.995 19.462 27.786 36.480 39.923 46.539 39.470 46.458 17.875 8.106 0 402.63
2004-05 100.0 0 3.581 4.417 9.279 16.726 24.293 29.560 35.901 44.164 40.119 43.486 18.810 7.227 0 377.56
2005-06 100.0 0 1.233 2.284 10.307 17.691 30.541 34.730 47.396 49.595 57.755 47.975 16.285 2.524 0 418.31
2006-07 100.0 0 0.515 0.994 8.537 17.225 30.775 39.564 57.544 54.828 49.796 55.908 15.280 1.004 0 431.97
2007-08 100.0 0 0.855 1.393 9.032 16.326 27.135 36.534 41.250 42.171 45.777 49.770 14.199 1.597 0 386.04
2008-09 100.0 0 1.379 2.477 10.028 16.600 33.077 37.782 41.625 52.243 51.074 55.913 15.644 2.360 0 420.19
2009-10 100.0 0 2.064 2.677 10.142 17.425 27.248 36.981 41.149 48.706 43.027 50.293 17.129 4.081 0 400.92
2010-11 100.0 0 0.464 1.372 6.524 13.812 23.777 30.321 37.966 48.004 47.108 50.225 17.610 0.697 0 377.89
2011-12 100.0 0 0.473 1.285 9.014 17.887 28.597 35.744 43.792 51.026 58.312 55.846 15.297 0.689 0 417.96
2012-13 100.0 0 0.664 1.351 9.154 17.425 30.245 36.023 44.567 49.848 51.421 53.583 16.098 1.264 0 411.64
2013-14 100.0 0 0.515 0.994 8.537 17.225 30.775 39.564 57.544 54.828 49.796 55.908 15.280 1.004 0 431.97
Average
0.000 2.102 2.990 10.203 17.766 29.071 35.889 44.454 48.587 47.741 50.501 16.524 4.479 0.000
2.102 13.193 46.838 80.343 96.328 67.025 4.479
Peak net irrigation requirement = 96.328 mm
77
Table 4-5 15-daily gross irrigation requirement based on existing cropping pattern during Rabi and overall efficiency of 0.60 (Conveyance: 0.80; Field: 0.75)
Year Presowing
(mm)
Oct Nov Dec Jan Feb Mar Apr Total
I II I II I II I II I II I II I II
1999-00 125.00 0 6.08 8.59 21.4 32.55 50.3 56.63 75.4 79.51 90.04 77.59 31.04 15.32 0 669.45
2000-01 125.00 0 6.71 8.33 19.93 34.65 51.98 64.16 90.38 85.25 72.65 83.91 28.38 14.97 0 686.30
2001-02 125.00 0 4.74 5.57 19.24 31.7 46.8 60.16 66.85 65.69 66.06 70.94 22.43 8.15 0 593.33
2002-03 125.00 0 9.16 12.25 23.59 32.25 53.95 60.79 64.3 80.98 75.36 87.8 32.09 22.6 0 680.12
2003-04 125.00 0 6.29 7.94 19.99 32.44 46.31 60.8 66.54 77.56 65.78 77.43 29.79 13.51 0 629.38
2004-05 125.00 0 5.97 7.36 15.46 27.88 40.49 49.27 59.84 73.61 66.87 72.48 31.35 12.05 0 587.63
2005-06 125.00 0 2.06 3.81 17.18 29.49 50.9 57.88 78.99 82.66 96.26 79.96 27.14 4.21 0 655.54
2006-07 125.00 0 0.86 1.66 14.23 28.71 51.29 65.94 95.91 91.38 82.99 93.18 25.47 1.67 0 678.29
2007-08 125.00 0 1.42 2.32 15.05 27.21 45.22 60.89 68.75 70.29 76.3 82.95 23.66 2.66 0 601.72
2008-09 125.00 0 2.3 4.13 16.71 27.67 55.13 62.97 69.37 87.07 85.12 93.19 26.07 3.93 0 658.66
2009-10 125.00 0 3.44 4.46 16.9 29.04 45.41 61.64 68.58 81.18 71.71 83.82 28.55 6.8 0 626.53
2010-11 125.00 0 0.77 2.29 10.87 23.02 39.63 50.53 63.28 80.01 78.51 83.71 29.35 1.16 0 588.13
2011-12 125.00 0 0.79 2.14 15.02 29.81 47.66 59.57 72.99 85.04 97.19 93.08 25.5 1.15 0 654.94
2012-13 125.00 0 1.11 2.25 15.26 29.04 50.41 60.04 74.28 83.08 85.7 89.3 26.83 2.11 0 644.41
2013-14 125.00 0 0.86 1.66 14.23 28.71 51.29 65.94 95.91 91.38 82.99 93.18 25.47 1.67 0 678.29
Average 0.00 3.50 4.98 17.00 29.61 48.45 59.81 74.09 80.98 79.57 84.17 27.54 7.46 0.00
78
Table 4-6 Relative water and irrigation supply and overall system efficiency
Hydrologic Year
Irrigation Supply (MCM)
Water Supply (MCM)
Crop Water Requirement
(mm)
Gross Irrigation
Requirement (mm)
Actual Irrigated Area (ha)
Crop Water Requirement
(MCM)
Relative Irrigation Supply
Relative Water Supply
Gross Irrigation
Requirement (MCM)
Overall System
Efficiency (%)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) = (ii)/(vii)
(ix) = (iii)/(vii)
(x) (xi) =
(x)*100/(ii)
1999-00 0 0 426.66 669.45 0 0
0 0
2000-01 0 0 436.77 686.3 0 0
0 0
2001-02 0 0 380.99 593.33 0 0
0 0
2002-03 0 0 433.08 680.12 0 0
0 0
2003-04 0 0 402.63 629.38 0 0
0 0
2004-05 0 0 377.56 587.63 0 0
0 0
2005-06 15.64 15.64 418.31 655.54 609 2.55 6.133 6.133 3.99 25.51
2006-07 20.86 20.86 431.97 678.29 1409 6.09 3.425 3.425 9.56 45.83
2007-08 2 2 386.04 601.72 0 0
0 0
2008-09 0.91 0.91 420.19 658.66 376 1.58 0.576 0.576 2.48 272.53
2009-10 0 0 400.92 626.53 245 0.98 0 0 1.53 0
2010-11 16.61 16.61 377.89 588.13 716 2.71 6.129 6.129 4.21 25.35
2011-12 21.18 21.18 417.96 654.94 873 3.65 5.803 5.803 5.72 27.01
2012-13 21.82 21.82 411.64 644.41 834 3.43 6.362 6.362 5.37 24.61
2013-14 21.33 21.33 431.97 678.29 2100 9.07 2.352 2.352 14.24 66.76
Average
3.848 3.848
69.66
Overall system Efficiency =35.85% after discarding the outlier value of 272 53 % in year 2008-09.
79
Table 4-7 Computation and comparison of water delivery capacity (required capacity of the canal at head sluice) as per the exiting cropping pattern and designed capacity at head
Case I: Existing status (i.e. with observed efficiency and cropping pattern)
Field application Efficiency = 0.3197 Conveyance Efficiency = 0.8039 Base Period =
21 days
Fraction Rush Irrigation = 0.1
S. No. Canal CCA (ha) ICA (ha) Peak NIR
(mm)
FIR (mm)
Delta (m/ha)
Base Period (days)
Base Period
(s)
Duty (ha/cumecs)
Discharge at Head
(cumecs/ha)
Requied Capacity at head (m^3/s)
Designed discharge (m^3/s)
Remark
1 LMC 5110 2956 96.33 301.31 0.4123 21 1814400 440.08 0.00227 6.71 2.3747 Under Capacity
2 RMC 1208 725 96.33 301.31 0.4123 21 1814400 440.08 0.00227 1.65 0.796 Under Capacity
Total
6318 3681
8.36 3.1707 Under Capacity
Case II: With proposed efficiency and cropping pattern
Field application Efficiency = 0.60 Conveyance Efficiency = 0.90 Base Period =
21 days
Fraction Rush Irrigation = 0.1
S. No. Canal CCA (ha) ICA (ha) Peak NIR
(mm)
FIR (mm)
Delta (m/ha)
Base Period (days)
Base Period
(s)
Duty (ha/cumecs)
Discharge at Head
(cumecs/ha)
Requied Capacity at head (m^3/s)
Designed discharge (m^3/s)
Remark
1 LMC 5110 2956 96.33 160.55 0.1962 21 1814400 924.64 0.00108 3.19 2.3747 Under Capacity
2 RMC 1208 725 96.33 160.55 0.1962 21 1814400 924.64 0.00108 0.78 0.796 Sufficient
Total
6318 3681
3.97 3.1707 Under Capacity
80
Case III: With proposed efficiency and cropping pattern and increased base period
Field application Efficiency = 0.60 Conveyance Efficiency = 0.90 Base Period =
30 days
Fraction Rush Irrigation = 0.1
S. No. Canal CCA (ha) ICA (ha) Peak NIR
(mm)
FIR (mm)
Delta (m/ha)
Base Period (days)
Base Period
(s)
Duty (ha/cumecs)
Discharge at Head
(cumecs/ha)
Requied Capacity at head (m^3/s)
Designed discharge (m^3/s)
Remark
1 LMC 5110 2956 96.33 160.55 0.1962 30 2592000 1320.91 0.00076 2.25 2.3747 Sufficient
2 RMC 1208 725 96.33 160.55 0.1962 30 2592000 1320.91 0.00076 0.55 0.796 Sufficient
Total
6318 3681
2.8 3.1707 Sufficient
81
5 Evaluation of Productive Performance
The main objective of the irrigation system or project is deliver irrigation supply to
increase the productivity in the culturable command area. It can be assessed in several
ways like production of actual tonnage of individual crops, production in terms of money,
etc. Further to this, it is required to evaluate the productive performance per unit of
irrigation or water supply. Therefore, to cover this aspect of the evaluation, this chapter
describes the various indicators and data collection sheet to perform the analyses.
The gross annual or seasonal production (tonnage) is estimated using the regional
average yield, and can be converted into the gross money with the help of minimum
support price (MSP). For commonly grown crops in the region the value of yield and
MSP is summarized in Table 5-1.
Table 5-1 Average crop yield, minimum support price and irrigation rates of
the common crops
S. No. Crop
Average
Yield
(kg/ha)
Minimum
Support Price
(Rs/ton)
Irrigation
Rate (Rs/ha)
Rabi
1 Wheat 2912 13500 104.00
2 Barley 2515 11000 57.00
3 Gram 955 30000 67.00
4 Mustard 1178 30000 89.00
5 Rabi fodder 755 5000 89.00
Kharif
1 Maize 1386 11750
2 Sorghum (Jwar) 501 15000
3 Groundnut 1554 22500
4 Soybean 1208 22000
5 Paddy
5.1 Productive Performance Indicators: Relative to Area
Sections 6.1 to 6.3 give the basic productive performance of the irrigation project. Other
than these indicators, following numerical indices or relative indices with respect to the
area can be used to evaluate the productive performance of the system. These
indicators are defined in the following sub-sections. The computational table to evaluate
these relative performance indicators are presented in Table 6.2.
5.1.1 Total value of agricultural production per unit CCA
It is defined as the annual value of agricultural production per unit of CCA of the project
i.e.:
Total annual value of agricultural production (Rs)
CCA of the project (ha)
82
5.1.2 Total annual value of agricultural production per unit irrigated area
Since whole area is actually not irrigated in the CCA, therefore, following relative index is
used to evaluate the production performance.
Annual value of production Total annual value of agricultural production (Rs)
Total annual irrigated area (ha)per uniti rrigated area
5.2 Productive Performance Indicators: Relative to Water
Water is a precious element of nature and therefore its precise use is important. It should
be wisely utilized in various sectors as per the climatic conditions. Thus, the economic
performance of the water use needs to be assessed and compared with the established
standard under similar climatic and geophysical conditions. These indicators are defined
below, and their computational table is presented in Table 6.2.
5.2.1 Total seasonal value of agricultural production per unit irrigation supply
3 3
Total annual value of agrAnnual value of agricultura icultural production (Rs)
To
l production
per uni tal annual volume oft ir irrrigation igation ssup uppply ly )R /m (ms
5.2.2 Total annual value of agricultural production per unit of water supply
3 3
Total annual value of agrAnnual value of agricultura icultural production (Rs)
To
l production
pe tal annual volur unit wa me of watter er ssupply upply Rs/m (m )
5.2.3 Total annual value of agricultural production per unit of crop water requirement (CWR)
3 3
Total annual value of Annual value of agricult agricultural production ural productio (Rs)
Total annu
n
per unit al volume of C of CWW RR Rs/m (m )
83
Table 5-2 Cropping pattern, cropped area and production
Hydrologic Year
Cropping Pattern Area
Irrigated during Rabi (ha)
Crop Area under Irrigation Supply (ha) Crop Production (tons, t)
Rabi Rabi Rabi
Year of Project
Inception Wheat Barley Gram Mustard Others Wheat Barley Gram Mustard Others
Wheat (2912 kg/ha)
Barley (2515 kg/ha)
Gram (955
kg/ha)
Mustard (1178 kg/ha)
Others (750
kg/ha)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii) (xiii) (xiv) (xv) (xvi) (xvii)
1999-00 68.91 10.88 0 8.81 11.4 0 0 0 0 0 0 0 0 0 0 0
2000-01 68.6 8.14 0 11.63 11.63 0 0 0 0 0 0 0 0 0 0 0
2001-02 68.46 5.7 2.68 16.44 6.71 0 0 0 0 0 0 0 0 0 0 0
2002-03 61.81 8.33 0 13.89 15.97 0 0 0 0 0 0 0 0 0 0 0
2003-04 59.79 11.86 0 18.04 10.31 0 0 0 0 0 0 0 0 0 0 0
2004-05 58.54 14.63 0 16.26 10.57 0 0 0 0 0 0 0 0 0 0 0
2005-06 79.78 10.5 1.41 5.17 3.13 609 485.86 63.95 8.59 31.49 19.06 1414.8 160.8 8.2 37.1 14.3
2006-07 91.04 5.24 0 2.42 1.3 1409 1282.75 73.83 0 34.1 18.32 3735.4 185.7 0 40.2 13.7
2007-08 86.87 6.06 0.64 4.24 2.19 0 0 0 0 0 0 0 0 0 0 0
2008-09 77.72 9.87 3.54 6.08 2.78 376 292.23 37.11 13.31 22.86 10.45 851 93.3 12.7 26.9 7.8
2009-10 74.79 7.94 0.7 11.38 5.19 245 183.24 19.45 1.72 27.88 12.72 533.6 48.9 1.6 32.8 9.5
2010-11 81.83 13.3 0.16 3.7 1.02 716 585.9 95.23 1.15 26.49 7.3 1706.1 239.5 1.1 31.2 5.5
2011-12 86.12 8.86 4.16 0 0.86 873 751.83 77.35 36.32 0 7.51 2189.3 194.5 34.7 0 5.6
2012-13 87.15 7.5 0.1 3.62 1.63 834 726.83 62.55 0.83 30.19 13.59 2116.5 157.3 0.8 35.6 10.2
2013-14 91.04 5.24 0 2.42 1.3 2100 1911.84 110.04 0 50.82 27.3 5567.3 276.8 0 59.9 20.5
84
Table 5-3 Gross income from Rabi crops and total income
Hydrologic Year Area
Irrigated during
Rabi (ha)
Crop Production (tons, t) Gross Income (Rs) Total Rabi
Income (Million
Rs)
Total Income
with Irrigation Supply (Million
Rs)
Rabi Rabi
Year of Project
Inception
Wheat (2912 kg/ha)
Barley (2515 kg/ha)
Gram (955
kg/ha)
Mustard (1178 kg/ha)
Others (750
kg/ha)
Wheat (Rs13500/t)
Barley (Rs11000/t)
Gram (Rs30000/t)
Mustard (Rs
30000/t)
Others (Rs
5000/t)
(i) (vii) (xiii) (xiv) (xv) (xvi) (xvii) (xviii) (xix) (xx) (xxi) (xxii) (xxiii) (xxiv)
1999-00 0 0 0 0 0 0 0 0 0 0 0 0 0
2000-01 0 0 0 0 0 0 0 0 0 0 0 0 0
2001-02 0 0 0 0 0 0 0 0 0 0 0 0 0
2002-03 0 0 0 0 0 0 0 0 0 0 0 0 0
2003-04 0 0 0 0 0 0 0 0 0 0 0 0 0
2004-05 0 0 0 0 0 0 0 0 0 0 0 0 0
2005-06 609 1414.8 160.8 8.2 37.1 14.3 19099800 1768800 246000 1113000 71500 22.3 22.3
2006-07 1409 3735.4 185.7 0 40.2 13.7 50427900 2042700 0 1206000 68500 53.75 53.75
2007-08 0 0 0 0 0 0 0 0 0 0 0 0 0
2008-09 376 851 93.3 12.7 26.9 7.8 11488500 1026300 381000 807000 39000 13.74 13.74
2009-10 245 533.6 48.9 1.6 32.8 9.5 7203600 537900 48000 984000 47500 8.82 8.82
2010-11 716 1706.1 239.5 1.1 31.2 5.5 23032350 2634500 33000 936000 27500 26.66 26.66
2011-12 873 2189.3 194.5 34.7 0 5.6 29555550 2139500 1041000 0 28000 32.76 32.76
2012-13 834 2116.5 157.3 0.8 35.6 10.2 28572750 1730300 24000 1068000 51000 31.45 31.45
2013-14 2100 5567.3 276.8 0 59.9 20.5 75158550 3044800 0 1797000 102500 80.1 80.1
85
Table 5-4 Computation of productive and economic performance of the water use in production
Hydrologic Year
Irrigated Area (ha)
Total Production
(Mill Rs)
Production per unit Irrigated
Area (Million Rs/ha)
Annual Production
Per unit CCA
(Million Rs/ha)
Irrigation Supply (MCM)
Annual Production
per unit Irrigation Supply (Million
Rs/MCM)
Water Supply (MCM)
Annual Production
per unit Water Supply (Million
Rs/MCM)
CWR (MCM)
Annual Production
per unit CWR
(Million Rs/MCM)
GIR (MCM)
Annual Production
per unit GIR (Million Rs/MCM)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii) (xiii)
1999-00 0 0 0 0 0 0 0 0 0 0 0 0
2000-01 0 0 0 0 0 0 0 0 0 0 0 0
2001-02 0 0 0 0 0 0 0 0 0 0 0 0
2002-03 0 0 0 0 0 0 0 0 0 0 0 0
2003-04 0 0 0 0 0 0 0 0 0 0 0 0
2004-05 0 0 0 0 0 0 0 0 0 0 0 0
2005-06 609 22.3 0.037 0.004 15.64 1.43 15.64 1.43 2.55 8.75 4.02 5.55
2006-07 1409 53.75 0.038 0.009 20.86 2.58 20.86 2.58 6.09 8.83 9.56 5.62
2007-08 0 0 0 0 2 0 2 0 0 0 0 0
2008-09 376 13.74 0.037 0.002 0.91 15.1 0.91 15.1 1.57 8.75 2.48 5.54
2009-10 245 8.82 0.036 0.001 0
0
0.98 9 1.53 5.76
2010-11 716 26.66 0.037 0.004 16.61 1.61 16.61 1.61 2.71 9.84 4.21 6.33
2011-12 873 32.76 0.038 0.005 21.18 1.55 21.18 1.55 3.65 8.98 5.72 5.73
2012-13 834 31.45 0.038 0.005 21.82 1.44 21.82 1.44 3.43 9.17 5.37 5.86
2013-14 2100 80.1 0.038 0.013 21.33 3.76 21.33 3.76 9.07 8.83 14.24 5.63
CCA= 6318 ha ICA= 3681 ha
86
87
6 Optimal Cropping Pattern
This chapter presents the reliability of the storage capacity of the irrigation reservoir with
respect to the current cropping pattern of the culturable command area. The chapter also
includes the decision of optimal cropping pattern with respect to the storage availability in
the reservoir at different dependable years.
Optimal cropping pattern is the allocation of cropped area under different crops in the
culturable command with maximum return under available storage in the reservoir. It can
be determined using the Linear Programming (LP) model.
The development of LP model to investigate the optimal cropping pattern is explained
below using the following variables:
(i) Culturable command area: A (ii) Number of crops sown in the CCA during the crop calendar year, n: 4 (iii) Type of crops during Rabi: Wheat, Mustard, Green Gram, Barley (iv) Available storage in the reservoir for irrigation supply: S (v) System efficiencies: η (vi) Irrigation water requirement, average yield and price of the crops:
Table 6-1 Basic input required for estimating the optimal cropping pattern
S.
No. Crops CWR (mm)
Average Yield
(kg/ha)
Minimum Support
Price, MSP (Rs/kg)
1 Maize 133.99 1386 1175
2 Wheat 409.17 2912 1350
3 Barley 429.06 2515 1100
4 Gram 350.91 955 3000
5 Mustard 319.71 1178 3000
6 Rabi Fodder 535.61 750 500
The LP problem can be formulated as follows:
Objective function
1 1
maxn m
i i i j j j
i jRabi Kharif
z Y MSPA Y MSP A
(6.1)
where i is the index for the number of Rabi crops, j is the index for number of Kharif
crops, Y is the average yield of the crop (kg/ha); MSP is the minimum support price of
the crop (Rs/kg); A is the area under crop (ha); CWR is the crop water requirement
during the growing period for crop (mm); ηc is the conveyance efficiency; ηf is the field
application efficiency; S is the water availability for irrigation supply (MCM), CCA is the
culturable command area of the project (ha); α and β are the integer for Rabi and Kharif
season, respectivey. For priority crop like Kharif protection value of β should be kept high
enough as compared to the value of α.
The conveyance and field efficiency of the system can be considered 0.85 and 0.70,
respectively.
Subject to:
88
(i) Water availability constraint
5
1
[10 ( )]n
i i c f
i
A CWR S
(6.2)
where c and f are the conveyance and field application efficiency of the system.
(ii) Crop area constraint
1
n
i
i
A CCA
(6.3)
where CCA is the culturable command area of the project (ha).
(iii) Non-negative constraints
0;iA i (6.4)
(iv) Crop diversity constraint
( /100) ;i iA f CCA i (6.5)
where fi is the minimum percentage of the crop area required to maintain the crop
diversity.
The LP problem will be solved using the Simplex method, which give the optimal area of
the crops to be cultivated under the available storage. In this formulation, the cost of the
production will not be considered to estimate the net return from the production. It will be
based on the general assumption that gross return is relative to the cost of the
production; i.e. higher the cost of production higher will be the gross income, and vice-
versa.
The term CWR can be replaced with the net irrigation requirement (IWRnet) after
deducting effective rainfall (ER) term from the CWR. The estimation of these variables is
presented in Chapter 2.
This exercise will be performed for various dependable year storage capacity of the
reservoir. The estimated optimal cropping pattern for Udaisagar Irrigation Project is
summarized in Table 6-2.
Table 6-2 Basic input required for estimating the optimal cropping pattern
Components Maize Wheat Barley Gram Mustard Fodder Total
CWR (mm) 133.99 409.17 429.06 350.91 319.71 535.61 2178.44
GIR (mm) 225.19 687.68 721.11 589.76 537.32 900.18 3661.25
Area under crop (ha) 0 388.6 0 33.08 388.6 0 810.28
Cropping Pattern 47.96 0 4.08 47.96 0
Average Yield (kg/ha) 1386 2912 2515 955 1178 750 9696.00
MSP (Rs/qt) 1175 1350 1100 3000 3000 500 10125.00
Gross Return (Lakh Rs) 0 152.76 0 9.48 137.33 0 299.58
GIR (MCM) 0 2.67 0 0.19 2.09 0 4.96
CCA = 4653 ha; ICA = 1943 ha
89
Objective function (Multiple)
299576.4
Objective function (Rabi)
299.5764
Constraint-1 (Area) 0 <= 4653
Constraint-2 (Area) 810.2845 <= 3489.75
Constraint-3 (LC) 4.9555 <= 4.96
Non-negative
0 > 0
388.6 > 0
-3.55E-15 > 0
33.0845 > 0
388.6 > 0
0 > 0
Crop Diversity
388.6 > 388.6
-3.55E-15 > 388.6
33.0845 > 388.6
388.6 > 388.6
0 > 388.6
Cropped area under different dependability
Dependablity (%)
LC (MCM)
Irrigation Supply (MCM)
Economical and Optimal Crop Area (ha) Total Irrigated Area (ha) Maize Wheat Barley Gram Mustard Fodder
75 1.84 1.66 735.4 0.00 0.00 0.00 0.00 0.00 735.4
50 5.83 4.96 0.00 388.6 0 33.1 388.6 0 810.3
25 26.2 22.27
791.9 388.6 388.6 1532.0 388.6 3489.8
20 27.6 23.46
1583.4 388.6 388.6 740.6 388.6 3489.8
Suggested cropping pattern for Rabi
Dependablity (%)
LC (MCM)
Total Irrigated Area (ha)
Economical and Optimal Cropping Pattern (%)
Wheat Barley Gram Mustard Fodder
75 1.84 735.4
50 5.83 810.3 47.96 0.00 4.08 47.96 0.00
25 26.2 3489.8 22.69 11.14 11.14 43.90 11.14
20 27.6 3489.8 45.37 11.14 11.14 21.22 11.14
90
91
7 Evaluation of Financial and Environmental Performance
This chapter presents the evaluation techniques for financial and environmental
performance of the irrigation project. Financial performance relates to the revenue
generation from irrigation services and the cost involved in the project Management,
Operation and Maintenance (MOM). It also relates the staffing involved in the project per
unit culturable command area. On the other hand, the environmental performance can
be evaluated in terms of water table rise in the irrigation wells, land degradation due to
water logging and salinity; and equity performance.
7.1 Estimation of MOM
The total MOM cost is defined as the cost incurred in the operation and maintenance for
the delivery of irrigation services during the financial year. Sometimes, it is also
considered as the O&M cost of the project. This cost includes remodelling, maintenance
of the canals, gates, canal desilting, labour, staffing, electricity, etc. Higher the MOM
lower will be performance.
Following indices can be used to evaluate the economic efficiency of the system. The
data collection and calculation format is presented in Table 8.1.
7.1.1 Cost recovery ratio
It is the ratio of recovery of water charges to the cost of providing the services. It is
imperative to devise water rates and mechanism for recovery of water charges for
irrigation use in such a manner to meet, at least annual cost under the MOM of the
system and recovery of some portion of capital investment on the projects in order to
make the project sustainable. Theoretically, the cost-recovery ratio should be at least
one.
Gross revenue collectedCost recovery ratio 1.0
Total MOM cost
The gross revenue collected refers to the revenue collected from payment of services by
the water users or individual farmers. The state water policy plays a vital role in the cost
recovery.
7.1.2 Total MOM cost per unit area (Rs/ha)
The total MOM cost per unit area is the ratio of total MOM cost incurred to the culturable
command area for which irrigation infrastructure was created.
Total MOM cost (Rs)
TotaTotal MOM cost per unit
l irrigated area in CCA a
)rea
(ha
This ratio should be as minimum as possible. Higher is the ratio, lesser will be economic
efficiency of the project.
92
7.1.3 Revenue collection performance
This is one of the important indicators which relate the integration of water user and
service provider. The revenue collection performance is the ratio between gross revenue
collected during the financial year to the revenue invoiced to the user. Theoretically, it
should be equal to unity.
1.0Gross revenue collected (Rs
Revenue collection performance)
Gross revenue invoiced
The gross revenue invoiced refers to the total revenue due for collection from water user
for providing irrigation services. The performance close to unity indicates the higher
success.
7.1.4 Staffing per unit area (person/ha)
It defines number of staff employed in the provision of irrigation services under the
project. Less value of this indicator has high economic performance.
Total number of staff engaged in Irrigation service=
Total annual irrigatStaffing per unit
ed area by the syarea
stem
7.1.5 Revenue per unit volume of irrigation supply (Rs/m3)
It describes the revenue collection performance per unit of irrigation supply at the head
canal. The value of this indicator should as high as possible.
3
Gross revenue collected (RsRevenue per unit of volume
of
)=
Total annual volume of irriga irrigation supp tion supply l (my )
7.1.6 Total MOM cost per unit volume of irrigation supply (Rs/m3)
It should be vice-versa of the above performance (i.e. revenue per unit volume of
irrigation supply). It is computed as a ratio of total MOM incurred in a particular financial
year per unit of irrigation supply. The value of this indicator should be as minimum as
possible.
3
Total MOM cTotal MOM co ost (Rs)
Tota
st per unit
of volume of l annual volume of irrigairrigation su tion supply p ly (m )p
7.2 Discussion
For financial performcae evaluation of the project, various indicators were evaluated out
of which the cost recovery ratio and MOM cost per unit CCA, and revenue performace
are most important. Based on the analyses of the records available, it was very difficult to
get the revenue collected from the Department and therefore failed to estimate the
revenue performance. It is due to the fact that the Water Resources Department (WRD)
93
do not have their own staff for irrigation recording and Revenue collection system and
this work has been entrusted to Revenue Department. In the present scenario, the WRD
do not have any data of Project’s irrigation recording, Revenue realization and collection
with them for past or current years. As such the WRD has limited its responsibility up to
delivery of water only. This is highly detrimental for project performance as Department
has no direct check or control over irrigation monitoring and Revenue Realization.
Other than the revenue performance, cost recovery ratio is very poor which mean that
the investment into the project is large enough as compared to the revenue invoiced.
There are six main reasons for this large gap: (i) non-recording of actual irrigation
achieved, (ii) irrigation charges are low and which should be close to the MOM per CCA,
(iii) low system delivery efficiency i.e. high loss of water, (iv) catchment yield to the
reservoir has been drastically reduced due to construction of upstream storages, (v)
under capacity of the canals, (vi) canal capcity is comparatively less as compared to the
ICA.
As far as the staffing is concern, the staff availability is very less for such a large system.
94
95
Table 7-1 Calculation of irrigation revenue invoiced
Hydrologic Year
Area Irrigated during
Rabi (ha)
Crop Area under Irrigation Supply (ha) Irrigation Revenuew Invoice (Rs)
Total Revenue Invoiced
(Rs)
Rabi Rabi
Wheat Barley Gram Mustard Others Wheat (Rs
104/ha)
Barley (Rs
57/ha)
Gram (Rs 67/ha)
Mustard (Rs
89/ha)
Others (Rs
89/ha)
1999-00 0 0 0 0 0 0 0 0 0 0 0 0
2000-01 0 0 0 0 0 0 0 0 0 0 0 0
2001-02 0 0 0 0 0 0 0 0 0 0 0 0
2002-03 0 0 0 0 0 0 0 0 0 0 0 0
2003-04 0 0 0 0 0 0 0 0 0 0 0 0
2004-05 0 0 0 0 0 0 0 0 0 0 0 0
2005-06 609 485.86 63.95 8.59 31.49 19.06 50529.44 3645.15 575.53 2802.61 1696.34 59249.07
2006-07 1409 1282.75 73.83 0 34.1 18.32 133406 4208.31 0 3034.9 1630.48 142279.7
2007-08 0 0 0 0 0 0 0 0 0 0 0 0
2008-09 376 292.23 37.11 13.31 22.86 10.45 30391.92 2115.27 891.77 2034.54 930.05 36363.55
2009-10 245 183.24 19.45 1.72 27.88 12.72 19056.96 1108.65 115.24 2481.32 1132.08 23894.25
2010-11 716 585.9 95.23 1.15 26.49 7.3 60933.6 5428.11 77.05 2357.61 649.7 69446.07
2011-12 873 751.83 77.35 36.32 0 7.51 78190.32 4408.95 2433.44 0 668.39 85701.1
2012-13 834 726.83 62.55 0.83 30.19 13.59 75590.32 3565.35 55.61 2686.91 1209.51 83107.7
2013-14 2100 1911.84 110.04 0 50.82 27.3 198831.36 6272.28 0 4522.98 2429.7 212056.3
96
Table 7-2 Calculation of staff expenditure
Financial Year
Irrigated Area (ha)
Irrigation supply (m
3)
No. of Executive
Staff (Existing)
No. Executive
Staff (Required)
No. of Field Staff
(Existing)
No. of Field Staff (Required)
Total Staff
(Person)
Salary-Executive staff (Rs)
Salary-Field
staff (Rs)
Total Salary (Rs)
Other Expenses
of Staff (Rs)
Total Expenditure
on Staff (Rs)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii) (xiii)
1999-00 0 0
0
0
0
2000-01 0 0
0
0
0
2001-02 0 0
0
0
0
2002-03 0 0
0
0
0
2003-04 0 0
0
0
0
2004-05 0 0 3
3
6 36342.857 169200 205542.9
205542.9
2005-06 609 15.64 3
3
6 40029.943 196812 236841.9
236841.9
2006-07 1409 20.86 3
3
6 81085.714 478800 559885.7
559885.7
2007-08 0 2 3
3
6 85142.857 504000 589142.9
589142.9
2008-09 376 0.91 3
3
6 91028.571 540000 631028.6
631028.6
2009-10 245 0 3
3
6 96400 576000 672400
672400
2010-11 716 16.61 3
3
6 105314.29 630000 735314.3
735314.3
2011-12 873 21.18 3
3
6 113828.57 684000 797828.6
797828.6
2012-13 834 21.82 3
3
6 124628.57 756000 880628.6
880628.6
2013-14 2100 21.33 3
3
6 137828.57 828000 965828.6
965828.6
97
Table 7-3 Analysis of financial performance indicators
Financial Year
Irrigated Area (ha)
Irrigation supply (MCM)
Total Expenditure
on Staff (Rs)
O&M Cost (Lakh Rs)
MOM Cost (Lakh Rs)
Revenue Invoiced
(Lakh Rs)
Revenue Collected
(Lakh Rs)
Cost Recovery Ratio (Revenue Collected/MOM)
MOM cost per
unit CCA
(Rs/ha)
Revenue Collection Preformace
(Collection/Invoiced)
Staffing per unit
Irrigated area
(person/ha)
MOM Cost per
unit Volume
of Irrigation Supply (Rs/m
3)
(i) (ii) (iii) (xiii) (xiv) (xv) (xvi) (xvii) (xviii) (xix) (xx) (xxi) (xxii)
1999-00 0 0 0
0.000 0.000
0.000 0.00
0.0000
2000-01 0 0 0
0.000 0.000
0.000 0.00
0.0000
2001-02 0 0 0
0.000 0.000
0.000 0.00
0.0000
2002-03 0 0 0
0.000 0.000
0.000 0.00
0.0000
2003-04 0 0 0
0.000 0.000
0.000 0.00
0.0000
2004-05 0 0 205542.9 0.50 2.555 0.000
0.000 40.45
0.0031
2005-06 609 15.64 236841.9 2.25 4.618 0.592
0.128 73.10
0.0031 0.030
2006-07 1409 20.86 559885.7 14.87 20.469 1.423
0.070 323.98
0.0031 0.098
2007-08 0 2 589142.9 8.23 14.121 0.000
0.000 223.51
0.0031 0.706
2008-09 376 0.91 631028.6 3.91 10.220 0.364
0.036 161.76
0.0031 1.123
2009-10 245 0 672400 13.00 19.724 0.239
0.012 312.19
0.0031
2010-11 716 16.61 735314.3 3.60 10.953 0.694
0.063 173.36
0.0031 0.066
2011-12 873 21.18 797828.6 1.35 9.328 0.857
0.092 147.65
0.0031 0.044
2012-13 834 21.82 880628.6 2.50 11.306 0.831
0.074 178.95
0.0031 0.052
2013-14 2100 21.33 965828.6 0.65 10.308 2.121 0.206 163.16
0.0031 0.048
Average 477.467 8.023 418296.1 5.086 7.573 0.475 0.045 195.30 0.002 0.271
98
99
Section II Water Auditing
100
101
8 Water Auditing of Irrigation Projects
To recall the term ‘water auditing’ again as it is an accounting procedure of entire inflows
(rainfall, inflow from feeder canal system, ground water inflow), outflows (i.e. spilling,
evaporation and seepage loss, water diversion for meeting the demands, and various
other losses incurred in the system), and storages involved in the hydrologic system
during a particular period of time (says, weekly, monthly, seasonal, annual time period).
Water audit determines the amount of water lost from a distribution system due to
leakage and other reasons such as theft, unauthorized or illegal withdrawals from
systems and the cost of such losses to the distribution system and water users, thereby
facilitating easier and effective management of the resources with improved reliability
(CWC, 2005). It helps in correct diagnosis of the problems faced in order to suggest
optimum solutions. It is also an effective tool for realistic understanding and assessment
of the present performance level and efficiency of the service and the adaptability of the
system for future expansion and rectification of faults during modernization.
Water audit improves the knowledge and documentation of the distribution system,
problem and risk areas and a better understanding of what are happening to the water
after it diverted from the headwork. It facilitates in: (i) reduction in water loss, (ii)
improvement in financial performance, (iii) improvement in reliability of water supply, (iv)
efficient use of existing supply, etc.
8.1 Steps of Water Auditing
The steps followed in the water auditing are:
(i) Water supply and use
(ii) Process study
(iii) System audit
(iv) Discharge analysis
(v) Audit report
(i) Water Supply and Usage: The first step is to prepare a layout plan of the canal
distribution network from the headwork to the field outlet including the command area.
It will cover:
(a) Structural information: Gates, flow measuring structures, outlets, flow control structures, regulators, etc. installed in the system with their salient features like type of gate, dimension of gates, type of flow measuring device and its salient feature like location, rating curve, etc.
(b) Canal information: layout plan, L-sections, cross-sections or geometry, extent of lining and lining type (i.e. material).
(c) Canal siltation: magnitude and extent of siltation in the canal.
(d) Digitization of Sajra map showing the canal network and its command area coverage.
(ii) Process Study: The process study involves the study of hydrodynamic components
in the distribution system. It will also include the investigation of field application process
of water.
The process study includes:
(a) Hydraulics of irrigation system
102
(b) Discharge measurement at various locations in the main, distributary, minor and field outlet canal system; and its evaluation based on the design parameters.
(c) Assessment of the canal capacity with respect to the peak irrigation demand in the outlet command.
(iii) Assessment of Irrigation Efficiency and Productivity
This step includes:
(a) Work out all types of losses in the canal and actual areas irrigated and assess productivity.
(b) Work out conveyance losses in main canals and conveyance efficiency.
(c) Work out conveyance losses in branches / distributaries and efficiency.
(d) Work out conveyance losses in water courses and efficiency.
(e) Work out field application efficiency.
(f) Work out water use efficiency at farms field and efficiency.
Table 8-1 Indicative values of the field application efficiency (Ea)
Irrigation methods Field application efficiency
Surface irrigation (border, furrow, basin) 60%
Sprinkler irrigation 75%
Drip irrigation 90%
Table 8-2 Indicative values of the conveyance efficiency (Ec) for
adequately maintained canals
Earthen canals Lined canals
Soil type Sand Loam Clay
Canal length
Long (> 2000m) 60% 70% 80% 95%
Medium (200-2000m) 70% 75% 85% 95%
Short (< 200m) 80% 85% 90% 95%
(v) Audit Report: The water audit report of the irrigation project cover entire aspects
discussed in the earlier steps including the proposal for feasible rehabilitation plan for the
project to minimize the deficiencies in the system.
The subsequent sections present the detailed description and methodology to carry out
the tasks mentioned above.
8.2 Summary of Water Auditing
Based on the actual flow measurements of the canal distribution system, water auditing
summary sheet is prepared. A detailed auditing worksheet is appended in the next
section.
8.3 Assessment of Canal Capacity at Head
Based on the varios cases, it was found that capacities of both canals are not sufficient
for 21 days of base period to meet the supply at peak irrigation demand. However, with
increased system efficiency of 54% (Ec = 90% and Ea = 60%), the capacity of the RMC
will be sufficient though the LMC at head will not be sufficient with 21 days of base period
under existing cropping pattern. Wheras, if the base period is increased up to 30 days
and efficiency of the canal is increased up to 54% then LMC at head will achieve its
sufficient capacity.
103
104
105
106
107
108
109
Table 8-3 Calculation of conveyance efficiency of selected reaches
Canal Reach Length (m)
Vol U/S (m
3)
Vol Passed through the outlets or Minors (m
3)
Vol D/S (m
3)
Loss of Water (m
3)
Time of observation (min)
Loss of Water (lps/km)
Percent Loss (%)
Conveyance Efficiency, Ec (%)
Silt (cm)
Remarks
LMC 750-1740 990 1818.82 354.79 1312.93 151.10 20 127.19 8.31 91.69 5-8 Canal needs to be checked for lining
6540-10350 3810 1109.64 193.44 732.78 183.42 20 40.12 16.53 83.47 5-10 Canal needs to be checked for lining
16020-18450 2430 418.64 68.16 257.91 92.57 20 31.75 22.11 77.89 5 Canal needs to be checked for lining
RMC 150-600 450 895.51 154.10 633.89 107.52 20 199.11 12.01 87.99 5 Canal needs to be checked for lining
600-2520 1920 633.89 0 512.07 121.82 20 52.87 19.22 80.78 5 Canal needs to be checked for lining
4080-6060 1980 484.50 76.35 312.16 95.99 20 40.40 19.81 80.19 5 Canal needs to be checked for lining
7290-9660 2370 258.20 0 190.12 68.08 20 23.94 26.37 73.63 10 Canal needs to be checked for lining
9660-12990 3330 190.12 19.44 133.37 37.31 20 9.34 19.62 80.38 5 Canal needs to be checked for lining
12990-14430 1440 133.37 53.76 47.06 32.55 20 18.84 24.41 75.59 10 Canal needs to be checked for lining
Karget Minor
0-750 750 124.14 28.14 87.43 8.57 20 9.52 6.90 93.10 Canal needs to be checked for lining
1920-2760 840 38.36 15.24 7.62 15.50 20 15.38 40.41 59.59 Heavy seepage between ch 64-92
Average 80.39%
110
Table 8-4 Conveyance efficiency of Bemala minor
Bemala Minor: LMC Ch. 218.1
Date: 15/01/2014 Length 150 Ch
Reach length: 200 m Time US DS
Flume used
WL in parent canal (cm) Q (lps) Vol (l) Flume WL (cm) Q (lps) Vol (l)
13:05:00 CUSEC-1 28 71.6
CUSEC-1 25 58.1 13:10:00 CUSEC-1 28 71.6 21480.0 CUSEC-1 25 58.1 17430.0
13:15:00 CUSEC-1 28.5 73.9 21825.0 CUSEC-1 25.5 60.25 17752.5
13:20:00 CUSEC-1 28.5 73.9 22170.0 CUSEC-1 25.5 60.25 18075.0
Sum 65475.0
Sum 53257.5
Ec = 0.813402 81.34 %
Loss = 0.067875 lps/m
In financial terms nearly 12000 per bigha is in loss (approx. total INR 120000/-) in Rabi.
111
Table 8-5 Computation of field application efficiency
Date: 15/01/2014
Instrument used: Fieldscout TDR 300
Plot size: 4.6 x 7.0 m 32.2 sq m
Soil: Red clay with gravels
FC: 38.00%
Soil Depth: 45.00 cm
Crop: Wheat
Stage: Initial
Root depth: 15.00 cm
Irrigation method; Surface
Field channel: Poor
Farmers' attitude Rigid
Time start: 13:05 hr
Time end: 13:18 hr
Soil moisture measurement
Flow measurement through flume
10 cm Rod 20 cm Rod
Time (hrs) dt (min) WL (cm) Q (lps) Av Q (lps) Vol. (l) Location Pre (%) Post (%) MD (cm) Pre (%) Post (%) MD (cm) 1 19.2 73.8 2.82 58.4 85.7 -3.06
5
2 1.5 2 18.5 72.9 2.925 60 93.2 -3.3
8 3 4.5 2.8 2.15 387
3 36.9 69.1 0.165 65.4 88.4 -4.11
10 2 5 3 2.9 348
4 19.2 60.8 2.82 59 78.4 -3.15
11 1 5.25 3.3 3.15 189
5 17.4 53.2 3.09 47.9 94.3 -1.485
12 1 5.25 3 3.15 189
6 26.4 69.8 1.74 53.2 87.6 -2.28
13 1 5.5 3.6 3.3 198
Average 22.9 66.6 2.3 57.3 87.9 -2.9
16 3 6 4.2 3.9 702
17 1 6.25 4.55 4.375 262.5
Ea = 0.2844 28.44 %
18 1 6.5 4.9 4.725 283.5
Water loss cm) 2.26 cm 0.7277 m
3
Total time 13 min
Total (litres) 2559
Vol (m3) 2.559
Water depth (cm) 7.947
Remarks: In most of the area, generaly clay soil or slity clay soil are experienced and it has the characteristic of swelling i.e. high water absorption. Under such soil condition,
surface method of irrigation should be replaced with the sprinkler irrigation method and which can save almost 65% of water diverted into the field.
112
Table 8-6 Conveyance efficiency of Bemala minor
Date: 28/02/2014
Instrument used: Fieldscout TDR 300
Plot size: 4.0 x 5.0 m (20 sq m)
Soil: Brown soil with pebbles
FC: 40.0 %
Soil Depth: 60.00 cm
Crop: Wheat
Stage: Development
Root depth: 20.00 cm
Irrigation method; Surface
Field channel: OK
Farmers' attitude OK
Time start: 15:05:00
Time end: 15:07:30
Q 11.50 lps
Time of irrigation 2.50 min
Water delivered 8.63
Soil moisture measurement
Location
10 cm 20 cm
Pre (%) Post (%) MD (cm) Pre (%) Post (%) MD (cm)
1 13.8 47.8 5.24 16.5 33.2 4.7
2 11.6 56.5 5.68 19.3 52.6 2.805
3 20.7 57.2 3.86 12.9 40.7 3.765
4 12.6 53.2 5.48 15.3 50.9 3.405
5 13.8 51.1 5.24 13.6 51.8 3.66
6 11.8 46.8 5.64 18.2 43.8 2.97
Average 14.1 52.1 5.2 16.0 45.5 3.6
MMD = 4.37
Ea = 0.5067 50.67%
Remarks: In most of the area, generaly clay soil or slity clay soil are experienced and it has the
characteristic of swelling i.e. high water absorption. Under such soil condition, surface method
of irrigation should be replaced with the sprinkler irrigation method and which can save almost
65% of water diverted into the field.
113
Table 8-7 Estimation of canal capacity at head
Case I: Existing status (i.e. with observed efficiency and cropping pattern)
Field application Efficiency = 0.3197 Conveyance Efficiency = 0.8039 Base Period =
21 days
Fraction Rush Irrigation = 0.1
S. No. Canal CCA (ha) ICA (ha) Peak NIR
(mm)
FIR (mm)
Delta (m/ha)
Base Period (days)
Base Period
(s)
Duty (ha/cumecs)
Discharge at Head
(cumecs/ha)
Requied Capacity at head (m^3/s)
Designed discharge (m^3/s)
Remark
1 LMC 5110 2956 96.33 301.31 0.4123 21 1814400 440.08 0.00227 6.71 2.3747 Under Capacity
2 RMC 1208 725 96.33 301.31 0.4123 21 1814400 440.08 0.00227 1.65 0.796 Under Capacity
Total
6318 3681
8.36 3.1707 Under Capacity
Case II: With proposed efficiency and cropping pattern
Field application Efficiency = 0.60 Conveyance Efficiency = 0.90 Base Period =
21 days
Fraction Rush Irrigation = 0.1
S. No. Canal CCA (ha) ICA (ha) Peak NIR
(mm)
FIR (mm)
Delta (m/ha)
Base Period (days)
Base Period
(s)
Duty (ha/cumecs)
Discharge at Head
(cumecs/ha)
Requied Capacity at head (m^3/s)
Designed discharge (m^3/s)
Remark
1 LMC 5110 2956 96.33 160.55 0.1962 21 1814400 924.64 0.00108 3.19 2.3747 Under Capacity
2 RMC 1208 725 96.33 160.55 0.1962 21 1814400 924.64 0.00108 0.78 0.796 Sufficient
Total
6318 3681
3.97 3.1707 Under Capacity
114
Case III: With proposed efficiency and cropping pattern and increased base period
Field application Efficiency = 0.60 Conveyance Efficiency = 0.90 Base Period =
30 days
Fraction Rush Irrigation = 0.1
S. No. Canal CCA (ha) ICA (ha) Peak NIR
(mm)
FIR (mm)
Delta (m/ha)
Base Period (days)
Base Period
(s)
Duty (ha/cumecs)
Discharge at Head
(cumecs/ha)
Requied Capacity at head (m^3/s)
Designed discharge (m^3/s)
Remark
1 LMC 5110 2956 96.33 160.55 0.1962 30 2592000 1320.91 0.00076 2.25 2.3747 Sufficient
2 RMC 1208 725 96.33 160.55 0.1962 30 2592000 1320.91 0.00076 0.55 0.796 Sufficient
Total
6318 3681
2.8 3.1707 Sufficient
115
8.4 Assessment of Irrigation Efficiencies
(i) Overall conveyance efficiency = 80.39%
(ii) Field application efficiency = 39.77%
(iii) Scheme overall efficiency: The scheme irrigation efficiency (E) for the distribution
system can be calculated using the following formula:
( ) /100%E Ec Ea (8.1)
Using the values of conveyance efficiency (Ec) and field application efficiency (Ea), the
estimated values of Scheme irrigation efficiency (E) is 31.97 %.
A value of scheme irrigation efficiency between 50-60% is considered good; 40% is
reasonable, while a scheme irrigation efficiency of 20-30% is poor. The overall efficiency
of the sytem is very less as compared to the international standard resulting into huge
loss. If this efficiency is improved up to 54% (i.e. Ec = 90%, and Ea = 60%) then the last
four years average value of duty (i.e. 55.25 ha/MCM) can be increased up to 93.32
ha/MCM.
Since as per the discussions with department that the actual irrigation recording is not
properly carried out and actual observed duty could be little higher than the observed
one (i.e. 55.25 ha/MCM) therefore, with the increased efficiency, the duty will reach
atleast up to the designed one.
8.5 Calibration of Canal Outlets
Before proceeding to detailed procedure of calibrating the outlets, it is important to
understand the type of outlets and their design consideration.
Outlet can be defined as a device through which water is released from a distributing
channel into a water course. The discharge through an outlet is usually less than 0.085
cumecs (3.0 cusecs) (IS: 7986-1976). Various types of canal outlets have been
developed from time to time to obtain suitable performance. No one type has come out to
be suitable universally. In fact, it is very difficult to achieve good design with respect to
‘flexibility’ and sensitivity’ because of various indeterminate conditions both in distribution
channels and the water course, namely, discharge levels, silt charge, capacity factor,
rotation of channels, regime condition of distributing channels, etc. Variation in any of
these factors affects proper functioning of the outlet. Even a particular type of outlet
considered suitable upstream of control structure in a canal may not be suitable in the
downstream reach of the same canal.
8.5.1 Classification of outlets
Outlets may be classified in following three types:
(i) Non-modular outlets: Non-modular outlets are the outlets whose discharge is a function of the difference in water levels in the distributing channel and the water course and variation in either affects the discharge. These outlets consist of rectangular or circular openings and pavement. The effect of downstream water level is more with short pavement, although even with long pavement it cannot be entirely eliminated. The common examples of this type of outlets are: (a) open sluice, and (b) drowned pipe outlet.
116
(ii) Semi-modular outlets: Semi-modular outlets are the outlets whose discharge is depending on the water level in the distributing channel not on the water level in the water course so long as the working head is available. Working head for the outlets is the difference between the water level of the distributing channel and centre of the pipe or outlet. The common examples of this type of outlets are: pipe outlet, venture flume, open flume and orifice semi-module.
(iii) Modular outlets: Modular outlets are the outlets whose discharge is independent of water levels in the distributing channel and the water course, within reasonable working limits; i.e. for such outlets or module, the discharge is constant within reasonable working limit irrespective of the fluctuation in the water levels in the distributary channel and/or water course. This type of outlets is either with moving parts or without moving parts. In the latter case these are called as rigid modules. Modular outlets with moving parts are not simple to design and construct and are, thus expensive. These are liable to derangements due to increase in friction, rusting of the moving parts and any obstruction in the working of moving parts caused by the silt and weeds carried in flowing water. Gibb’s module is a common example of this type of outlet or module.
8.5.2 Discharge through the outlets
In this section, only non-modular and semi-modular type outlets will be discussed as
installed in selected 20 irrigation projects taken for the study.
8.5.2.1 Non-Modular outlet
A pipe outlet with exit end of the pipe submerged in water in the water course works as a
non-modular outlet. The pipes are placed horizontally and at right angles to the centre
line of the distributing channel (Figure 8-1). Discharge through the pipe outlet is
computed using the following formula:
2d Lq C A gH (8.2)
Where, q is the discharge (m3/s) of an outlet; A is the cross-sectional area of the pipe
(m2); g is the acceleration due to gravity (m/s
2); HL is the difference of water levels in the
distributing channel and water course (m); Cd is the coefficient of discharge which
depends on friction factor, length and size of the pipe outlet. A value of Cd can be
computed using the following relationship:
0.051.5
400
d
dC
df L
f
(8.3)
where,
f = coefficient of fluid friction for pipes. It can be taken as 0.005 for clean iron pipes and
0.01 for slightly encrusted iron pipes. For earthenware pipes the value of f can be
considered as 0.0075.
L = length of pipe (m); and
d = diameter of pipe (cm).
For computational ease, an average value of Cd proposed by CWPRS equal to 0.73 can
be considered for submerged flow condition; whereas, for free flow condition as the case
of semi-modular outlet, its value can be considered as 0.62.
117
Figure 8-1 Non-modular pipe outlet (submerged exit)
8.5.2.2 Semi-modular outlet
The commonly used semi-modules are:
(a) Pipe outlet discharging freely into the water course; (b) Venturi flume outlet or Kennedy’s Gauge outlet; (c) Open flume outlet; (d) Adjustable orifice semi-module.
Here, only pipe outlet and Adjustable orifice semi-module has been discussed as these
two outlets are commonly used.
(a) Pipe outlet discharging freely into the water course
The pipe outlets work as a semi-modules when the discharge has free fall into the water
course. This class of outlets may therefore be used as semi-modular outlets in which
case the exit end of pipe is placed higher than the water level in the water course. The
working head, H0 is the difference between water level in distributing channel and centre
of pipe outlet (Figure 8-2). The discharge is computed using the following formula
02dq C A gH (8.4)
where, H0 is defined in Figure 8-2. The value of Cd can be estimated using Eq. (8.3). For
general computation value of Cd can be considered equal to 0.62.
Figure 8-2 Semi-modular type pipe outlets (Free flow exit)
L
H0 d
L
d
FSL
HL = Working head
= Head causing flow
118
(b) Adjustable Orifice Semi-Modules
Various types of orifice semi-modules have been designed so far. The one which found
popularity is called Crump’s adjustable proportionate module (APM). In this modules
various modifications has been made, and the latest model which is being now used in
Punjab and Haryana is called an Adjustable orifice semi-module (AOSM). This type of an
adjustable module is considered to be best of all the modules and is mostly adopted. An
adjustable orifice module consists of an orifice provided with a gradually expanding flume
on the downstream side of orifice. The flow through the orifice is super-critical, resulting
in the formation of a hydraulic jump in the expanding flume position. The formation of
jump makes the discharge independent of water level in the water course.
The principal features of an adjustable orifice module are similar to those of a flumed
regulator with horizontal crest and curved water approach on the upstream, and
downstream wings expanding to the width of water course, b. But unlike gates, it is
provided with cast iron roof block, around which masonry is done. The opening height, y0
can be changed by suitably adjusting the roof block, which can be easily done after
dismantling the masonry around it. Since roof block cannot be re-adjustable without
breaking the masonry around it, the opening, y0, and hence the outlet discharge, cannot
be easily tempered with by the cultivators. The module is thus perfectly rigid, and at the
same time adjustable in dimensions at a slight cost of re-doing the masonry. Typical
layout of this type of outlet is depicted in Figure 8-3.
The discharge through such an outlet can be computed using the following formula:
0( ) 2d sq C W y gH (8.5)
where, q = discharge through the outlet (m3/s);
W = width of throat (m);
y0 = height of the orifice opening (m), generally kept 1.5 to 2 times of W;
Hs = head measured from upstream water level in the distributary to the lowest
point of the roof block (m);
Cd = coefficient of discharge, whose value varies between 0.8 to 1.05 for throat
width (W) varying between 0.06 to 0.3 m. It can be considered as 0.91 for normal
throat width of 0.12 m. By adopting the value of Cd as 0.91, the formula (Eq. 8.5)
for discharge through the outlet will be reduced as follows:
04.03 ( ) sq W y H (8.6)
This type of adjustable modules are provided in eight different standard widths, W = 0.06,
0.075, 0.10, 0.12, 0.15, 0.19, 0.24 and 0.30 m. The minimum modular head loss involved
in such module is given by following formula:
0.82 0.5L sH H W (8.7)
Originally, when this module had a setting (i.e. H/y) of (6/10), it aimed at exact
proportionality and, therefore, used to be called APM (Adjustable Proportional Module).
The throat width, W is fixed according to the ratio q/Q as follows:
( / 2)a u
qW k B D
Q (8.8)
where:
Wa = setting forward of the d/s wing wall of the approach (m);
q = discharge through the outlet (m3/s);
119
Q = discharge of the distributing channel (m3/s);
Bu = bed width of the distributing channel just upstream of the outlet (m);
D = depth of water level in the distributing channel; and
k = ratio between the mean velocity for the entire distributing channel and mean velocity
in the part of the distributing channel, wherein outlet has to be installed. Values of k can
be taken as a function of Q from Table 8-8.
Figure 8-3 Crump’s Adjustable Proportional Module (APM) [All dimensions in centimeters]
Table 8-8 Value of k as a function of Q
Q (m3/s) k
< 0.283 1.00
0.283 to 1.415 1.25
1.415 to 5.660 1.50
> 5.660 2.00
Following conditions are required for the performance of the modular:
(a) Ratio Hs/D should be 0.375 to 0.48 for proportionate distribution of silt;
(b) Ratio Hs/D should be 0.80 or less for modular working.
Disadvantage: The waterway in this type of outlets is either deep or narrow which could
get blocked easily, or is shallow and wide in which case it does not draw its fair share of
silt.
W
Wa
Roof Block Top of Bank
Water Course
Water Course
Bed Level Channel Bed Level
y0
Hs
R = 2H
Wa
Distributary
Channel
Bed Width of Water
Course
Dis
trib
uta
ry C
ha
nn
el
(a) Longitudinal Section
(b) Plan
120
8.5.3 Calibration Process of the Outlet
Calibration of the outlet is nothing but the development of relationship between the
opening of the outlet versus discharge passing through it for a particular gauge or water
level in the parent canal (distributing channel); and its comparison with designed
discharge as per the standard design formula. In the current situation (i.e. for selected 20
irrigation projects), the outlets are mostly designed for its maximum discharge capacity of
2 to 3 cusecs (0.057 to 0.085 m3/s). Under such circumstances, the Cut-throat flume has
been applied for measuring the actual discharge passing through the outlet. For
measuring the water level in parent canal or distributing channel as well as in the water
course in case of non-modular outlets, staff-gauge will be used.
Format used for the calibration of the outlet is provided in Table 8-9. Results of the outlet
calibration are presented in pictorial and tabular form. Based on the calibration chart, it is
observed that the outlet are working satisfactorily.
121
Table 8-9 Format for outlet calibration
(a) Name of Minor/Distributary/Main canal: LMC
(b) RD: 220 Ch (c) Type of outlet: Semi-Modular 2
Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe
Note: Rectangular or Pipe (e) Size of outlet: 15 cm
(f) Length of pipe: 3 m (g) Invert level of pipe: 0 m
Sample
Water level in
distributing channel
(m)
Water level in distributing
channel above pipe invert level
(m)
Water level in water
course (m)
Height of opening of outlet for
rectangular outlet (m)
Percent Opening in case
of circular outlet
Working/ operating head for outlet (m)
Rated discharge
(m3/s)
Measurement of discharge through outlet (Cut-throat flume)
Measured discharge through outlet (m
3/s) Flume
size ha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 1.25 1.25 0.15 50 1.175 0.026 C-1 14.0 19.94 0.020
2 1 1.00 0.15 75 0.925 0.035 C-1 18.0 31.69 0.032
3 1.00 1.00 0.15 100 0.925 0.047 C-1 23.0 49.79 0.050
4 0.9 0.90 0.15 50 0.825 0.022 C-1 15.0 22.65 0.023
122
0.000
0.020
0.040
0.060
0.080
0.100
0.120
0.140
0.160
0.000 0.050 0.100 0.150 0.200
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
LMC: Ch. 41
0.000
0.010
0.020
0.030
0.040
0.050
0.060
0.000 0.010 0.020 0.030 0.040 0.050
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
LMC: Ch. 220
0.000
0.010
0.020
0.030
0.040
0.050
0.060
0.000 0.010 0.020 0.030 0.040 0.050
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
LMC: Ch. 240
123
0.000
0.010
0.020
0.030
0.040
0.050
0.060
0.000 0.010 0.020 0.030 0.040 0.050
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
LMC: Ch. 270
0.000
0.010
0.020
0.030
0.040
0.050
0.060
0.000 0.010 0.020 0.030 0.040 0.050
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
LMC: Ch. 292
0.000
0.010
0.020
0.030
0.040
0.050
0.060
0.000 0.010 0.020 0.030 0.040 0.050
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
LMC: Ch. 300
124
0.000
0.020
0.040
0.060
0.080
0.100
0.120
0.140
0.160
0.180
0.200
0.000 0.050 0.100 0.150 0.200
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
LMC: Ch. 345
0.000
0.002
0.004
0.006
0.008
0.010
0.012
0.000 0.002 0.004 0.006 0.008 0.010
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
LMC: Ch. 570
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0.035
0.040
0.045
0.000 0.010 0.020 0.030 0.040
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
LMC: Ch. 580
125
0.000
0.002
0.004
0.006
0.008
0.010
0.012
0.014
0.016
0.000 0.005 0.010 0.015
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
LMC: Ch. 587
0.000
0.005
0.010
0.015
0.020
0.025
0.000 0.010 0.020 0.030
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
LMC: Ch. 590
0.000
0.002
0.004
0.006
0.008
0.010
0.012
0.014
0.016
0.018
0.000 0.005 0.010 0.015
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
RMC: Ch. 10
126
0.000
0.010
0.020
0.030
0.040
0.050
0.060
0.070
0.080
0.090
0.000 0.020 0.040 0.060 0.080 0.100
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
RMC: Ch. 19
0.000
0.010
0.020
0.030
0.040
0.050
0.060
0.000 0.010 0.020 0.030 0.040 0.050
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
RMC: Ch. 137
0.000
0.002
0.004
0.006
0.008
0.010
0.012
0.000 0.002 0.004 0.006 0.008 0.010
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
RMC: Ch. 161
127
0.000
0.002
0.004
0.006
0.008
0.010
0.012
0.000 0.005 0.010 0.015
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
RMC: Ch. 184
0.000
0.002
0.004
0.006
0.008
0.010
0.012
0.000 0.005 0.010 0.015
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
RMC: Ch. 201
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0.035
0.000 0.010 0.020 0.030
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
RMC: Ch. 244
128
0.000
0.002
0.004
0.006
0.008
0.010
0.012
0.014
0.016
0.018
0.000 0.005 0.010 0.015 0.020
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
RMC: Ch. 254
0.000
0.002
0.004
0.006
0.008
0.010
0.012
0.014
0.016
0.018
0.000 0.005 0.010 0.015 0.020
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
RMC: Ch. 281
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0.000 0.010 0.020 0.030
Measure
d d
ischarg
e (
m3/s
)
Rated discharge (m3/s)
RMC: Ch. 298
129
LMC
(b) RD: 220 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 1.25 1.25 0.15 50 1.175 0.026 C-1 14.0 19.94 0.020
2 1 1.00 0.15 75 0.925 0.035 C-1 18.0 31.69 0.032
3 1.00 1.00 0.15 100 0.925 0.047 C-1 23.0 49.79 0.050
4 0.9 0.90 0.15 50 0.825 0.022 C-1 15.0 22.65 0.023
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Working/
operating
head for
outlet (m)
Percent
Opening
in case of
circular
outlet
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water
level in
distributin
g channel
above
pipe invert
level (m)
Water
level in
water
course
(m)
LMC
(b) RD: 240 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 1 1.00 0.15 50 0.925 0.023 C-1 11.0 12.79 0.013
2 0.9 0.90 0.15 75 0.825 0.033 C-1 18.0 31.69 0.032
3 0.85 0.85 0.15 100 0.775 0.043 C-1 23.0 49.79 0.050
4 0.85 0.85 0.15 50 0.775 0.021 C-1 15.0 22.65 0.023
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water
level in
distributin
g channel
above
pipe invert
level (m)
Water
level in
water
course
(m)
LMC
(b) RD: 270 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.95 0.95 0.15 40 0.875 0.018 C-1 12.5 16.18 0.016
2 0.9 0.90 0.15 75 0.825 0.033 C-1 18.0 31.69 0.032
3 0.85 0.85 0.15 100 0.775 0.043 C-1 23.0 49.79 0.050
4 0.85 0.85 0.15 50 0.775 0.021 C-1 15.0 22.65 0.023
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water
level in
distributin
g channel
above
pipe invert
level (m)
Water
level in
water
course
(m)
130
LMC
(b) RD: 292 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.92 0.92 0.15 10 0.845 0.004 C-1 5.0 2.99 0.003
2 0.9 0.90 0.15 75 0.825 0.033 C-1 18.0 31.69 0.032
3 0.85 0.85 0.15 100 0.775 0.043 C-1 23.0 49.79 0.050
4 0.85 0.85 0.15 50 0.775 0.021 C-1 15.0 22.65 0.023
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water
level in
distributin
g channel
above
pipe invert
level (m)
Water
level in
water
course
(m)
LMC
(b) RD: 300 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.9 0.90 0.15 20 0.825 0.009 C-1 8.1 7.27 0.007
2 0.9 0.90 0.15 75 0.825 0.033 C-1 18.0 31.69 0.032
3 0.85 0.85 0.15 95 0.775 0.041 C-1 23.0 49.79 0.050
4 0.85 0.85 0.15 50 0.775 0.021 C-1 15.0 22.65 0.023
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water
level in
distributin
g channel
above
pipe invert
level (m)
Water
level in
water
course
(m)
LMC
(b) RD: 345 Ch
Non-Modular 1 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Rectangular Note: Rectangular or Pipe
30 cm
3 m
(g) Invert level of pipe: 0 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.85 0.85 0.05 0.850 0.045 C-1 17.0 28.52 0.029
2 0.8 0.80 0.20 0.800 0.174 C-1 45.0 171.54 0.172
3 0.78 0.78 0.22 0.780 0.188 C-1 42.0 151.06 0.151
4 0.75 0.75 0.10 0.750 0.084 C-1 30.0 81.25 0.081
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
131
LMC
(b) RD: 570 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
10 cm
3 m
(g) Invert level of pipe: 0.45 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.66 0.21 0.10 65 0.160 0.006 C-1 9.0 8.83 0.009
2 0.65 0.20 0.10 90 0.150 0.008 C-1 10.0 10.73 0.011
3 0.63 0.18 0.10 80 0.130 0.006 C-1 8.5 7.95 0.008
4 0.6 0.15 0.10 70 0.100 0.005 C-1 8.0 7.11 0.007
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
LMC
(b) RD: 580 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.69 0.69 0.15 55 0.615 0.021 C-1 12.0 15.01 0.015
2 0.65 0.65 0.15 75 0.575 0.028 C-1 18.0 31.69 0.032
3 0.65 0.65 0.15 90 0.575 0.033 C-1 21.0 42.11 0.042
4 0.6 0.60 0.15 50 0.525 0.018 C-1 13.0 17.4 0.017
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
LMC
(b) RD: 587 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
10 cm
3 m
(g) Invert level of pipe: 0.15 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.54 0.39 0.10 65 0.340 0.008 C-1 10.5 11.74 0.012
2 0.52 0.37 0.10 75 0.320 0.009 C-1 10.0 10.73 0.011
3 0.50 0.35 0.10 90 0.300 0.011 C-1 11.0 12.79 0.013
4 0.5 0.35 0.10 50 0.300 0.006 C-1 8.0 7.11 0.007
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
132
LMC
(b) RD: 590 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0.15 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.53 0.38 0.15 90 0.305 0.024 C-1 14.5 21.28 0.021
2 0.52 0.37 0.15 75 0.295 0.020 C-1 13.0 17.4 0.017
3 0.50 0.35 0.15 90 0.275 0.023 C-1 15.0 22.65 0.023
4 0.5 0.35 0.15 50 0.275 0.013 C-1 10.0 10.73 0.011
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
RMC
(b) RD: 10 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0.2 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.38 0.18 0.15 70 0.105 0.011 C-1 11.5 13.88 0.014
2 0.38 0.18 0.15 75 0.105 0.012 C-1 12.0 15.01 0.015
3 0.36 0.16 0.15 90 0.085 0.013 C-1 12.5 16.18 0.016
4 0.34 0.14 0.15 65 0.065 0.008 C-1 9.0 8.83 0.009
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
RMC
(b) RD: 19 Ch
Non-Modular 1 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Rectangular Note: Rectangular or Pipe
30 cm
3 m
(g) Invert level of pipe: 0 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.42 0.42 0.01 0.420 0.006 C-1 6.5 4.85 0.005
2 0.42 0.42 0.06 0.420 0.038 C-1 19.0 35.01 0.035
3 0.40 0.40 0.09 0.400 0.055 C-1 23.0 49.79 0.050
4 0.35 0.35 0.14 0.350 0.080 C-1 30.0 81.25 0.081
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
133
RMC
(b) RD: 137 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
20 cm
3 m
(g) Invert level of pipe: 0 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.58 0.58 0.20 70 0.480 0.042 C-2 22.0 45.88 0.046
2 0.54 0.54 0.20 60 0.440 0.034 C-2 19.0 35.01 0.035
3 0.50 0.50 0.20 85 0.400 0.046 C-2 23.0 49.79 0.050
4 0.5 0.50 0.20 40 0.400 0.022 C-2 12.0 15.01 0.015
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
RMC
(b) RD: 161 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0.15 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.3 0.15 0.06 0.15 55 0.075 0.007 C-1 8.8 8.39 0.008
2 0.28 0.13 0.15 70 0.055 0.008 C-1 9.0 8.83 0.009
3 0.28 0.13 0.15 75 0.055 0.009 C-1 10.0 10.73 0.011
4 0.25 0.10 0.15 45 0.025 0.003 C-1 5.0 2.99 0.003
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
RMC
(b) RD: 184 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0.15 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.36 0.21 0.15 40 0.135 0.007 C-1 7.5 6.31 0.006
2 0.33 0.18 0.15 60 0.105 0.009 C-1 9.0 8.83 0.009
3 0.32 0.17 0.15 75 0.095 0.011 C-1 10.0 10.73 0.011
4 0.3 0.15 0.15 35 0.075 0.005 C-1 5.0 2.99 0.003
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
134
RMC
(b) RD: 201 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0.3 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.5 0.20 0.15 30 0.125 0.005 C-1 5.0 2.99 0.003
2 0.48 0.18 0.15 60 0.105 0.009 C-1 9.0 8.83 0.009
3 0.48 0.18 0.15 65 0.105 0.010 C-1 10.0 10.73 0.011
4 0.45 0.15 0.15 40 0.075 0.005 C-1 5.0 2.99 0.003
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
RMC
(b) RD: 244 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0.15 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.6 0.45 0.15 90 0.375 0.027 C-1 18.5 33.33 0.033
2 0.55 0.40 0.15 45 0.325 0.012 C-1 9.0 8.83 0.009
3 0.53 0.38 0.15 50 0.305 0.013 C-1 10.0 10.73 0.011
4 0.5 0.35 0.15 30 0.275 0.008 C-1 5.0 2.99 0.003
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
RMC
(b) RD: 254 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.58 0.58 0.15 50 0.505 0.017 C-1 12.5 16.18 0.016
2 0.55 0.55 0.15 35 0.475 0.012 C-1 9.0 8.83 0.009
3 0.53 0.53 0.15 40 0.455 0.013 C-1 10.0 10.73 0.011
4 0.48 0.48 0.15 20 0.405 0.006 C-1 5.0 2.99 0.003
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
135
RMC
(b) RD: 281 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.55 0.55 0.15 50 0.475 0.017 C-1 12.0 15.01 0.015
2 0.53 0.53 0.15 30 0.455 0.010 C-1 9.0 8.83 0.009
3 0.53 0.53 0.15 40 0.455 0.013 C-1 10.0 10.73 0.011
4 0.48 0.48 0.15 20 0.405 0.006 C-1 5.0 2.99 0.003
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
RMC
(b) RD: 298 Ch
Semi-Modular 2 Note: Non-Modular =1, Semi-Modular=2, Modular =3
(d) Outlet section: Pipe Note: Rectangular or Pipe
15 cm
3 m
(g) Invert level of pipe: 0 m
Rated
discharge
(m3/s)
Measure
ment of
discharge
through
Measured
discharge
through
outlet
Flume
sizeha (cm) Q (lps)
(i) (ii) (iii) (iv) (v) (vi) (vii) (viii) (ix) (x) (xi) (xii)
1 0.52 0.52 0.15 75 0.445 0.024 C-1 16.5 27 0.027
2 0.5 0.50 0.15 60 0.425 0.019 C-1 13.0 17.4 0.017
3 0.50 0.50 0.15 40 0.425 0.013 C-1 10.0 10.73 0.011
4 0.48 0.48 0.15 25 0.405 0.008 C-1 8.0 7.11 0.007
Height of
opening of
outlet for
rectangul
ar outlet
(m)
Percent
Opening
in case of
circular
outlet
Working/
operating
head for
outlet (m)
(a) Name of Minor/Distributary/Main canal:
(c) Type of outlet:
(e) Size of outlet:
(f) Length of pipe:
Sample
Water
level in
distributin
g channel
(m)
Water level in
distributing
channel above
pipe invert
level (m)
Water
level in
water
course
(m)
136
137
9 Irrigation Scheduling
Irrigation scheduling can be defined as “the process of determining when to irrigate and
how much water to apply, based upon measurements or estimates of soil water or water
used by the plant” (ASABE, 2007). The method of estimating irrigation scheduling
depends on either soil or plant monitoring or soil water balance estimates. Method for
monitoring or estimating the soil water status or ET include the hand feel and
appearance of soil, gravimetric soil water sampling, tensiometers, electrical resistance
blocks, water balance approaches, and modified atmometer (Broner, 2005). Here two
methods have been described for irrigation scheduling: (Simple calculation method
(FAO, 1989); and (ii) Water balance approach. The former method gives general ideal of
the irrigation interval and accounts for the climatic parameter, and therefore considered
good. Whereas, the later method gives detailed soil moisture accounting in the field and
is more robust than the former method. The water balance method can be used as real
time irrigation scheduling and can include the climatic forecast.
9.1 Simple calculation of irrigation scheduling (FAO, 1989)
The sample calculation method to determine the irrigation schedule is based on the
estimated depth of the irrigation applications and the calculated irrigation water need of
the crop over the growing season. The following steps are involved in the estimation of
the irrigation schedule (FAO, 1989):
(i) Estimate the net and gross irrigation depth (dnet and dgross), mm (ii) Estimate the irrigation water need (IN) in mm over the total growing season; (iii) Estimate the number of irrigation applications over the total growing season (NoI) (iv) Estimate the irrigation interval (INT), days (v) Adjustment for the peak irrigation demand.
Step 1: Estimation of the net and gross irrigation depth
The net irrigation depth is best determined locally by checking how much water is given
per irrigation application with the local irrigation method and practice. In absence of local
irrigation application data, Table 9.1 can be used estimated the net irrigation depth with
support of Table 9.2, which summarized the approximate rooting depth of the major
crops.
Table 9-1 Approximate net irrigation depth applied per irrigation (mm) (FAO, 1989)
Soil Type Shallow Rooting
Depth Crops
Medium
Rooting Depth
Crops
Deep Rooting
Depth Crops
Shallow and/or sandy
soil
15 30 40
Loamy soil 20 40 60
Clayey soil 30 50 70
138
Table 9-2 Approximate root depth of the major crops (FAO, 1989)
Depth Class /
Rooting Depth
Range
Crops
Shallow rooting crops
(30 – 60 cm)
Crucifers (Cabbage, Cauliflowers, etc.), Celery, Lettuce, Onions,
Pineapple, Potatoes, Spinach, other vegetable excepts Beats, Carrots,
Cucumber
Medium rooting crops
(50 – 100 cm)
Banana, Beans, Beats, Carrots, Clover, Cucumber, Groundnut, Palm trees,
Peas, Pepper, Sisal, Soybeans, Sugar beats, Sunflower, Tobacco,
Tomatoes
Deep rooting crops
(90 – 150 cm)
Alfalfa, Barley, Citrus, Cotton, Deciduous orchards, Flax, Grapes, Maize,
Melons, Oats, Olives, Safflower, Sorghum, Sugarcane, Sweet potatoes,
Wheat.
The gross irrigation depth can be estimated using the following expression:
100netgross
a
dd
E (9.1)
where dgross is the gross irrigation depth (mm), and Ea is the field application efficiency
(%). Typical values of the field application efficiency are given in Table 9.3.
Table 9-3 Typical values of field application efficiency, Ea (FAO, 1989)
S. No. Irrigation method Ea (%)
1 Surface irrigation 60
2 Sprinkler irrigation 75
3 Drip irrigation 90
Step 2: Estimation of the irrigation water need
The detailed estimation procedure of the irrigation water requirement has been
discussed earlier. For the growing period, if the percolation loss and ground water
contribution from the field are considered negligible then the irrigation water need can be
estimated as follows:
, ,i c i e iIN ET P (9.2)
where, ETc, i is the crop water demand for i-th growing period (mm), and Pe, i is the
effective rainfall during the i-th period (mm). The total net irrigation water need during the
total growing period is estimated as:
1
cND
i
i
IN IN
(9.3)
where, NDc is the total growing period. If detailed climatic data is not available, the
approximate value of crop water needs, ETc can be determined from Table 9.4.
139
Table 9-4 Crop water need and growing period (FAO, 1989)
Crop Crop Water Need,
ETc (mm)
Crop Growing
Period, Nc (days)
Alfalfa 800 – 1600 100 – 365
Banana 1200 – 2200 300 – 365
Barley/Wheat/Oats 450 – 650 120 – 150
Bean (green) 300 – 500 75 – 90
Cabbage 350 – 500 120 – 140
Citrus 900 – 1200 240 – 365
Cotton 700 – 1300 180 – 195
Maize 500 – 800 125 – 180
Melon 400 – 600 120 – 160
Onion 350 – 550 150 – 210
Peanut / Groundnut 500 – 700 130 – 140
Pea 350 – 500 90 – 100
Pepper 600 – 900 120 – 210
Potato 500 – 700 105 – 145
Paddy 450 – 700 90 – 150
Sorghum 450 – 650 120 – 130
Soybean 450 – 700 130 – 150
Sugar beat 550 – 750 160 – 230
Sugarcane 1500 – 2500 270 – 365
Sunflower 600 – 1000 125 – 130
Tomato 400 – 800 135 – 180
Step 3: Estimation of the number of irrigation applications over the total growing season
The number of irrigation application over the total growing season can be obtained as
follows:
( )I
net
INNumber of Irrigation N
d (9.4)
Step 4: Estimation of the irrigation interval, INT
The irrigation interval can be estimated as follows:
c
I
NDINT
N (9.5)
where, INT is the irrigation interval (days), NDc is the total growing period of the crop
(days), and NI is the number of irrigation.
Step 5: Adjustment for peak period
For peak period, irrigation need for the crop is less than the net irrigation depth,
therefore, steps 2 and 4 is repeated for the peak period adjustment. Considering the
above algorithm of simple irrigation scheduling method, software has been developed on
Microsoft Office-Excel platform. A print screen view of the software is depicted in Figure
9.1. A sample computational of irrigation scheduling using the above described method
is presented in Example 9.1.
140
Irrigation Scheduling: Simple Calculation Method (FAO, 1989)
(A) Project and Watercourse:
Project: Udaisagar
Outlet no.: Janta Minor
Location: Lat: Long: Alt (m):
CCA (ha): 720
ICA (ha): 433
Outlet capacity (cumec) 0.44
(B) CCA, Soil and Area under cultivation
ICA (ha) 433
Major crop: Wheat
Soil type: Clay loam
(C) Irrigation method:
Irrigation method: Surface
Field application efficiency: 60
(D) Crop Information
Crop name: Wheat
Platation data: 16-Nov
Total growing period: 130
Harvesting date: 25-Mar
Rooting (Table 9.2): Medium rooting
Max. root depth (cm)- Table 9.6: 90
Figure 9-1 Excel Worksheet Programme for Irrigation scheduling using Simple calculation method
141
(E) Irrigation Scheduling
Case I: For total growing period
Month Nov Dec Jan Feb Mar Total
No. of Days 15 31 31 28 25 130
IN (mm) 7.96 42.67 82.37 103.94 72.3 309.24
Net irrigation depth (mm): 45 mm
Gross irrigation Depth (mm): 75 mm
Irrigation water need (mm) 309.24 mm
Number of irrigation, NI 7
Irrigation interval, INT 18 days
Summary:
Month Nov Dec Jan Feb Mar Total
No. of Days 15 31 31 28 25 130
IN (mm/momth) 7.96 42.67 82.37 103.94 72.3 309.24
Irrigation applied, dnet (mm) 37.5 77.5 77.5 70 62.5 325
dnet-IN (mm/month) 29.54 34.83 -4.87 -33.94 -9.8 15.76
Irrigation interval (days) 18 18 18 18 18
Remarks: Go to Next Trial
Trial I: For Peak Growing Period
Net irrigation depth (mm): 45 mm
Gross irrigation Depth (mm): 75 mm
IN during peak period (mm): 258.61 mm
Number of days during peak 84
Number of irrigation, NI 6
Irrigation interval, INT 14 days
Summary:
Month Nov Dec Jan Feb Mar Total
No. of Days 15 31 31 28 25 130
IN (mm/momth) 7.96 42.67 82.37 103.94 72.30 309.24
Irrigation applied, dnet (mm) 37.50 77.50 99.64 90.00 80.36 385.00
dnet-IN (mm/month) 29.54 34.83 17.27 -13.94 8.06 75.76
Irrigation interval 18 18 14 14 14
Remarks: Go to Next Trial
Trial-II: For Peak Growing Period
Net irrigation depth (mm): 45 mm
Net irrigation depth (mm): 75
IN during peak period (mm): 103.94 mm
Number of days during peak 28
Number of irrigation, NI 2.31
Irrigation interval, INT 12 days
Summary:
Month Nov Dec Jan Feb Mar Total
No. of Days 15 31 31 28 25 130
IN (mm/momth) 7.96 42.67 82.37 103.94 72.30 309.24
Irrigation applied, dnet (mm) 37.50 77.50 99.64 105.00 80.36 400.00
dnet-IN (mm/month) 29.54 34.83 17.27 1.06 8.06 90.76
Irrigation interval 18 18 14 12 14
Remarks: Irrigation Scheduling Completed.
Figure 9.1 (Continued….)
142
Example 9.1: For the groundnut crop, following information are collected from the field.
Soil type: loam
Irrigation method: furrow
Field application efficiency, Ea = 60%
Total crop growing period, NDc = 130 days
Planting date: 15th July
Harvesting date: 25th November
The irrigation water need during the growing period is as follows:
Month Jul Aug Sep Oct Nov Total
IN (mm/month) 38 115 159 170 45 527
Using the above information determines the irrigation schedule for: (i) total growing period, (ii) peak
period, and (iii) combination of (i) and (ii).
Solution: Using the software, the computations are below:
(A) Project and Watercourse:
Project: XYZ
Outlet no.: XYZ
Location: Lat: Long: Alt (m):
CCA:
ICA:
Outlet capacity (cumec)
(B) CCA, Soil and Area under cultivation
ICA (ha)
Major crop: Groundnut
Soil type: Loam
(C) Irrigation method:
Irrigation method: Surface
Field application efficiency: 60 %
(D) Crop Information
Crop name: Groundnut
Platation data: 15-Jul
Total growing period: 130
Harvesting date: 22-Nov
Rooting (Table 9.2): Medium rooting
Max. root depth (cm)- Table 9.6: 90
143
(E) Irrigation Scheduling
Case I: For total growing period
Month Jul Aug Sep Oct Nov Total
No. of Days 16 31 30 31 22 130
IN (mm) 38 115 159 170 45 527
Net irrigation depth (mm): 40 mm
Gross irrigation Depth (mm): 66.7 mm
Irrigation water need (mm) 527 mm
Number of irrigation, NI 13
Irrigation interval, INT 10 days
Summary:
Month Jul Aug Sep Oct Nov Total
No. of Days 16 31 30 31 22 130
IN (mm/momth) 38 115 159 170 45 527
Irrigation applied, dnet (mm) 64 124 120 124 88 520
dnet-IN (mm/month) 26 9 -39 -46 43 -7
Irrigation interval (days) 10 10 10 10 10
Remarks: Go to Next Trial
Trail I: For Peak Growing Period
Net irrigation depth (mm): 40 mm
Gross irrigation Depth (mm): 66.7 mm
IN during peak period (mm): 329 mm
Number of days during peak 61
Number of irrigation, NI 8.5
Irrigation interval, INT 7 days
Summary:
Month Jul Aug Sep Oct Nov Total
No. of Days 16 31 30 31 22 130
IN (mm/momth) 38.00 115.00 159.00 170.00 45.00 527.00
Irrigation applied, dnet (mm) 64.00 124.00 171.43 177.14 88.00 624.57
dnet-IN (mm/month) 26.00 9.00 12.43 7.14 43.00 97.57
Irrigation interval 10 10 7 7 10
Remarks: Irrigation Scheduling Completed.
144
9.2 Water Balance Method
The water balance is the accounting procedure of all inflow, outflows and the storages
involved within the firm hydrologic boundary during given period of time. For irrigated
field, farm land will acts as a hydrologic boundary and lower boundary is up to the rooting
depth. The water balance is merely a detailed statement of the law of conservation of
mass. The water balance can be expressed as follows:
Inflows - Outflows = ChangeinStorages (9.6)
Mathematically, a general water balance or soil moisture balance equation can be
expressed as follows:
1 1( ) ( )j j jP I U Q D ETc SM (9.7)
Substituting 1j j jSM SM SM in Eq. (9.7) results:
1 1 1( ) ( )j j j j jSM SM P Q D I U ETc (9.8)
1 1 1 1Re ( )j j j j j jSM SM I U ETc (9.9)
Converting Eq. (9.9) into a soil moisture deficit (j jSWD FC SM ) term will results:
1 1 1( ) (Re)j j j jSWD SWD ETc I U (9.10)
In the above governing equation, P is the precipitation or rainfall, I is the irrigation water
applied, U is the upward flux of water to the root zone depth or capillary rise, Q is the
surface runoff from the field, D is the deep percolation, ETc is the average
evapotranspiration from the cropped surface or consumptive use of crop during the water
balance period, ΔSM is the change in soil moisture storage, SMj is the soil moisture at jth
time, and SMj+1 is the soil moisture at (j+1)th
time step, SWD is the soil moisture deficit,
FC is the field capacity of the soil, and Re is the effective rainfall that replenish the soil
while rainfall or precipitation occurs. All the terms appeared in the above equation are
either in volumetric unit or in water depth equivalent unit. For irrigation scheduling, daily
time steps are common and users are most often interested in estimating the irrigation
amount(s) and date(s) of application needed to maintain the SWD at some future date at
or above the Minimum Allowable Deficit (MAD).
9.2.1 Soil moisture terminology
A description of the soil moisture terms appeared in Eqs. (9.8 to 9.10) are presented as
follows:
(i) Field capacity of soil (FC): The term field capacity is interchangeably used with the
terms water holding capacity and water retention capacity. Field capacity is the amount
of soil moisture or water content held in soil after excess water has drained away and the
rate of downward movement has materially decreased, which usually takes place within
2–3 days after a rain or irrigation in pervious soils of uniform structure and texture. The
physical definition of field capacity (θfc) is the bulk water content retained in soil at − 33
J/kg (or − 0.33 bar) of hydraulic head or suction pressure. In equivalent depth term, it is:
( /100)FCFC RD (9.11)
where FC is the field capacity (mm), θFC is the field capacity of soil (%v/v), and RD is the
rooting depth (mm).
145
(ii) Permanent wilting point (PWP): The permanent wilting point is the point when there is
no water available to the plant. The permanent wilting point depends on plant variety, but
is usually around 1,500 kPa (15 bars). At this stage, the soil still contains some water,
but it is difficult for the roots to extract from the soil. It is also presented in percentage by
volume (%v/v) and can be converted into depth term by multiplying with root depth (RD)
as explained in Eq. (9.11).
(iii) Available water content: It is the amount of water actually available to the plant for
their growth. It is determined as field capacity minus the water that will remain in the soil
at permanent wilting point. The available water content depends greatly on the soil
texture and structure.
The moisture at available water capacity is expressed as follows:
AWC FC PWP (9.12)
where, AWC is the maximum available moisture content (%v/v), FC is the moisture
content at field capacity (%v/v), and PWP is the moisture content at permanent wilting
point (%v/v). Values of θFC, θPWP, and AWC has been summarized in Table 9.5 for
various soil textures.
(iv) Available water holding capacity (AWC): The available water content (cm/cm) is
determined as follows:
100
FC PWPAWC
(9.13)
And the total water available in the root zone (TAW) is determined as:
100
FC PWPTAW AWC RD RD
(9.14)
(v) Currently available soil moisture (SM): Current soil moisture (SM) is defined as the
moisture currently (i.e., at present state of the crop and soil) available to the plant.
Mathematically, it is expressed as follows:
0SM PWP (9.15)
where, SM is the presently available soil moisture content (%v/v), and 0 is the current
soil moisture content (%v/v). It can be presented in depth term through the following
equation.
0
100
PWPSM RD
(9.16)
(vi) Depletion of available soil moisture: The percentage depletion of available soil-water
is the lowering of current state of soil-moisture from field capacity with respect to
theoretical maximum possible available soil-moisture. It is expressed as follows:
0,% 100FC
FC PWP
Depletion
(9.17)
146
Table 9-5 Soil moisture at field capacity (θFC), permanent wilting point (θPWP), available water content
(AWC in cm/cm) and basic infiltration rate (F in mm/day)
Soil Type θFC (%v) θPWP (%v) F (mm/day) AWC
(cm/cm)
Sand 9.0 4.0 1200 0.050
(6-12) (2-6) (600-6000)
Coarse sand 3.2 1.2 11200 0.020
Medium coarse sand 9.5 1.7 3000 0.078
Medium fine sand 15.5 2.3 1100 0.132
Fine sand 19.6 4.2 500 0.154
Sandy loam 14.0 6.0 600 0.080
(10-18) (4-8) (312-1824)
Sandy loam 19.5 6.1 165 0.134
Light loamy medium (Coarse sand) 24.2 10.0 23 0.142
Loamy medium coarse sand 18.1 2.1 3.6 0.160
Loamy fine sand 14.6 6.0 265 0.086
Fine sandy loam 27.3 8.7 120 0.186
Loam 22.0 13.0 192 0.090
(18-26) (8-12) (192-480)
Silt Loam 33.8 9.2 6.5 0.246
Loam 29.3 9.8 50 0.195
Clay Loam 27.0 13.0 192 0.140
(23-31) (11-15) (60-360)
Sandy clay loam 31.7 18.0 235 0.137
Silty clay loam 34.5 18.5 15 0.160
Clay Loam 39.3 25.5 9.8 0.138
Silt clay 31.0 15.0 60 0.160
(27-35) (13-17) (7.2-120)
Clay 35.0 17.0 12 0.180
(31-39) (15-19) (2.4-120)
Light clay 34.0 21.5 35 0.125
Silty clay 44.7 25.7 13 0.190
Basin clay 49.8 32.1 2.2 0.177
(vii) Soil water deficit (SWD%): It is the difference field capacity (θFC) and currently
available soil moisture content (θj) and can be determined as follows:
j FC jSWD (9.18)
In volumetric depth term, the soil moisture deficit (mm/mm) is given by following formula:
jSWD FC SM (9.18a)
(viii) Management allowed depletion (MAD): In irrigation practice, only a percentage of
AWC is allowed to be depleted because plant start to experience water stress even
before soil water is depleted down to PWP. Therefore management allowed depletion
(MAD, %) of the AWC must be specified while irrigation scheduling. Therefore, MAD is
the fraction/percentage of total plant available water that is to be depleted from the active
root zone before irrigation is applied. This amount is managed by the water manager and
is dependent on the soil texture and type of crop.
The MAD can be expressed in terms of depth of water (dMAD, mm) using the following
equation.
147
( /100) ( /100)MADd MAD AWC RD MAD TAW (9.19)
The value of dMAD can be used as a guide for deciding when to irrigate. Typically,
irrigation water should be applied when MADSWD d or when MADSWD d .To
minimize the water stress on the crop, SWD should be kept less than dMAD (i.e.
MADSWD d ) if irrigation system has enough capacity. The net irrigation amount equal
to SWD can be applied to bring soil moisture deficit to zero or at FC. If the irrigation
system has limited capacity (maximum irrigation amount is less than dMAD), then the
irrigator should not wait for MADSWD d , but should irrigate more frequently to ensure
MADSWD d .
The maximum allowable depletion (MAD) and maximum rooting depth of selected crops
are summarized in Table 9.6.
Table 9-6 Maximum allowable depletion (MAD) and rooting depth for crops (FAO, 1989)
Crop MAD (%) Maximum Root
Depth (cm)
Total growing
period of crop
(days)
Beans (dry) 40 90 90-120
Beans (green) 50 90 60-90
Corn (grain) or Maize 50 60-90 90-110
Corn (sweet) 65 120 90
Onion (dry) 50 60 120
Onion (green) 50 60 90
Pasture / turf 60 60 65
Peas 40 60 100
Potatoes 30 60 90-120
Safflower 65 180
Sorghum (Jowar) 65 60-90 135
Soybean 65 90 90-140
Sunflowers 65 90-120
Wheat 50 90 120
Cotton 50 120-150 195
Paddy or Rice 70 30-60 120
Groundnut 60 60-75 120
Gram 50 120-150 110
Mustard 45 120-150 100
Sugarcane 60 120 365
9.2.2 Rooting depth
While progression of crop development, the variation in the root zone depth for the crop
can be determined by using the following formula proposed by Borg and Grimes (1986):
1 max[0.5 0.5 sin{3.03 ( / ) 1.47}jRD RD DAP DTM (9.20)
1 150mmjRD (As evapotranspiration take place up to 150 mm of soil depth)
In Eq. (9.20), DAP is the days after planting, i.e. (j+1)th day, DTM days at which
maximum root depth is attained by crop, i.e. RDmax, RDj+1 is the root depth in mm on
148
(j+1)th day, and RDmax is the maximum root depth in mm on DTM. Values of RDmax, and
DTM is given in Table 9.6.
9.2.3 Estimation of crop evapotranspiration (ETc)
Crop evapotranspiration (ETc) is estimated using the following formula:
c o c sET ET K K (9.21)
Where, ETc is the crop evapotranspiration or consumptive use (mm), ETo is the reference
crop evapotranspiration (mm), Kc is the crop coefficient, and Ks is the water stress
coefficient. A typical curve for Kc used in the computation of irrigation scheduling with
daily time step is shown in Figure 9.2. A detailed procedure of estimating ETc is given in
Chapter 2, in which value of ETo is estimated using the Penman-Monteith method when
climatic data such as temperature, wind speed, relative humidity, sun-shine hours, etc.
are available. Under limited climatic data, Hargreaves method (Hargreaves and Samani,
1985; Hargreaves, 1994) can be satisfactorily used and is expressed as follows.
Hargreaves equation has a tendency to under-predict under high wind speed conditions
(u > 3 m/s) and over-predict under conditions of high relative humidity.
0.5
max min0.0023( 17.8)( ) (0.408 )o mean aET T T T R (9.22)
Figure 9-2 Generalized crop coefficient curves (FAO, 1998)
where ETo is the reference evapotranspiration (mm d-1
); Tmean, Tmax, and Tmin are the
daily mean, maximum and minimum temperatures (˚C); and Ra is the extra-terrestrial
radiation for each day (MJ m-2
d-1
). A detailed procedure of estimating the value of Ra is
summarized in Chapter 2.
149
The values of crop coefficient for selected crop are also summarized in Chapter 2. The
value of water stress coefficient, Ks varies between 0 to 1 and depends upon the soil
water/moisture deficit (SWD). If SWD remains less than the dMAD, Ks = 1, which means
no water stress condition. Otherwise it would be less than unity. The value of Ks can be
determined using the following relationship.
;(1 )
1.0 ;
s MAD
MAD
TAW SWDK SWD d
MAD TAW
SWD d
(9.23)
9.2.4 Estimation of effective rainfall
In order to estimate the irrigation water requirements, it is required to know the portion of
rainfall useful to the crop root zone. Not all the rainfall infiltrates into the soil; a part may
evaporate; another part may become surface runoff. Therefore, the effective rainfall is
that part of the total precipitation that replaces, or potentially reduces, a corresponding
net quantity of required irrigation water. Based on the ICID (1978), the definition of
effective rainfall can be given as: “effective rainfall or precipitation is that part of the total
precipitation on the cropped area, during a specific time period, which is available to
meet the potential transpiration requirements in the cropped area.”
In irrigation scheduling algorithm, the SCS-CN method has been used and is discussed
as below.
The SCS-CN method
The SCS-CN method is based on the water balance equation and two fundamental hypotheses. The first hypothesis equates the ratio of the actual amount of direct surface runoff (Q) to the total rainfall (P) (or maximum potential surface runoff) to the ratio of the amount of actual infiltration (F) to the amount of the potential maximum retention (S). The second hypothesis relates the initial abstraction (Ia) to the potential maximum retention. Thus, the SCS-CN method consists of:
(a) Water balance equation (USDA, 1972; McCuen, 1982; Mishra and Singh, 2003):
aP I F Q
(9.24)
ReP Q
(9.25)
where, Re is the effective rainfall represented by:
Re aI F (9.26)
Re aI F P Q (9.27)
(b) Proportional equality hypothesis:
a
Q F
P I S
(9.28)
150
(c) Ia-S hypothesis:
aI S (9.29)
where P = total rainfall; Ia = initial abstraction; F = cumulative infiltration excluding Ia; Q =
direct runoff; and S = potential maximum retention or infiltration, also described as the
potential initial abstraction retention (McCuen, 2002). All quantities in equations (9.24)
through (9.29) are in depth or volumetric units. For irrigation purpose, the term aF I in
Eq. (9.26 and 9.27) equals the effective rainfall, Re (i.e. Re P Q ).
Combining Eqs (9.24) and (9.28) results the following expression
2( - )
;for-
0; for
a
a
a
a
P IQ P I
P SI
Q P I
(9.30)
For = 0.2, equation (9.30) can be re-written as
2
( - 0.2 );for 0.2
0.8
0; for 0.2
P SQ P S
P S
Q P S
(9.31)
Since parameter S (Eq. 9.30 and 9.31) can vary in the range of 0 S , it is mapped
into a dimensionless curve number (CN), varying in a more appealing range 0 CN
100, as follows:
25400 - 254S
CN (9.32)
where, S in Eq. (9.32) is the maximum potential retention (mm). The underlying
difference between S and CN is that the former is a dimensional quantity [L] whereas the
latter is a non-dimensional quantity. Although CN theoretically varies from 0 to 100, the
practical design values validated by experience lie in the range (40, 98) (Van Mullem,
1989).
The value of CN is dependent on the antecedent moisture condition (AMC), hydrological soil group, hydrologic surface condition and land use. AMC is categorized into three levels: AMC I (for dry condition of soil), AMC II (for normal or average condition of soil), and AMC III (for wet condition of soil); which depends upon 5-day cumulative antecedent rainfall (Table 9.7).
Based on the AMC conditions, CN values will be adjusted. Following expressions shall
be used for converting the CNII values into CNI and CNIII.
2.3 0.013
III
II
CNCN
CN
(9.33)
0.43 0.0057
IIIII
II
CNCN
CN
(9.34)
where, CNI and CNIII are the CN values corresponding to AMC-I and AMC-III.
151
Table 9-7 Antecedent soil moisture conditions (McCuen, 1989)
AMC 5-day cumulative antecedent rainfall (cm)
Dormant
season
Growing season
I Less than 1.3 Less than 3.6
II 1.3 to 2.8 3.6 to 5.3
III More than 2.8 More than 5.3
The hydrological soil group and hydrological condition of watershed surface can be categorized as per the Tables 9.8 and 9.9, respectively.
Table 9-8 Description of hydrologic groups
Hydrologic Soil
Group
Minimum Infiltration Rate
(cm/hr)
A 0.76-1.14
B 0.38-0.76
C 0.13-0.38
D 0-0.13
Table 9-9 Classification of woods (USDA, 1972)
S.
No.
Vegetation Condition Hydrologic
Condition
1 Heavily grazed or regularly burned.
Litter, small trees, and brush are
destroyed.
Poor
2 Grazed but not burned. Some litter
exists, but these woods not protected. Fair
3 Protected from grazing and litter and
shrubs cover the soil. Good
The values of CN for normal AMC, and hydrological surface condition and soil group are
summarized in Table 9.10
Considering the land use, land treatment, hydrologic condition and hydrologic soil group,
value of CN corresponding to AMC-II condition is selected (Table 9.10) and converted
into CNI or CNII or CNIII (Eqs. 9.33 and 9.34) as per the actual AMC condition based on
5-days cumulative antecedent rainfall. This CN value is converted into maximum
potential retention using Eq. (9.32) followed by estimation of direct runoff, Q using Eqs.
(9.30 and 9.31). Once the value of Q is estimated, the effective rainfall Re can be
determined using Eq. (9.27).
152
Table 9-10 Runoff curve number (CN for hydrologic soil cover complex
Land use
Cover Hydrologic
Condition
AMC-II
Treatment / Practice Ia = 0.3 S Ia = 0.1 S
A B C D
Cultivated Straight Fair 76 86 90 93
Cultivated Contoured Poor 70 79 84 88
Good 65 75 82 86
Cultivated Contoured and terraced Poor 66 74 80 82
Good 62 71 77 81
Cultivated Bunded Poor 67 75 81 83
Good 59 69 76 79
Cultivated Paddy 95 95 95 95
Orchards -- Poor 39 53 67 71
Good 41 55 69 73
Forest --
Poor 26 40 58 61
Fair 28 44 60 64
Good 33 47 64 67
Pasture --
Poor 68 79 86 89
Fair 49 69 79 84
Good 39 61 74 80
Wasteland -- -- 71 80 85 88
Roads (Dirt) -- -- 73 83 88 90
Hard surface area -- -- 77 86 91 93
9.2.5 Upward flux of water to the root zone depth or capillary rise (U)
The upward flux of water to the root zone or capillary rise is dependent on the depth of
water table. In many cases in tropical semi-arid to sub-humid regions, the groundwater
table is very deep as compared to the root zone depth; and therefore the term U can be
neglected.
9.2.6 Software for irrigation scheduling
Using the detailed algorithm described for irrigation scheduling using water balance
method, software for the irrigation scheduling has been developed using the Microsoft
Office-Excel platform. A print screen of the said software is depicted in Figure 9.3.
153
Figure 9-3 Print screen of the Irrigation scheduling software on EXCEL platform (Page1: Data input sheet)
154
Figure 9.3 (continued) Print screen of the Irrigation scheduling software on EXCEL platform (Page2: Computational sheet)
155
Figure 9.3 (continued) Print screen of the Irrigation scheduling software on EXCEL platform (Page3: Summary sheet)
156
157
Results of Irrigation scheduling for Wheat crop in Udaisagar Irrigation Command is shown in Table 9-11, and
plot of cumulative crop evapotranspiration and irrigation application is depicted in Figure 9-4.
Table 9-11 Irrigation scheduling for Wheat crop for Udaisagar irrigation project
Sequence, j
Date Cumulative Etc
(mm) Cumulative Re
(mm) Cumulative
Irrigation (mm) Cum. Total Water Application (mm)
1 15-Nov-15 0.56 0.00 0 0.00
2 16-Nov-15 1.18 0.00 0 0.00
3 17-Nov-15 1.81 0.00 0 0.00
4 18-Nov-15 2.45 0.00 0 0.00
5 19-Nov-15 3.15 0.00 0 0.00
6 20-Nov-15 3.86 0.00 0 0.00
7 21-Nov-15 4.52 0.00 0 0.00
8 22-Nov-15 5.31 0.00 0 0.00
9 23-Nov-15 6.03 0.00 0 0.00
10 24-Nov-15 6.71 0.00 0 0.00
11 25-Nov-15 7.33 0.00 0 0.00
12 26-Nov-15 7.98 0.00 0 0.00
13 27-Nov-15 8.63 0.00 0 0.00
14 28-Nov-15 9.23 0.00 0 0.00
15 29-Nov-15 9.76 0.00 0 0.00
16 30-Nov-15 10.62 0.00 0 0.00
17 01-Dec-15 11.54 0.00 0 0.00
18 02-Dec-15 12.70 0.00 0 0.00
19 03-Dec-15 13.94 0.00 0 0.00
20 04-Dec-15 15.28 0.00 40 40.00
21 05-Dec-15 16.80 0.00 40 40.00
22 06-Dec-15 18.49 0.00 40 40.00
23 07-Dec-15 20.27 0.00 40 40.00
24 08-Dec-15 22.15 0.00 40 40.00
25 09-Dec-15 24.30 0.00 40 40.00
26 10-Dec-15 26.40 0.00 40 40.00
27 11-Dec-15 28.38 0.00 40 40.00
28 12-Dec-15 30.03 0.00 40 40.00
29 13-Dec-15 31.84 0.00 40 40.00
30 14-Dec-15 33.49 0.00 40 40.00
31 15-Dec-15 35.21 0.00 40 40.00
32 16-Dec-15 36.96 0.00 40 40.00
33 17-Dec-15 38.69 0.00 40 40.00
34 18-Dec-15 40.48 0.00 40 40.00
35 19-Dec-15 42.27 0.00 40 40.00
36 20-Dec-15 44.04 0.00 40 40.00
37 21-Dec-15 46.11 0.00 40 40.00
38 22-Dec-15 48.24 0.00 40 40.00
39 23-Dec-15 50.04 0.00 40 40.00
158
Sequence, j
Date Cumulative Etc
(mm) Cumulative Re
(mm) Cumulative
Irrigation (mm) Cum. Total Water Application (mm)
40 24-Dec-15 51.92 5.00 80 85.00
41 25-Dec-15 53.87 5.00 80 85.00
42 26-Dec-15 56.19 15.00 80 95.00
43 27-Dec-15 58.28 15.00 80 95.00
44 28-Dec-15 60.48 15.00 80 95.00
45 29-Dec-15 62.62 23.00 80 103.00
46 30-Dec-15 65.07 23.00 80 103.00
47 31-Dec-15 67.24 27.00 80 107.00
48 01-Jan-16 68.87 33.00 80 113.00
49 02-Jan-16 71.27 33.00 80 113.00
50 03-Jan-16 73.44 33.00 80 113.00
51 04-Jan-16 75.54 33.00 80 113.00
52 05-Jan-16 78.04 33.00 80 113.00
53 06-Jan-16 80.71 33.00 80 113.00
54 07-Jan-16 83.71
80 80.00
55 08-Jan-16 86.24
80 80.00
56 09-Jan-16 88.63
80 80.00
57 10-Jan-16 90.85
80 80.00
58 11-Jan-16 93.16
80 80.00
59 12-Jan-16 95.47
80 80.00
60 13-Jan-16 97.95
80 80.00
61 14-Jan-16 100.48
80 80.00
62 15-Jan-16 103.06
120 120.00
63 16-Jan-16 106.18
120 120.00
64 17-Jan-16 109.56
120 120.00
65 18-Jan-16 112.06
120 120.00
66 19-Jan-16 114.42
120 120.00
67 20-Jan-16 116.78
120 120.00
68 21-Jan-16 119.36
120 120.00
69 22-Jan-16 121.91
120 120.00
70 23-Jan-16 124.31
120 120.00
71 24-Jan-16 126.92
120 120.00
72 25-Jan-16 129.44
120 120.00
73 26-Jan-16 132.20
160 160.00
74 27-Jan-16 135.01
160 160.00
75 28-Jan-16 137.70
160 160.00
76 29-Jan-16 140.79
160 160.00
77 30-Jan-16 144.22
160 160.00
78 31-Jan-16 147.06
160 160.00
79 01-Feb-16 150.03
160 160.00
80 02-Feb-16 153.07
160 160.00
81 03-Feb-16 156.11
160 160.00
82 04-Feb-16 159.19
160 160.00
83 05-Feb-16 162.46
215 215.00
159
Sequence, j
Date Cumulative Etc
(mm) Cumulative Re
(mm) Cumulative
Irrigation (mm) Cum. Total Water Application (mm)
84 06-Feb-16 165.53
215 215.00
85 07-Feb-16 169.08
215 215.00
86 08-Feb-16 173.69
215 215.00
87 09-Feb-16 177.20
215 215.00
88 10-Feb-16 180.36
215 215.00
89 11-Feb-16 183.43
215 215.00
90 12-Feb-16 187.12
215 215.00
91 13-Feb-16 191.10
215 215.00
92 14-Feb-16 194.90
215 215.00
93 15-Feb-16 198.24
265 265.00
94 16-Feb-16 201.82
265 265.00
95 17-Feb-16 205.11
265 265.00
96 18-Feb-16 208.58
265 265.00
97 19-Feb-16 211.97
265 265.00
98 20-Feb-16 215.74
265 265.00
99 21-Feb-16 220.05
265 265.00
100 22-Feb-16 225.55
265 265.00
101 23-Feb-16 230.32
265 265.00
102 24-Feb-16 234.66
265 265.00
103 25-Feb-16 238.29
265 265.00
104 26-Feb-16 241.51
265 265.00
105 27-Feb-16 244.77
265 265.00
106 28-Feb-16 248.62
335 335.00
107 29-Feb-16 252.02
335 335.00
108 01-Mar-16 255.49
335 335.00
109 02-Mar-16 258.45
335 335.00
110 03-Mar-16 261.34
335 335.00
111 04-Mar-16 265.06
335 335.00
112 05-Mar-16 269.19
335 335.00
113 06-Mar-16 272.94
335 335.00
114 07-Mar-16 275.95
335 335.00
115 08-Mar-16 278.42
335 335.00
116 09-Mar-16 281.23
335 335.00
117 10-Mar-16 283.40
335 335.00
118 11-Mar-16 285.49
335 335.00
119 12-Mar-16 287.53
335 335.00
120 13-Mar-16 289.84
335 335.00
121 14-Mar-16 291.83
335 335.00
122 15-Mar-16 293.43
335 335.00
123 16-Mar-16 295.10
335 335.00
124 17-Mar-16 297.06
335 335.00
125 18-Mar-16 298.99
335 335.00
126 19-Mar-16 300.61
335 335.00
127 20-Mar-16 302.16
335 335.00
160
Sequence, j
Date Cumulative Etc
(mm) Cumulative Re
(mm) Cumulative
Irrigation (mm) Cum. Total Water Application (mm)
128 21-Mar-16 303.74
335 335.00
129 22-Mar-16 304.73
335 335.00
130 23-Mar-16 305.55
335 335.00
0
50
100
150
200
250
300
350
400
15-Nov-15 15-Dec-15 14-Jan-16 13-Feb-16 14-Mar-16
Cum
ula
tive E
Tc o
r Ir
rigation (
mm
)
Date (DD-MM-YY)
Cumulative Etc (mm)
Cumulative Re (mm)
Cumulative Irrigation (mm)
Figure 9-4 Plot of cumulative crop evapotranspiration and irrigation application
161
10 Barabandi Scheduling
10.1 Definition of Barabandi
Barabandi also called “Warabandi” is a rotational system of equitable water distribution by turn
in proportion to the land holding within an outlet command. “Wara”-means “turn” and “Bandi”-
means “Fixation” i.e. Warabandi or Barabandi means “fixation of turns” which is adopted
according to a predetermined schedule clearly specifying the “Day, Time and Duration” of supply
of water to each Irrigator or farmer. It is just not distributing water flowing inside a channel
according to a roaster, but is an integrated water management system extending from the
source to the farm gate. The need to equitably distribute the limited water resources available in
an irrigation system among all the legitimate water users in that system is a basic premise
underlying the concept of Barabandi.
10.2 Indicators of Good Water Distribution System
Some important indicators of a successful distribution system are as follows: (i) Appropriateness as per the area and water availability;
(ii) Equity: (a) Between large and small farmer, (b)Between location i.e. from Head to Tail,
(c) Equitability of time as per land holdings
(iii) Predictability: (a) Adequacy, (b) Timeliness, (c) Flexibility, (d) Incentive to users, (e)
Less scope of malpractices
10.3 Water Distribution Methods
Water distribution methods under gravity flow irrigation can be broadly classified as; (i) Flexible
and (ii) Rigid method. These methods are briefly explained as under:
(i) Flexible Methods: This method involves much flexibility in demand as well as in operation,
and can be further classified as: (a) On-demand method, (b) Modified demand method, (c)
Continuous Method.
Among the three methods, first two are not in practice in Rajasthan as these methods need a
huge canal section to cope up the undecided or unscheduled demand at a single point of time.
Besides this the Continuous method is being adopted in the Projects, where the water is
available in ample quantity. In the continuous method there is no control and water is wasted on
one hand and on the other hand needy are deprived due to lack of proper management.
(ii) Rigid methods: These methods do not allow the flexibility. The supply in these methods is
controlled and water distribution is based on the pre-determined schedule or plan which is
strictly to be followed with rigidity.
Under this method, mainly the Rotational Water Distribution is covered, which is named
Barabandi. Barabandi too is only practised in some of the projects in Western Rajasthan viz
Gang Canal, Bhakhra Canal and Indira Gandhi Canal. This practice of Barabandi in these canal
systems satisfactorily works for effective water management and equitable distribution.
10.4 Enforcement in Barabandi
In case the Divisional Irrigation officer is of the opinion that the distribution of irrigation water in a
chak is not being ensured equitably and economically and Barabandi is essential, he may
162
enforce the same under the provisions of “Rajasthan Irrigation and Drainage Act,1955” after
giving adequate publicity. The breach of such Barabandi will be an offence punishable under the
Act.
10.5 Systems of Barabandi
Barabandi can be categorized in view of the system of water distribution, and are: (i) Nakewar
Barabandi (ii) Goal Barabandi and (iii) Khatewar Barabandi.
10.6 Forms of Barabandi
Barabandi can be planned in three forms as far as scheduling is concerned:
(i) Non Continuous Barabandi (gili-gili Barabandi)
(ii) Continuous Barabandi (weekly temporary gili-sukhi Barabandi)
(iii) Continuous Barabandi (weekly permanent)
Weekly permanent warabandi is prevalent in Gang canal Bhakhra canal and IGNP.
10.7 Process of Barabandi
The Barabandi is a continuous rotation of water in which one complete cycle of rotation lasts
seven days (or in some instances, ten and a half days), and each farmer in the watercourse
receives water during one turn in this cycle for an already fixed length of time. The cycle begins
at the head and proceeds to the tail of the watercourse, and during each time turn, the farmer
has the right to use all of the water flowing in the watercourse. Each year, preferably at canal
closure, the Barabandi cycle or roster is rotated by twelve hours to give relief to those farmers
who had their turns during the night in the preceding year's schedule. The time duration for each
farmer is proportional to the size of the farmer's landholding to be irrigated within the particular
watercourse command area. A certain time allowance is also given to farmers who need to be
compensated for conveyance time, but no compensation is specifically made for seepage losses
along the watercourse. Therefore, the water users have to maintain the watercourse in good
condition as successful Barabandi operation relies heavily on the hydraulic performance of the
conveyance system. These conditions, and those who are responsible for maintaining these
conditions, together with an expected behavioural pattern among both the agency staff and the
farmers, form the concept of a Barabandi system.
10.7.1 Data requirement for Barabandi Roaster
For preparation of Barabandi plan for a particular chak, the Chak plan (map of Chak) is needed
with following information details within it:
(i) Details of CCA,
(ii) Sanctioned alignment of water course duly marked on the Chak plan,
(iii) Geometry of the watercourse,
(iv) List of farmers along with the details of holdings,
(v) Location of Naka points on the Water course,
(vi) Filling time (Bharai) from one Naka to other,
(vii) Depletion time (Jharai)
163
10.7.2 Formulation of Warabandi Schedules
The Barabandi schedule is framed to form and maintain water distribution schedules for
watercourses, generally assigned by the Irrigation Department. Theoretically, in calculating the
duration of the Barabandi turn given to a particular farm plot, some allowance is added to
compensate for the time taken by the flow to fill that part of the watercourse leading to the farm
plot. This is called bharai or watercourse “filling time.” Similarly, in some cases, a farm plot may
continue to receive water from a filled portion of the watercourse even when it is closed from
upstream to divert water to another farm or another part of the watercourse command. This is
called Jharai or “draining time,” and is deducted from the turn duration of that farm plot.
The Barabandi Roaster is prepared to be completed in 7 days period i.e. 168 hours (7 x 24 =
168). The turn should start at head of water course at 6.00 AM on Monday and will end on 6.00
AM on next Monday after completing 168 hours. The calculation of time allocated per unit area
of the chak and the time further allocated to the individual farmer for his land holding is
computed by using following formulae:
(i) Unit Irrigation Time for flow per unit area under the watercourse (TU) in Hours per hectare
(168 ) /TU TF TD CCA (10.1)
where, TU is the unit time for flow per unit area under the watercourse (h/ha), TF is filling time
(h), TD is the draining time (h) and CCA is the culturable command area under the watercourse
(ha). The value of TU should be the same for all the farmers in the watercourse.
(ii) Farmer’s Barabandi Turn Time (Tt): It gives the total time of run for individual farmer with
respect to size of his holding. It is determined using the following formula:
( )t ChakT TU A TF TD (10.2)
where Tt is the turn time for irrigating individual’s farm area or Chak (h), AChak is the area of the
Chak of the farmer (ha), ΔTF is filling time or Bharai (h) between two consecutive Naka, and TD
is the draining time or Jharai (h) between two consecutive Naka. Bharai (ΔTF) is generally zero
in case of last farmer in the watercourse, and Jharai (ΔTD) is zero for the entire farmer
excepting the last farmer in the watercourse.
As per the practice in Indira Gandhi Nahar Pariyojna (IGNP), where agricultural plots are well
planned as it is distributed after the completion of project, the filling time has been standarized
20 min per Murrobba (i.e. 825 ft) [i.e. 0.21 m/s] for unlined and 10 min per 825 ft (i.e. 0.42 m/s)
for lined water courses. For draining time, two times of filling time is generally considered.
Since, existing irrigation project do not have planned agricultural plots, therefore, this criteria
could not be considered, though the range would be same. In the present study, the draining
time has will be estimated based on the actual measured flow velocity and length of watercourse
in consecutive outlets (Naka). The formula used for filling time is:
60
LTF
v
(10.3)
where, ΔTF is filling time or Bharai (h) between two consecutive Naka (min), ΔL is the length
between consecutive Naka (m), and v is average measured velocity (m/s). Whereas, ΔTD will
be computed as:
2TD TF (10.4)
The turns are fixed on the basis of “first come first served basis” from Head downwards.
Based on the above described approach, the sample Barabandi program for selected water
course has been prepared and is presented below:
164
165
Figure 10-1 Sample water course and chak plan
166
167
Sample Barabandi Programme for Udaisagar Irrigation Project
41 ka Direct Outlet
1745
44.91
44.91
4491
Rectangular
(a) Width (cm): 50
(b) FSD (cm): 30
(c) Total depth (cm): 40
(d) Normal depth (cm): 25
0.002
(x) Manning's roughness: 0.025
0.088
3.11
(xiii) Required discharge as per duty (m3/s): 0.072
(xiv) Required discharge as per duty (cfs): 2.54
(xv) Average velocity in channel (m/s): 0.2
Hour Min
1 L1 5 10943.60 1.09 109 10.43 10.43 0.87 6.00 4.05 6.00 6 0 1 Mon
2 R1 1 7265.33 0.73 73 3.25 13.68 0.27 10.05 2.71 10.05 10 3 1 Mon
3 L2 2 18453.10 1.85 185 76.28 89.96 6.36 12.75 6.95 12.75 12 45 1 Mon
4 L3 9 21348.00 2.13 213 243.96 333.92 20.33 19.70 8.22 19.70 19 42 1 Mon
5 R2 9 59639.10 5.96 596 84.46 418.38 7.04 27.92 22.17 3.92 3 55 2 Tue
6 L4 8 18995.60 1.90 190 52.86 471.24 4.41 50.09 7.10 2.09 2 6 3 Wed
7 L5 3 17638.20 1.76 176 61.55 532.79 5.13 57.20 6.60 9.20 9 12 3 Wed
8 L6 2 4223.64 0.42 42 139.38 672.17 11.62 63.79 1.75 15.79 15 48 3 Wed
9 L7 4 11588.70 1.16 116 25.09 697.26 2.09 65.54 4.33 17.54 17 33 3 Wed
10 R3 14 22889.30 2.29 229 80.40 777.66 6.7 69.87 8.58 21.87 21 52 3 Wed
11 L8 1 2493.03 0.25 25 19.24 796.90 1.6 78.45 0.95 6.45 6 27 4 Thu
12 L9 1 3991.18 0.40 40 31.64 828.54 2.64 79.41 1.52 7.41 7 24 4 Thu
13 L10 6 23018.80 2.30 230 24.91 853.45 2.08 80.93 8.54 8.93 8 56 4 Thu
14 L11 4 10895.00 1.09 109 205.79 1059.24 17.15 89.47 4.32 17.47 17 28 4 Thu
15 L12 5 6992.38 0.70 70 49.46 1108.70 4.12 93.79 2.66 21.79 21 48 4 Thu
16 L13 10 26775.50 2.68 268 58.32 1167.02 4.86 96.45 10.00 0.45 0 27 5 Fri
17 R4 17 10466.90 1.05 105 51.90 1218.92 4.33 106.45 3.96 10.45 10 27 5 Fri
18 R5 5 7643.76 0.76 76 41.38 1260.30 3.45 110.41 2.87 14.41 14 24 5 Fri
19 L14 9 13622.30 1.36 136 79.01 1339.31 6.58 113.27 5.14 17.27 17 16 5 Fri
20 R6 2 8590.04 0.86 86 77.61 1416.92 6.47 118.42 3.29 22.42 22 25 5 Fri
21 R7 2 5622.83 0.56 56 67.15 1484.07 5.6 121.71 2.17 1.71 1 42 6 Sat
22 L15 4 4961.36 0.50 50 6.66 1490.73 0.56 123.87 1.86 3.87 3 52 6 Sat
23 L16 4 16665.20 1.67 167 29.45 1520.18 2.45 125.73 6.22 5.73 5 44 6 Sat
24 L17 7 6215.35 0.62 62 41.55 1561.73 3.46 131.95 2.35 11.95 11 57 6 Sat
25 R8 7 8199.38 0.82 82 27.27 1589.00 2.27 134.30 3.07 14.30 14 18 6 Sat
26 End 66 99998.50 10.00 1000 155.95 1744.95 13 30.54 137.37 36.71 17.37 17 22 6 Sat
Total 207 449136.08 44.91 4491 1744.95 145.44 30.54 168.08
(a) Total Filling time (min): 145.44
(b) Total Draining time (min): 30.54 Check?
(c) Unit time for irrigation (hours/ha): 3.698 168
(d) Unit time in (hours/Ares): 0.037 168
Final Check for Barabandi:
No. Days of run for Water Course: 7
Day
Draining
Time
(min)
Cum.
Turn
(hours)
Run
Time
(hours)
Turn
Time
(hours)
Turn Time
(HH:MM)Day
(index)
Filling
Time
(min)
(vii) Channel section:
(viii) Channel geometry:
(ix) Channel slope (fraction):
(xi) Discharge capacity (m3/s):
(xii) Discharge capacity (cfs):
S. No. Outlets No. of ChakCCA (sq
m)CCA (ha)
CCA
(Ares)
Length, ΔL
(m)
Cum.
Length
(m)
(vi) Outlet size (cm):
(i) Name of Minor/Sub-Minor:
(ii) Length of Minor (m):
(iii) CCA (ha):
(iv) ICA (ha):
(v) ICA (Ares):
Sample Barabandi Programme for Udaisagar Irrigation Project
Outlet No.: L2
Turn Day Index 1
Hour Min
1 Dhanna 1804 R1 2430.86 0.243 24.3 12.75 0.92 12.75 12 45 1 Mon
2 UIT, Udaipur 1806 R2 1705.46 0.171 17.1 13.68 0.65 13.68 13 41 1 Mon
3 UIT, Udaipur 1807 L1 2326.23 0.233 23.3 14.33 0.89 14.33 14 20 1 Mon
4 Dhanna 1805 L2 2626.03 0.263 26.3 15.21 1.00 15.21 15 13 1 Mon
5 Dhanna 1803 R3 3265.40 0.327 32.7 16.21 1.24 16.21 16 13 1 Mon
6 Roop Lal, Sausar, Boori, Bhanwari 1801 L3 924.84 0.092 9.2 17.45 0.35 17.45 17 27 1 Mon
7 Nawal Ram 1802 R4 2118.40 0.212 21.2 17.80 0.81 17.80 17 48 1 Mon
8 Roop Lal, Sausar, Boori, Bhanwari 1800 L4 860.87 0.086 8.6 18.61 0.33 18.61 18 37 1 Mon
9 Ratan Lal 1799 L5 1638.38 0.164 16.4 18.94 0.62 18.94 18 56 1 Mon
10 Gomi Bai 2256 L6 556.81 0.056 5.6 19.56 0.21 19.56 19 34 1 Mon
Total 18453.28 1.847 184.70 7.02
(a) Total Run time (hours): 6.95
(b) Unit time for irrigation (hours/ha): 3.763
(c) Unit time in (hours/Ares): 0.038
DayCCA
(Ares)
Turn Time
(hours)
Run
Time
(hours)
Total Turn
(hours)
Turn TimeDay
(index)
CCA
(ha)S. No Farmer's Name Chak No.
Outlet
Direction
Area (sq
m)
168
169
11 Recommendation of Remedial Measures
11.1 General Remarks
(i) Hydrology:
The rainfall in the catchment is dominated by the South-West Monsoon during July to Mid-October that contributes almost 100 percent of the annual rainfall. The areal average annual rainfall of the catchment is 618 mm during the year 1970-2013.
Numbers of raingauges in the catchment are sufficient as per the IS Code: IS 4987-1968. As per the guidelines at least one raingauge station should be installed for an area of 750 sq km in plain; and 100 to 250 sq km in hilly regions. In the Udaisagar catchment having 480 sq km, 4 raingauges are there and are quite sufficienct. However, considering the uniform distribution of raingauge in the catchment, one raingauge has been additionally recommended (Annexure A.9).
The Mann-Kendal’s Z-statistics for the annual or Monsoon rainfall of 44 years was –1.092, which is less than the critical absolute value of 1.96 at 5% significance level, indicating that the annual rainfall of Udaisagar catchment do not have significance trend though there is a falling trend as the Z-statistic value is negative.
The estimated average lake evaporation for Udaisagar reservoir is approximately 1558.0 mm, and during the month of reservoir operation (especially from October to March) the value of evaporation loss is 564.8 mm.
Frequency of 100% filling of the reservoir is once in 5 years. However, continuous 4 years (2010 to 2013) are good as far as the filling of the reservoir is concerned.
The average annual gross storage capacity or the net catchment yield of the Udaisagar Project is worked out to approximately 15 MCM (1971-2013). The net inflow to the reservoir is not sufficient as compared to the hydraulic capacity of the Udaisagar reservoir at 50- and 75 % dependable years. At 50% dependable year the inflow deficit is approximately 21.77 MCM.
The most significant parameter affecting the catchment yield is the construction of anicuts or water harvesting structuresor medium projects, which alomost trapping 98 MCM of water in the upstream by 164 numbers of upstream storages including some minor projects. However, due to implementation of inter basin water transfer scheme (Dewas-II Project) has improved the reservoir yield even during the abnormal Monsoon (say 2012-13 when almost 26 percent less rainfall was received in the catchment).
Dependable filling of the reservoir is:
Dependability (%)
Return Period, T
Year Goss
Capacity (MCM)
Live Capacity (MCM)
10 10 1992-93 31.1 27.6
20 5 2013-14 31.1 27.6
25 4 1975-76 29.7 26.2
50 2 1979-80 9.33 5.83
60 1.67 1988-89 7.08 3.58
75 1.33 1980-81 5.34 1.84
170
80 1.25 1972-73 4 0.5
90 1.11 2004-05 1.53 0
(ii) Duty and relative duty: During last four years the duty is approximately 55.25 ha/MCM with relative duty is 0.485, which itself shows the poor system delivery performance. However, based on the discussion with the field staff, it was also brought out that the actual irrigation is not being recorded properly, and is the main cause of this poor performance. In that case it is recommended that the monitoring of the system should be given priority followed by structural maintenance.
(iii) Relative potential utilized: The relative potential utilized is only 0.246 during 1999-2013 showing non-utilization of created irrigation potential. However in last four years (2010-2013), the potential utilization has been significantly increased up to 0.582 due to increased inflows. The value of relative potential utilization should be close to unity.
(iv) Relative water or irrigation supply: For Udaisagar irrigation project, the relative water or irrigation supply is quite high i.e. 3.85, which shows the miss-management of the water due to various losses and less irrigation recording. Higher the value of this index than unity means excess water delivery as compared to the crop water requirement. The value lower than unity reveals under delivery of irrigation supply as compared to the requirement. For proper functioning of the system value of this index should be 1.2 to 1.5.
(v) Canal: Canal network in the command area is sufficient for the equitable distribution. It was also noticed that the ICA has been changed significantly but no recent survey data has been captured.
Some part of CCA has been converted into habitation or settlements which need to be assessed and transferred to downstream reaches by resectioning the canal as per the revised ICA. A detailed survey including cross-section survey is required followed by preparation revised Sajra Map as well as Draw-off statement of the outlets.
(vi) Outlets: Outlets are partially controlled i.e. 10% percent of the outlets have the gate but no gauge well has been installed to check the operational or working head for the outlet for sufficient discharge. Although the outlets are fixed according to the discharge requirement as per the area to be irrigated during planning stage, but due to increased ICA these outlets are not sufficient causing intentional damage to the system by farmers. It was also very difficult to control the discharge through the uncontrolled outlets and many times there is a huge leakage when the outlets are closed causing water losses.
(vii) Measuring structures/ gauges in canal system: Very few gauge strip have been installed at indicative locations like major diversions from the main canals but are not sufficient. Beside the installation of the direct flow measuring device, canal gauges (preferably the gauge wells along the canal) need to be installed at key locations and monitored during the canal operation to insure the sufficient and equitable irrigation supply.
(viii) Irrigation recording: Irrigation recording is not being done properly due to involvement of Revenue Department.
(ix) Field staff: Canal’s operation and management is generally done by least possible man power.
(x) Canal operation: Canal is generally operated for more than a month continuously (approximately 35 days) for irrigation supply because of it inadequate capacity, water losses, vegetation in the canals, siltation, etc. The recommended base period for such projects should be 21 days to meet the peak irrigation supply in the command. The canal capacity at head is not sufficient with increased efficiency (i.e. field application and conveyance efficiency up to 60 and 95% respectively).
(xi) Water delivery capacity: Based on the varios cases, it was found that capacities of both canals are not sufficient for 21 days of base period to meet the supply at peak irrigation
171
demand. However, with increased system efficiency of 54% (Ec = 90% and Ea = 60%), the capacity of the RMC will be sufficient though the LMC at head will not be sufficient with 21 days of base period under existing cropping pattern. Wheras, if the base period is increased up to 30 days and efficiency of the canal is increased up to 54% then LMC at head will achieve its sufficient capacity.
(xii) Irrigation efficiency: The overall efficiency of the sytem is very less (i.e. 31.97%) as compared to the international standard (i.e. 50 to 60%) resulting into huge loss. If this efficiency is improved up to 54% (i.e. Ec = 90%, and Ea = 60%) then the last four years average value of duty (i.e. 55.25 ha/MCM) can be increased up to 93.32 ha/MCM.
Since as per the discussions with department that the actual irrigation recording is not properly carried out and actual observed duty could be little higher than the observed one (i.e. 55.25 ha/MCM) therefore, with the increased efficiency, the duty will reach atleast up to the designed one.
(xiii) Water quality:
The Ayad River draining wastewater of the Udaipur City, which largely affected the water quality of the reservoir. The water in reservoir looks dark along with huge debris, which ultimately goes through the canals. To protect at least the debris, it is advisable to install the trash rack in the approach channel of the sluice. For designing of the trash rack, IS code (IS 9761-1995) can be used.
While passing of the LMC through HZL premises, canal is being fed by industrial wastewater, which need adequate attention and necessary remedial measures need to be adopted. For such situation, instead of open canal, closed canal could be preferred.
(xiv) Financial stability: Cost recovery ratio is very poor (0.045) indicating the large gap in the investment into the project and cost recovery. Possible reasons are: (a) non-recording of actual irrigation achieved, (b) irrigation charges are low and which should be close to the MOM per CCA (i.e. Rs 162.8/ha CCA), (c) low system delivery efficiency i.e. high loss of water, etc.
The indicators of the water auditing and benchmarking are summarized as follows:
11.1.1 Indicators of the water auditing
S.
No.
Indicator Formula Estimated value
(i) Water availability in the
reservoir on 15th
October (MCM) 1
1 N
i
i
WA LCN
11.71
(ii) (a) Percentage of
actual evaporation to
live storage (%)
Estimated evaporation loss100%
Actual LC on 15 Octth
13.38
(b) Percentage of
actual evaporation to
projected evaporation
(%)
Actual evaporation100%
Projected evaporation
104.7
(iii) Target and
achievement of
irrigation potential
utilization
Annual irrigated area (ha)
Projected irrigation potential (ha)
actual
0.246
172
S.
No.
Indicator Formula Estimated value
(iv) Water use pattern
(MCM)
Water sharing for irrigation, and non-
irrigation (a) drinking, (b) industrial (c) power
D: 0.0 MCM
I: 5.1 MCM
(v) Irrigation system
performance or actual
observed duty
(ha/MCM)
Actual area irrigated (ha)
Total water relaese (MCM)
69.32
(vi) Percentage of planned
and actual non
irrigation use (%)
Non irrigation use
Non-irrigation use as per project100%
68.6
(vii) Percentage of balanced
unutilized water to live
storage (%)
Balanced unutilized water
LC as on 15 Oct100%
th
BS
(viii) Conveyance efficiency
of main canals (%)
80.39
(ix) Actual cropping pattern
(%) i
s
Ac (ha)×100%
A (ha)
Wheat: 76.16 Barley: 8.94 Gram: 0.90 Mustard: 8.27 Rabi Fodder: 5.73
11.1.2 Indicators of the benchmarking
Performance
Indicator
Definition/Formula Estimated Values
(i) Water delivery
capacity
3
3
Canal capacity at the head (m
Peak irrigation water consumptive demand (m
/s)
/s)
LMC: 0.74
RMC: 1.01
(ii) Total annual
volume of
irrigation supply
(MCM)
It is the total annual volume of water diverted for the irrigation 8.02
(iii) Field
application
efficiency
Observed 39.8%
(iv) Annual
relative water
supply
Totalannual volumeof water supply (MCM)
Totalannual volumeof crop water demand (MCM)
3.85
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Performance
Indicator
Definition/Formula Estimated Values
(v) Annual relative
irrigation supply
Totalannual volumeof irrigation supply (MCM)
Totalannual volumeof crop water demand (MCM)
3.85
(vi) Annual
irrigation supply
per unit command
area (m3/ha)
3Totalannual volumeof irrigation supply (m )
Total command area of the project (CCA in ha)
2839.2
(vii) Annual
irrigation supply
per unit irrigated
area (m3/ha)
3Totalannual volumeof irrigation supply (m )
Total annual actual irrigated crop area (ha)
9286.6
(viii) Potential
utilized and
created
It is the ratio of potential utilized (area irrigated) to created
irrigation potential of the project:
Totalannual irrigated crop area (ha)
Irrigation potential for the project (ha)
actual
created
0.075
(ix) Total annual
value of
agricultural
production per
unit CCA (Lakh
Rs/ha)
Total annual value of agricultural production (Lakh Rs)
CCA of the project (ha)
0.048
(x) Total annual
value of
agricultural
production per
unit irrigated area
(Lakh Rs/ha)
Total annual value of agricultural production (Lakh Rs)
Total annual irrigated area (ha)
0.38
(xi) Total annual
value of
agricultural
production per
unit irrigation
supply (Rs/m3)
Total annual value of agricultural production (Lakh Rs)
Total annual volume of irrigation supply ( )MCM
37.6
(xii) Total annual
value of
agricultural
production per
unit of water
supply (Lakh
Rs/MCM)
3
Total annual value of agricultural production (Rs)
Total annual volume of water supply (m )
37.6
174
Performance
Indicator
Definition/Formula Estimated Values
(xiii) Total annual
value of
agricultural
production per
unit of crop water
demand (Lakh
Rs/MCM)
Total annual value of agricultural production (Lakh Rs)
Total annual volume of crop water demand ( )MCM
88.3
(xiv) Cost
recovery ratio
Gross revenue collected
Total MOM cost
0.045
(xv) Total MOM
cost per unit area
(Rs/ha)
Total MOM cost (Rs)
Total irrigated area in CCA (ha)
195.3
(xvi) Revenue
collection
performance
Gross revenue collected (Rs)
Gross revenue invoiced
< 68%
(xvii)Staffing per
unit area
(person/ha)
Total number of staff engaged in Irrigation service
Total annual irrigated area by the system
0.002
(xviii) Revenue
per unit of volume
of irrigation
supply (Lkah
Rs/MCM)
Gross revenue collected (Lakh Rs)
Total annual volume of irrigation supply ( )MCM
0.0059
(xix) Total MOM
cost per unit of
volume of
irrigation supply
(Lakh Rs/MCM)
Total MOM cost (Lakh Rs)
Total annual volume of irrigation supply ( )MCM
0.271
(xx) Land
degradation index
Land degraded due to water logging and salinity (ha) 100%
Irrigation potential created (ha)
0.45%
175
11.2 Remedial Measure: Suggestion to improve O&M and MOM of canal system
After analysing the whole data collected in the study, analysis and key finding of system deficiency a comprehensive plan shall be prepared to improve the O&M of the canal system. Recommendations are:
(i) Water availability: Though the historical data state that the inflow to reservoir has beensignificantly reduced due to upstream abstraction of water resources. However due to commissioning of Dewas-II Project, reservoir is achieving its full capacity.
(ii) Measuring structures/gauges in canal system: To operate the system efficiently and equitable distribution of water in the command, flow measuring structures will be required to install. A combination of flumes and gauge well is recommended. Gauge well gives available operating head for the outlets.
(iii) Outlet control: Mostly the outlets are uncontrolled. Outlets offtaking from the main canal should be gated and equipped with gauge well to know the operating head. It is therefore recommended to install the gate at the mouth of the outlet to regulate the flow.
(iv) Irrigation recording: Monitoring of the system, especially the irrigation recording so that actual revenue can be assessed. Irrigation recording is not registered fully. It is therefore, suggested that the old practice of using Departmental Patwaries for revenue collection as well as irrigation recording need to be relooked.
Water Resources Department had handover the irrigation recording and revenue collection to the Revenue Department, which has shown deficiency in the recording as well as collection of revenue. It is suggested to reform the original practice of irrigation monitoring and revenue collection by Departmental Patwaries. For these projects, practices from IGNP can be replicated which results into satisfactory irrigation monitoring and revenue collection. In IGNP, it is being done by Departmental Patwaries.
(v) Canal maintenance: Periodic canal maintenance is required following the BIS Code of Practices given in annexure A.12.
(vi) Staffing: The project is running with least available staff and should be according to the recommendation made in Annexure A.13.
(vii) Cost recovery ratio: Cost recovery ration of the project is very poor (i.e. 0.045) and should be close to unity for sustainability of the project. It is recommended to increase the irrigation rates to recover the MOM cost.
(viii) Irrigation efficiency: Overall efficiency of the system was 31.97 percent which is very less as compared to the intaernational standard of 60-65 percent. It results in the non-utilization of irrigation potential. If this efficiency is improved up to 54% (i.e. Ec = 90%, and Ea = 60%) then the last four years average value of duty (i.e. 55.25 ha/MCM) can be increased up to 93.32 ha/MCM.
Conveyance efficiency should be increased up to 95 %, and lining work should be adequately considered in the ERM.
Field efficiency of the command area is very less (< 40%) and is due to adoption of wrong method for surface irrigation in high clay soils. It not only affecting the water losses but also the crop yield. It is therefore recommended to promote pressurized irrigation system.
(ix) Canal capacity at head: The capacities of both canals are not sufficient for 21 days of base period to meet the supply at peak irrigation demand considering the current cropping pattern and efficiency. This is due to less delivery efficiency, change in ICA, etc. Therefore, it is recommended that the ICA should be resurveyed and accordingly
176
the canal resectioning as well as draw-off statement should be prepared. These survey works which generally omitted should be included in the ERM being prepared by the Department.
(x) Recommended cropping pattern is:
Dependablity (%)
LC (MCM)
Total Irrigated Area (ha)
Economical and Optimal Cropping Pattern (%)
Wheat Barley Gram Mustard Fodder
75 1.84 735.4
50 5.83 810.3 47.96 0.00 4.08 47.96 0.00
25 26.2 3489.8 22.69 11.14 11.14 43.90 11.14
20 27.6 3489.8 45.37 11.14 11.14 21.22 11.14
(xi) Formation of WUA: Formation of WUA can also help in the management of canal operation.
Awareness to the WUA can be recommended for crop selection and minimization of losses with emphasis to the improvement in gross income to the farmers.
Once the sytem is restructured, WUA and Barabandi etc. will work, otherwise there will be a failure and no intermittent measures will be beneficial as far as the complete performance is concerned.
(xii) Suggested survey for ICA: To check the recording with all check in the command area of the project including numbers & outlets and regulators along with their design capacity as per design of canal system, resurvey of ICA is required. Based on revised survey, revised Sjara map could be prepared and draw-off satment can be revised.
(xiii) Reservoir capacity survey: The survey of reservoir capacity was done long time back and should be revised.
(xiv) Suggested study: Further to this, to assess the impact of the Anicuts/WHS, a separate study should be taken up to evaluate the impact of micro-storage schemes on the medium irrigation schemes.
11.3 Cost of Remedial Measures
11.3.1 Survey of CCA, and reservoir capacity
For the proposal of effective estimate of remedial measures for the project, the scope of work
should be read as follows:
S. No. Work description Scope of work
1 Cross-section survey (i) Cross-section survey of the main canals; (ii) Cross-section survey of distributary minors
and sub-minors.
2 Topographic survey Topographic survey of whole command area and
development of contour with 30 m interval.
3 Walk through survey (i) GPS location of entire outlets/diversion/offtake control points in whole system;
(ii) Measurement of existing outlet size and the operational head at the offtake;
(iii) Survey of alignment of the existing water courses with their field outlets;
(iv) Marking of the Chak along the water course alignment being irrigated by the canal.
177
S. No. Work description Scope of work
(v) Recording of cropping pattern.
4 Sajra map Revision of Sajra map based on surveyed ICA
5 Analyses for the sufficiency of the
outlet size
Proposal for revised outlet size based on the
required discharge to meet the irrigation
6 Analyses of the sufficiency of the
capacity of the Main/Distributary/
Minor /Sub-minor canal
Proposal of revised cross-section for the
distribution system.
7 Draw-off statement Development of the revised Draw-off statement
8 Reservoir capacity survey Dvelopment of revised Elevation-Area-Capacity
Curve/Table and Estimation of New Zero
Elevation of the reservoir
Financial Estimate for the Survey
S. No. Work description Unit
Cost estimate as per BSR-2012 (Rs)
Revised cost as per escalation (Rs)
1 Cross-section survey (@ 3935/km) 88.63 348759.1 418510.9
2 Topographic survey of the command area and preparation of revised Sajra Map indicating all the relevant details (@635/ha) 6318 4011930 4814316
3 Walk through survey (@250000/Project) 250000 300000
4 Draw-off statement for complete distribution system (@2875/km) 88.63 254811.3 305773.5
5 Drawing and reports (@200000/Project) 200000 240000
6 Reservoir's bathymetry survey (@350/ha) 770 269500 323400
Total Survey Cost (Rs) 5335000 6402000
Say (Lakh Rs)
64.00
11.3.2 Estimate of remedial measures
(A) General Abstract of the Cost
S. No
Particulars Amount (Rs)
1 Cost of Estimate Based on BSR 2014 for Main canal renovation as per Water Audit Report and Renovation of Whole Secondary and Tertialry canals
284310000.00
2 Add 20 % Expected Tender Premium 56862000
Total 341172000.00
178
3 Phased Escalation
Year Amount (in Rs Lakh)
Escalation % @
Escalation Amount (Rs)
2015 - 16 0 0 0.000
2016 - 17 136468800 7 9552816.000
2017 - 18 204703200.00 14 28658448.000
Total 341172000 38211264.000
4 Total Cost of Project (Rs) 379383264.00
5 Total Cost of Project (Lakh Rs) 3793.83
179
11.3.3 Estimation of B.C. Ratio
(i) Existing cropping pattern before renovation
S.No. Crops Irrigated Unirrigated Total Details of C.C.A. ( Hectare ) % C.C.A. Area (ha) % C.C.A. Area (ha) % C.C.A. Area (ha)
1 2 3 4 5 6 7 8 9
A KHARIF
1 Paddy 0.00 0.00 0.00 0.00
0.00 0.00 C.C.A. 6318.00
2 Maize 0.00 0.00 74.70 4719.55 74.70 4719.55
Well Irrigated area
2637.00
3 Kh. Puises 0.00 0.00 6.94 438.47
6.94 438.47
Unirrigated area in Kharif
6318.00
4 Oil seeds 0.00 0.00 1.90 120.04 1.90 120.04 Pasture Land 0.00
5 Other 0.00 0.00 16.46 1039.94
16.46 1039.94
Crop Cultivated during Rabi
3906.00
TOTAL 0.00 0.00 100.00 6318.00 100.00 6318.00 TOTAL 12861.00
Irrigated-Canal Irrigated-Well Total
B RABI 1 Wheat 76.16 966.47 76.16 2008.34 76.16 2974.81
2 Barley 8.94 113.45 8.94 235.75 8.94 349.20
3 Gram 0.89 11.29 0.89 23.47 0.89 34.76
4 Mustard 8.27 104.95 8.27 218.08 8.27 323.03
5 Others 5.74 72.84 5.74 151.36 5.74 224.20
TOTAL 100.00 1269.00 100.00 2637.00 100.00 3906.00
GRAND TOTAL 100.00 1269.00 200.00 8955.00 200.00 10224.00
180
(ii) Values of produce as per existing cropping pattern and before renovation
S.No. Crops Area (ha) Av. Yield (Qt/ha)
Total Yield (Qt)
Rate (Rs/Qt) Total Value of Produce ( Rs)
Rate of Seed
(Rs/ha)
Total Cost of Seed (Rs)
Rate of Fert. (Rs/ha)
Total Cost of Fert (Rs)
1 2 3 4 5 6 7 8 9 10 11
(Present)
1 Paddy 0.00 7.10 0.00 1200.00 0.00 1000.00 0.00 500 0
2 Maize 4719.55 30.00 141586.38 1175.00 166363996.50 500.00 2359773.00 200 943909.2
3 Kh. Puises 438.47 2.19 960.25 3000.00 2880742.64 0.00 0.00 200 87693.84
4 Oil seeds 120.04 3.63 435.75 0.00 0.00 0.00 0.00 200 24008.4
5 Other 1039.94 6.50 6759.63 500.00 3379814.10 15.00 15599.14 150 155991.42
6 Wheat 2974.81 35.00 104118.34 1350.00 140559753.60 600.00 1784885.76 500 1487404.8
7 Barley 349.20 30.00 10475.89 1100.00 11523481.20 550.00 192058.02 350 122218.74
8 Gram 34.76 14.00 486.69 3000.00 1460062.80 1125.00 39108.83 200 6952.68
9 Mustard 323.03 15.00 4845.39 3000.00 14536179.00 60.00 19381.57 200 64605.24
10 Others 224.20 7.50 1681.53 500.00 840766.50 20.00 4484.09 150 33630.66
0
Total 10224.00 341544796.34 4415290.41 2926414.98
Say 10224.00 341544797.00 4415291.00 2926415.00
181
(iii) Proposed cropping pattern with Renovation
S.No. Crops Irrigated Unirrigated Total Details of CCA (ha)
Well Canal
% C.C.A. Area (ha)
% C.C.A. Area (ha)
% C.C.A. Area (ha)
% C.C.A. Area (ha)
1 2 3 4 5 6 7 8 9 10 11
A Kharif 1 Paddy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 C.C.A. 6318.00
2 Maize 0.00 0.00 0.00 0.00 74.70 4719.55 74.70 4719.546 Bed Cultivation 0.00
3 Kh. Puises 0.00 0.00 0.00 0.00 6.94 438.47 6.94 438.469 Well Irrigated 2637.00
4 Oil seeds 0.00 0.00 0.00 0.00 1.90 120.04 1.90 120.042 Irrigated area 3681.00
5 Other 0.00 0.00 0.00 0.00 16.46 1039.94 16.46 1039.94
Total 0.00 0.00 0.00 0.00 100.00 6318.00 100.00 6318.000 12636.00
B Rabi 1 Wheat 45.37 1196.49 45.37 1670.18 0.00 0.00 45.37 2866.67
2 Barley 11.14 293.76 11.14 410.06 0.00 0.00 11.14 703.83
3 Gram 11.14 293.76 11.14 410.06 0.00 0.00 11.14 703.83
4 Mustard 21.22 559.57 21.22 781.11 0.00 0.00 21.22 1340.68
5 Others 11.13 293.50 11.13 409.70 0.00 0.00 11.13 703.19
Total 100.00 2637.08 100.00 3681.11 0.00 0.00 100.00 6318.190
C Zayad
(Moong) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Grand Total 100.00 2637.00 100.00 3681.00 100.00 6318.00 200.00 12636.000
182
(iv) Values of produce as per proposed cropping pattern with Renovation
S.No. Crops Area (ha) Av. Yield
(Qt/ha)
Total Yield (Qt)
Rate (Rs/Qt )
Total Value of Produce (Rs)
Rate of Seed
(Rs/ha)
Total Cost of Seed
(Rs)
Rate of Fertilizer (Rs/ha)
Total Cost of Fert. (Rs)
1 2 3 4 5 6 7 8 9 10 11
(Canal IRRIGATED)
1 Paddy 0.00 7.10 0.00 1200.00 0.00 1000.00 0.00 500 0
2 Maize 4719.55 30.00 141586.38 1175.00 166363996.50 500.00 2359773.00 200 943909.2
3 Kh. Puises 438.47 2.19 960.25 3000.00 2880742.64 0.00 0.00 200 87693.84
4 Oil seeds 120.04 3.63 435.75 0.00 0.00 0.00 0.00 200 24008.4
5 Other 1039.94 6.50 6759.63 500.00 3379814.10 15.00 15599.14 150 155991.42
6 Wheat 2866.67 35.00 100333.31 1350.00 135449975.12 600.00 1719999.68 500 1433333.07
7 Barley 703.83 30.00 21114.76 1100.00 23226231.60 550.00 387103.86 350 246338.82
8 Gram 703.83 14.00 9853.55 3000.00 29560658.40 1125.00 791803.35 200 140765.04
9 Mustard 1340.68 15.00 20110.19 3000.00 60330582.00 60.00 80440.78 200 268135.92
10 Others 703.19 7.50 5273.95 500.00 2636975.25 20.00 14063.87 150 105479.01
11 Zayad (Moong)
0.00 0.00 0
0.00 0
0.00 0
0
TOTAL 12636.19 14825.00 423828975.61 3870.00 5368783.68 3405654.72
SAY 12637.00 423828976.00 5368784.00 3405655.00
183
(iv) Net receipt before renovation
Total Area (ha)
10224.00
S.No. Particulars Amount (Rs)
A GROSS RECEIPT
1 Gross Value of farm produce for grain 341544797.00
2 During Receipt @3% of the fodder expenditure 10246343.91
Total ( A ) 351791140.91
B EXPENSES
1 Cost of seed 4415291.00
2 Expenditure on manures or fertilizers 2926415.00
3 Depriciation on implements @2.70% of the Gross Value of Farm produce
9221710.00
4 Share and cash rent @5% of the Gross Value of produce
17077240.00
5 Expenditure on hired bullock or tractor and labour @Rs.4050.00/ha
41407200.00
6 Fodder expenditure @15% of the Gross Value of produce
51231720.00
7 Irrigation Charges 123560.00
8 Land revenue for Canal irrigated area @Rs.15.00/ha
19035.00
9 Land revenue for unirrigated area @Rs.4.70 /ha 42089.00
Total ( B ) 126464260.00
C NET RECEIPT
Total ( A ) - Total ( B ) 225326880.91
Total 225326880.91
Net Receipt per Hectare (Rs/ha) 22039.01
184
(v) Net receipt after renovation
Total Area (ha)
12636.00
S.No. Particulars AMOUNT
A GROSS RECEIPT
1 Gross Value of farm produce for grain 423828976.00
2 During Receipt @30% of the fodder expenditure 12714869.00
Total ( A ) 436543845.00
B EXPENSES
1 Expenditure on seeds 5368784.00
2 Expenditure on manures or fertilizers 3405655.00
3 Depriciation on implements @2.70% of the Gross Value of Farm produce
11443382.00
4 Share and cash rent @3% of the Gross Value of produce
12714870.00
5 Expenditure on hired bullock/tractor and labour @Rs.4050/ha
51175800.00
6 Expenditure on Plant Protection measures @Rs.300/ha
3790800.00
7 Fodder expenditure @10% of the Gross Value of produce
42382898.00
8 Irrigation Charges 330529.00
9 Land revenue for Canal irrigated area @Rs.15.00/ha
55217.00
Total ( B ) 130667935.00
C NET RECEIPT
Total ( A ) - Total ( B ) 305875910.00
Total 305875910.00
Net Receipt per Hectare of irrigated Area (Rs/ha) 24206.7 Say 24207.00
185
(vi) Estimated benefit-cost ratio for Project renovation
S.No. Particulars Amount
Annual Receipt
A Present Canal System
1 Benefits of before Project renovation 225326880.91
Total (A) 225326880.91
B After RRR
1 Benefits from renovation 305875910.00
Total (B) 305875910.00
Net Benefit
Total ( B ) - Total ( A ) 80549029.09
C CAPITAL COST OF THE RRR
1 Total Cost of the RRR 341172000.00
Total-C 341172000.00
Annual Cost
1 Interest @6.50% on Capital Cost 22176180.00
2 Depriciation of the Project @1% of the Capital Cost
3411720.00
3 O. and M. cost of Project @Rs.300.00 Per Hectare of Gross irrigated area or C.C.A. whichever ir more i.e.
1895400.00
4 Maintenance of the Head Works @1% of the Cost
3411720.00
Total Annual Cost 30895020.00
Benefir Coat Ratio @ 6.50 % Interest
Net Benefit/Total Annual Cost
2.607
BC Ratio
2.607:1
186
187
Bibliography
[1] Allen, R.G., Jensen, M.E., Wright, J.L., and Burman, R.D. (1989). Operational estimates of
reference evapotranspiration. Agron J., 81: 650-662.
[2] Allen, R.G., Pereira, L.S., Raes, D., and Smith, M. (1998). Crop evapotranspiration: Guidelines
for computing crop water requirements. Irrigation & Drainage Paper No. 56. United Nations
FAO, Rome, Italy.
[3] Chow, V.T. (1959). Open Channel Hydraulics. McGraw-Hill, New York.
[4] Chow, V.T., Maidment, D.R., and Mays, L.W. (1988). Applied Hydrology, McGraw-Hill Book
Company, New York.
[5] Doorenbos, J. and Pruitt, W.O. (1977). Crop water requirement. Irigation & Drainage paper No.
24, FAO, Rome, Italy.
[6] FAO (1985). Irrigation Water Management: Training manual No. 1: Introduction to irrigation.
United Nations Food and Agriculture Organization, Rome, Italy.
[7] FAO (1986). Irrigation Water Management: Training manual No. 3: Irrigation water needs.
United Nations Food and Agriculture Organization, Rome, Italy.
[8] FAO (1988). Irrigation Water Management: Training manual No. 5: Irrigation methods. United
Nations Food and Agriculture Organization, Rome, Italy.
[9] FAO (1989). Irrigation Water Management: Training manual No. 4: Irrigation scheduling. United
Nations Food and Agriculture Organization, Rome, Italy.
[10] Feddes, R.A., Kabat, P., Van Bakel, P.J.T., Bronswijk, J.J.B., and Halbertsma, J. (1988).
Modeling soil water dynamics in the unsaturated zone-state of the art. J. Hydrol., 100: 69-111.
[11] Hargreaves, G.H., and Samani, Z. (1985). Reference crop evapotranspiration from temperature.
Appl. Engg. Agr, ASAE, 192): 96-99.
[12] Hawkins, R.H., Hjelmfelt, A.T., and Zevenbergen, A.W. (1985). Runoff probability, storm depth,
and curve numbers. J. Irrig. Drain. Engr., ASCE, 111(4): 330-340.
[13] ICAR (2008). Handbook of Agriculture. Indian Council of Agricultural Research, New Delhi.
[14] ICID (1978). Standards for the calculation of irrigation efficiencies. ICID Bulletin 27(1): 91-101.
[15] Jensen, M.E., and Haise, H.R. (1963). Estimating evapotranspiration from solar radiation. J.
Irrig. Drain. Div., ASCE, 96: 25-28.
[16] Jensen, M.E., Burman, R.D., and Allen, R.G. (eds.) (1990). Evapotranspiration and irrigation
water requirements. ASCE Manual No. 70: 332 p.
[17] McCuen, R.H. (1982). A Guide to Hydrologic Analysis using SCS mehod. Prentice-Hall,
Englewood Cliffs, New Jersey.
[18] Mishra, S.K., and Singh, V.P. (2003). Soil Conservation Services Curve Number (SCS-CN)
Methodology. Water Science and Technology, Vol. 42, Kluwer Academic Publishers, The
Netherlands.
[19] Monteith, J.L. (1965). Evaporation and environment. In: Fogg, G.E. (ed.) The state and
movement of water in living organisms. Cambridge University Press, Cambridge, 205-234 p.
[20] Murray, F.W. (1967). On the computation of saturation vapor pressure. J. Appl. Meteor., 6: 203-
204.
188
[21] Nash, J.E. (1959). A note on the Muskingum flood routing method. J. Geophys. Res., 64: 1053-
1056.
[22] Penman, H.L. (1948). Natural evaporation from open water, bare soil and grass. Proc. Roy. Soc.
Lond. (A), 193: 120-145.
[23] Ponce, V.M. (1979). Simplified Muskingum routing equation. J. Hydr. Div., ASCE, 105 (HY1):
85-91.
[24] Ponce, V.M. (1989). Engineering Hydrology: Principles and Practices. Prentice-Hall, Englewood
Cliffs, New Jersey.
[25] Schaake, J.C., Koren, V.I., and Duan, Q-Y (1996). Simple water balance model for estimating
runoff at different spatial and temporal scales. J. Geophy. Res., 101 (D3): 7561-7475.
[26] Singh, V. P. (1988a). Hydrologic Systems: Vol I, Rainfall-Runoff Modeling, Prentice-Hall, New
Jersey 07632, USA.
[27] Singh, V. P. (1988b). Elementary Hydrology, Prentice-Hall, New Jersey 07632, USA
[28] Soil Conservation Services (1972). National Engineering handbook, Section 4. Hydrology. Soil
Conservation Services (SCS), United States Department of Agriculture (USDA), Washington,
DC.
[29] USDA (1970). Irrigation Water Requirement, Technical Release 21. Soil Conservation Services,
United States Department of Agriculture, Washington, DC.
[30] Allen RG, Pereira LS, Raes D, Smith M (1998). Crop evapotranspiration - Guidelines for
computing crop water requirements - FAO Irrigation and drainage paper 56. FAO - Food and
Agriculture Organization of the United Nations, Rome, 1998.
[31] ASABE (2007). S526.3 SEP20077: Soil and water terminology. American Society of Agricultural
and Biological Engineers, St. Joseph, Mich.
[32] Borg H, and Grimes DW (1986). Depth development of rootswith time: an empirical description.
Transaction ASCE, 29(1): 194-197.
[33] Broner I (2005). Irrigation scheduling. Bulletin 4.708. Colorado State University, Ft. Collins,
Colo.
[34] FAO (1989). Irrigation Water Management: Training manual No. 4: Irrigation scheduling. United
Nations Food and Agriculture Organization, Rome, Italy.
[35] Hargreaves, G.H. (1994). Defining and using reference evapotranspiration. J. Irrg. Drain. Engr.,
ASCE, 120(6): 1132-1139.
[36] Hargreaves, G.H., and Samani, Z. (1985). Reference crop evapotranspiration from temperature.
Appl. Engg. Agr, ASAE, 192): 96-99.
[37] ICID (1978). Standards for the calculation of irrigation efficiencies. ICID Bulletin 27(1): 91-101.
[38] McCuen, R.H. (1982). A Guide to Hydrologic Analysis using SCS mehod. Prentice-Hall,
Englewood Cliffs, New Jersey.
[39] McCuen, R.H. (1989). Hydrologic Analysis and Design, 2nd
edn., Prentice-Hall, New Jersey.
[40] McCuen, R.H. (2002). Approach to confidence interval estimation for curve numbers. J. Hydrol.
Engg., ASCE, 7(1): 43-48.
[41] Mishra, S.K., and Singh, V.P. (2003). Soil Conservation Services Curve Number (SCS-CN)
Methodology. Water Science and Technology, Vol. 42, Kluwer Academic Publishers, The
Netherlands.
[42] USDA (1972). USDA-SCS National Engineering handbook, Section 4. Soil Conservation
Services, United States Department of Agriculture, Washington, DC.
[43] Van Mullem, J.A. (1989). Runoff and peak discharges using Green-Ampt infiltration model. J.
Hydraul. Engg., ASCE, 117 (3): 354-370.
189
[44] Singh, K. K. (ed.). 1981. Warabandi for irrigated agriculture in India. Publication no. 146. New
Delhi: Central Board of Irrigation and Power, India.
[45] Malhotra, S. P. 1982. The Warabandi and its infrastructure. Publication no. 157. New Delhi:
Central Board of Irrigation and Power, India.
[46] IS: 7986-1976. Code of Practice for Canal Outlets. Bureau of Indian Standards, New Delhi, India
190
191
Appendices
192
193
A.1 Gauge-capacity table
As per the available data from the Water Resources Department, the capacity chart has been
prepared with little correction and shown in Figure A1.1. The detailed capacity table is presented
in Table A.1.1.
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
538 540 542 544 546 548 550 552 554
Reserv
oir G
ross C
apacity
(MC
M)
Reservoir Level (m a msl)
Figure A.1.1 Level-Capacity curve of the Udaisagar reservoir
194
Table A1.0-1 Level-capacity table for the Udaisagar reservoir
Level (m amsl)
Gauge above
or below sill (m)
Gross Storage Capacity (MCM)
Level (m amsl)
Gauge above
or below sill (m)
Gross Storage Capacity (MCM)
Level (m amsl)
Gauge above
or below sill (m)
Gross Storage Capacity (MCM)
538.15 -6.10 0.62 539.28 -4.97 0.94 540.41 -3.84 1.25
538.18 -6.07 0.63 539.31 -4.94 0.95 540.44 -3.81 1.26
538.21 -6.04 0.64 539.34 -4.91 0.95 540.47 -3.78 1.27
538.24 -6.01 0.65 539.37 -4.88 0.96 540.50 -3.75 1.28
538.27 -5.98 0.66 539.40 -4.85 0.97 540.53 -3.72 1.29
538.30 -5.95 0.67 539.43 -4.82 0.98 540.56 -3.69 1.29
538.34 -5.91 0.67 539.46 -4.79 0.99 540.59 -3.66 1.30
538.37 -5.88 0.68 539.49 -4.76 1.00 540.62 -3.63 1.31
538.40 -5.85 0.69 539.52 -4.73 1.01 540.65 -3.60 1.33
538.43 -5.82 0.70 539.55 -4.70 1.01 540.68 -3.57 1.34
538.46 -5.79 0.71 539.59 -4.66 1.02 540.71 -3.54 1.35
538.49 -5.76 0.72 539.62 -4.63 1.03 540.74 -3.51 1.36
538.52 -5.73 0.72 539.65 -4.60 1.04 540.77 -3.48 1.37
538.55 -5.70 0.73 539.68 -4.57 1.05 540.80 -3.45 1.38
538.58 -5.67 0.74 539.71 -4.54 1.06 540.84 -3.41 1.39
538.61 -5.64 0.75 539.74 -4.51 1.06 540.87 -3.38 1.40
538.64 -5.61 0.76 539.77 -4.48 1.07 540.90 -3.35 1.42
538.67 -5.58 0.77 539.80 -4.45 1.08 540.93 -3.32 1.43
538.70 -5.55 0.78 539.83 -4.42 1.09 540.96 -3.29 1.44
538.73 -5.52 0.78 539.86 -4.39 1.10 540.99 -3.26 1.45
538.76 -5.49 0.79 539.89 -4.36 1.11 541.02 -3.23 1.46
538.79 -5.46 0.80 539.92 -4.33 1.12 541.05 -3.20 1.47
538.82 -5.43 0.81 539.95 -4.30 1.12 541.08 -3.17 1.48
538.85 -5.40 0.82 539.98 -4.27 1.13 541.11 -3.14 1.50
538.88 -5.37 0.83 540.01 -4.24 1.14 541.14 -3.11 1.51
538.91 -5.34 0.84 540.04 -4.21 1.15 541.17 -3.08 1.52
538.95 -5.30 0.84 540.07 -4.18 1.16 541.20 -3.05 1.53
538.98 -5.27 0.85 540.10 -4.15 1.17 541.23 -3.02 1.54
539.01 -5.24 0.86 540.13 -4.12 1.18 541.26 -2.99 1.55
539.04 -5.21 0.87 540.16 -4.09 1.18 541.29 -2.96 1.56
539.07 -5.18 0.88 540.20 -4.05 1.19 541.32 -2.93 1.57
539.10 -5.15 0.89 540.23 -4.02 1.20 541.35 -2.90 1.59
539.13 -5.12 0.89 540.26 -3.99 1.21 541.38 -2.87 1.60
539.16 -5.09 0.90 540.29 -3.96 1.22 541.41 -2.84 1.61
539.19 -5.06 0.91 540.32 -3.93 1.23 541.45 -2.80 1.62
539.22 -5.03 0.92 540.35 -3.90 1.23 541.48 -2.77 1.63
539.25 -5.00 0.93 540.38 -3.87 1.24 541.51 -2.74 1.64
195
Table 4-5 continued……..
Level (m amsl)
Gauge above
or below sill (m)
Gross Storage Capacity (MCM)
Level (m amsl)
Gauge above
or below sill (m)
Gross Storage Capacity (MCM)
Level (m amsl)
Gauge above
or below sill (m)
Gross Storage Capacity (MCM)
541.54 -2.71 1.65 542.66 -1.59 2.25 543.79 -0.46 2.97
541.57 -2.68 1.67 542.70 -1.55 2.27 543.82 -0.43 3.00
541.60 -2.65 1.68 542.73 -1.52 2.29 543.85 -0.40 3.03
541.63 -2.62 1.69 542.76 -1.49 2.32 543.88 -0.37 3.06
541.66 -2.59 1.70 542.79 -1.46 2.34 543.91 -0.34 3.09
541.69 -2.56 1.71 542.82 -1.43 2.36 543.95 -0.30 3.11
541.72 -2.53 1.72 542.85 -1.40 2.38 543.98 -0.27 3.16
541.75 -2.50 1.73 542.88 -1.37 2.41 544.01 -0.24 3.19
541.78 -2.47 1.74 542.91 -1.34 2.44 544.04 -0.21 3.24
541.81 -2.44 1.76 542.94 -1.31 2.46 544.07 -0.18 3.28
541.84 -2.41 1.77 542.97 -1.28 2.49 544.10 -0.15 3.30
541.87 -2.38 1.79 543.00 -1.25 2.52 544.13 -0.12 3.31
541.90 -2.35 1.81 543.03 -1.22 2.55 544.16 -0.09 3.32
541.93 -2.32 1.82 543.06 -1.19 2.56 544.19 -0.06 3.33
541.96 -2.29 1.84 543.09 -1.16 2.58 544.22 -0.03 3.49
541.99 -2.26 1.86 543.12 -1.13 2.59 544.25 0.00 3.54
542.02 -2.23 1.87 543.15 -1.10 2.61 544.28 0.03 3.57
542.05 -2.20 1.89 543.18 -1.07 2.62 544.31 0.06 3.60
542.09 -2.16 1.91 543.21 -1.04 2.63 544.34 0.09 3.62
542.12 -2.13 1.93 543.24 -1.01 2.65 544.37 0.12 3.65
542.15 -2.10 1.95 543.27 -0.98 2.66 544.40 0.15 3.68
542.18 -2.07 1.97 543.30 -0.95 2.68 544.43 0.18 3.71
542.21 -2.04 1.99 543.34 -0.91 2.69 544.46 0.21 3.74
542.24 -2.01 2.00 543.37 -0.88 2.70 544.49 0.24 3.77
542.27 -1.98 2.02 543.40 -0.85 2.72 544.52 0.27 3.79
542.30 -1.95 2.04 543.43 -0.82 2.73 544.55 0.30 3.82
542.33 -1.92 2.06 543.46 -0.79 2.75 544.59 0.34 3.85
542.36 -1.89 2.08 543.49 -0.76 2.76 544.62 0.37 3.88
542.39 -1.86 2.10 543.52 -0.73 2.78 544.65 0.40 3.91
542.42 -1.83 2.12 543.55 -0.70 2.79 544.68 0.43 3.94
542.45 -1.80 2.14 543.58 -0.67 2.80 544.71 0.46 3.96
542.48 -1.77 2.15 543.61 -0.64 2.82 544.74 0.49 4.01
542.51 -1.74 2.17 543.64 -0.61 2.83 544.77 0.52 4.05
542.54 -1.71 2.18 543.67 -0.58 2.86 544.80 0.55 4.10
542.57 -1.68 2.19 543.70 -0.55 2.89 544.83 0.58 4.15
542.60 -1.65 2.21 543.73 -0.52 2.92 544.86 0.61 4.19
542.63 -1.62 2.23 543.76 -0.49 2.94 544.89 0.64 4.23
196
Table 4-5 continued……..
Level (m amsl)
Gauge above
or below sill (m)
Gross Storage Capacity (MCM)
Level (m amsl)
Gauge above
or below sill (m)
Gross Storage Capacity (MCM)
Level (m amsl)
Gauge above
or below sill (m)
Gross Storage Capacity (MCM)
544.92 0.67 4.27 546.05 1.80 5.84 547.18 2.93 7.89
544.95 0.70 4.31 546.08 1.83 5.89 547.21 2.96 7.99
544.98 0.73 4.35 546.11 1.86 5.93 547.24 2.99 8.09
545.01 0.76 4.39 546.14 1.89 5.97 547.27 3.02 8.19
545.04 0.79 4.42 546.17 1.92 6.01 547.30 3.05 8.30
545.07 0.82 4.45 546.20 1.95 6.05 547.33 3.08 8.36
545.10 0.85 4.47 546.23 1.98 6.09 547.36 3.11 8.43
545.13 0.88 4.50 546.26 2.01 6.14 547.39 3.14 8.50
545.16 0.91 4.53 546.29 2.04 6.20 547.42 3.17 8.57
545.20 0.95 4.57 546.32 2.07 6.26 547.45 3.20 8.64
545.23 0.98 4.61 546.35 2.10 6.31 547.48 3.23 8.69
545.26 1.01 4.65 546.38 2.13 6.37 547.51 3.26 8.75
545.29 1.04 4.69 546.41 2.16 6.41 547.54 3.29 8.81
545.32 1.07 4.73 546.45 2.20 6.45 547.57 3.32 8.86
545.35 1.10 4.79 546.48 2.23 6.49 547.60 3.35 8.92
545.38 1.13 4.85 546.51 2.26 6.53 547.63 3.38 9.00
545.41 1.16 4.92 546.54 2.29 6.57 547.66 3.41 9.09
545.44 1.19 4.98 546.57 2.32 6.63 547.70 3.45 9.17
545.47 1.22 5.04 546.60 2.35 6.68 547.73 3.48 9.26
545.50 1.25 5.07 546.63 2.38 6.74 547.76 3.51 9.34
545.53 1.28 5.10 546.66 2.41 6.80 547.79 3.54 9.40
545.56 1.31 5.13 546.69 2.44 6.85 547.82 3.57 9.46
545.59 1.34 5.15 546.72 2.47 6.90 547.85 3.60 9.51
545.62 1.37 5.18 546.75 2.50 6.94 547.88 3.63 9.57
545.65 1.40 5.22 546.78 2.53 6.99 547.91 3.66 9.63
545.68 1.43 5.26 546.81 2.56 7.03 547.94 3.69 9.68
545.71 1.46 5.30 546.84 2.59 7.08 547.97 3.72 9.74
545.74 1.49 5.34 546.87 2.62 7.14 548.00 3.75 9.80
545.77 1.52 5.38 546.90 2.65 7.19 548.03 3.78 9.85
545.80 1.55 5.44 546.93 2.68 7.25 548.06 3.81 9.91
545.84 1.59 5.49 546.96 2.71 7.31 548.09 3.84 9.97
545.87 1.62 5.55 546.99 2.74 7.36 548.12 3.87 10.02
545.90 1.65 5.61 547.02 2.77 7.45 548.15 3.90 10.08
545.93 1.68 5.66 547.05 2.80 7.53 548.18 3.93 10.14
545.96 1.71 5.71 547.09 2.84 7.62 548.21 3.96 10.19
545.99 1.74 5.75 547.12 2.87 7.70 548.24 3.99 10.28
546.02 1.77 5.80 547.15 2.90 7.79 548.27 4.02 10.36
197
Table 4-5 continued……..
Level (m amsl)
Gauge above
or below sill (m)
Gross Storage Capacity (MCM)
Level (m amsl)
Gauge above
or below sill (m)
Gross Storage Capacity (MCM)
Level (m amsl)
Gauge above
or below sill (m)
Gross Storage Capacity (MCM)
548.30 4.05 10.45 549.43 5.18 15.52 550.56 6.31 23.47
548.34 4.09 10.53 549.46 5.21 15.70 550.59 6.34 23.67
548.37 4.12 10.62 549.49 5.24 15.88 550.62 6.37 23.87
548.40 4.15 10.68 549.52 5.27 16.06 550.65 6.40 24.07
548.43 4.18 10.73 549.55 5.30 16.24 550.68 6.43 24.21
548.46 4.21 10.79 549.59 5.34 16.42 550.71 6.46 24.35
548.49 4.24 10.85 549.62 5.37 16.59 550.74 6.49 24.49
548.52 4.27 10.90 549.65 5.40 16.76 550.77 6.52 24.64
548.55 4.30 11.02 549.68 5.43 16.93 550.80 6.55 24.78
548.58 4.33 11.13 549.71 5.46 17.10 550.84 6.59 25.09
548.61 4.36 11.24 549.74 5.49 17.27 550.87 6.62 25.40
548.64 4.39 11.36 549.77 5.52 17.50 550.90 6.65 25.71
548.67 4.42 11.47 549.80 5.55 17.73 550.93 6.68 26.02
548.70 4.45 11.88 549.83 5.58 17.95 550.96 6.71 26.33
548.73 4.48 12.28 549.86 5.61 18.18 550.99 6.74 26.56
548.76 4.51 12.69 549.89 5.64 18.41 551.02 6.77 26.79
548.79 4.54 13.10 549.92 5.67 18.69 551.05 6.80 27.01
548.82 4.57 13.12 549.95 5.70 18.97 551.08 6.83 27.24
548.85 4.60 13.14 549.98 5.73 19.26 551.11 6.86 27.47
548.88 4.63 13.16 550.01 5.76 19.54 551.14 6.89 27.72
548.91 4.66 13.18 550.04 5.79 19.82 551.17 6.92 27.98
548.95 4.70 13.19 550.07 5.82 19.94 551.20 6.95 28.23
548.98 4.73 13.21 550.10 5.85 20.05 551.23 6.98 28.49
549.01 4.76 13.23 550.13 5.88 20.16 551.26 7.01 28.74
549.04 4.79 13.25 550.16 5.91 20.27 551.29 7.04 28.94
549.07 4.82 13.27 550.20 5.95 20.39 551.32 7.07 29.14
549.10 4.85 13.29 550.23 5.98 20.73 551.35 7.10 29.34
549.13 4.88 13.31 550.26 6.01 21.07 551.38 7.13 29.53
549.16 4.91 13.49 550.29 6.04 21.41 551.41 7.16 29.73
549.19 4.94 13.67 550.32 6.07 21.75 551.45 7.20 30.02
549.22 4.97 13.85 550.35 6.10 22.09 551.48 7.23 30.30
549.25 5.00 14.03 550.38 6.13 22.29 551.51 7.26 30.58
549.28 5.03 14.22 550.41 6.16 22.48 551.54 7.29 30.87
549.31 5.06 14.48 550.44 6.19 22.68 551.57 7.32 31.15
549.34 5.09 14.74 550.47 6.22 22.88
549.37 5.12 15.00 550.50 6.25 23.08
549.40 5.15 15.26 550.53 6.28 23.28
198
A.2 10-daily crop coefficients for Rabi and Kharif Crops (dimensionless)
Crop Crop Whea
t Barley Gram
Mus-tard
Rabi Fodder
Maize
Soy-bean
Ground-nut
Jowar
Others
Month Duration of crop
130 130 141 130 182 102 130 130 115 140
10-day/Date of sowing 16-Nov
07-Nov
21-Oct
16-Oct 16-Oct 01-Jul
01-Jul 01-Jul 01-Jul
01-Jul
Oct I
0.6 1.05 1.05 0.75 0.75
Oct II
0.1 0.5 0.5 0.9 0.9 0.6 0.6
Oct III
0.1 0.1 0.66
0.75 0.75 0.5 0.5
Nov I
0.2 0.3 0.2 0.65
0.2 0.2
Nov II 0.2 0.2 0.8 0.54 0.65
Nov III 0.3 0.75 0.8 0.54 0.85
Dec I 0.75 0.75 1.05 0.9 0.9
Dec II 0.84 0.75 1.1 0.95 0.8
Dec III 1.05 0.75 1.1 1 0.6
Jan I 1.15 1.05 1.1 1.1 0.8
Jan II 1.15 1.15 1.05 1.15 0.65
Jan III 1.15 0.65 0.8 0.9 0.54
Feb I 1.15 0.65 0.55 0.8 0.8
Feb II 1.15 0.65 0.55 0.6 0.65
Feb III 0.9 0.25 0.25 0.4 0.6
Mar I 0.84 0.2
0.85
Mar II 0.4 0.2
0.75
Mar III 0.2
0.6
Apr I
0.85
Apr II
0.75
Apr III
May I
May II
May III
Jun I
Jun II
Jun III
Jul I
0.12 0.12 0.12 0.12 0.12
Jul II
0.4 0.12 0.12 0.22 0.22
Jul III
0.76 0.12 0.12 0.35 0.34
Aug I
1.15 0.5 0.5 0.7 0.71
Aug II
1.15 0.7 0.7 0.72 0.82
Aug III
1.15 0.9 0.9 0.75 0.93
Sep I
1.05 1.05 1.05 1 1.04
Sep II
0.9 1.05 1.05 1.05 1.01
Sep III
0.72 1.05 1.05 1.05 0.97
199
A.3 Field capacity and permanent wilting point
S. No.
Texture Field Capacity,
FC (%) Permanent Wilting
Point, PWP (%)
1 Sand 10 5
2 Loamy sand 12 5
3 Sandy loam 18 8
4 Sandy clay loam 27 17
5 Loam 28 14
6 Sandy clay 36 25
7 Silty loam 31 11
8 Silt 30 6
9 Clay loam 36 22
10 Silty clay loam 38 22
11 Silty clay 41 27
12 Clay 42 30
A.4 Values of minimum allowable deficit and depth of crops
S. No.
Crop MAD (%) Maximum Root Depth (cm)
1 Maize 65 60 – 90
2 Pasture 65 45 – 60
3 Peas 65 50 – 60
4 Potato 30 50 – 60
5 Sorghum 65 60 – 90
6 Soybean 65 80 – 100
7 Wheat 65 90 – 120
8 Sugarcane 60 70 – 95
9 Barley 90 – 100
10 Cotton 120 – 150
11 Groundnut 60 – 75
12 Gram 120 – 150
13 Mustard 120 – 150
14 Paddy 30 – 60
15 Pearl Millet (Bajra) 60 – 90
16 Arhar (Tur) 120 – 150
A.5 Approximate net irrigation depth applied per irrigation (mm)
Soil Type Shallow Rooted
Medium Rooted
Deep Rooted
Shallow and/or sandy soil 15 30 40
Loamy soil 20 40 60
Clayey soil 30 50 70
A.6 Recommended value of irrigation application rate
Soil Type Maximum application rate with different land slopes (mm/h)
0-5% 5-8% 8-12%
Coarse sandy soil 38.0 – 50.8 25.4 – 38.1 19.0 – 25.4
Light sandy 19.0 – 25.4 12.7 – 20.3 10.2 – 15.2
Silt loam 7.62 – 12.7 6.35 – 10.2 3.81 – 7.62
Clay loam to clay 3.81 2.54 2.03
200
A.7 List of upstream structures (Anicuts/WHS)
S. No.
Catchment Submergence Area (sq km)
Submergence Area (ha)
Capacity (MCM)
Capacity (MCFT)
1 Udaisagar 0.000004 0.0004 0.0000 0.0008
2 Udaisagar 0.001093 0.1093 0.0056 0.1988
3 Udaisagar 0.004666 0.4666 0.0240 0.8486
4 Udaisagar 0.012163 1.2163 0.0626 2.2121
5 Udaisagar 0.004379 0.4379 0.0226 0.7964
6 Udaisagar 0.003260 0.3260 0.0168 0.5929
7 Udaisagar 0.048703 4.8703 0.2508 8.8576
8 Udaisagar 0.011471 1.1471 0.0591 2.0863
9 Udaisagar 0.027034 2.7034 0.1392 4.9166
10 Udaisagar 0.002750 0.2750 0.0142 0.5001
11 Udaisagar 0.015788 1.5788 0.0813 2.8714
12 Udaisagar 0.002312 0.2312 0.0119 0.4204
13 Udaisagar 0.002785 0.2785 0.0143 0.5064
14 Udaisagar 0.006974 0.6974 0.0359 1.2684
15 Udaisagar 0.010891 1.0891 0.0561 1.9807
16 Udaisagar 0.005724 0.5724 0.0295 1.0410
17 Udaisagar 0.002767 0.2767 0.0143 0.5032
18 Udaisagar 0.002047 0.2047 0.0105 0.3723
19 Udaisagar 0.001315 0.1315 0.0068 0.2391
20 Udaisagar 0.019529 1.9529 0.1006 3.5518
21 Udaisagar 0.003409 0.3409 0.0176 0.6200
22 Udaisagar 0.037956 3.7956 0.1955 6.9031
23 Udaisagar 0.109537 10.9537 0.5641 19.9216
24 Udaisagar 0.006966 0.6966 0.0359 1.2668
25 Udaisagar 0.003116 0.3116 0.0160 0.5667
26 Udaisagar 0.058925 5.8925 0.3035 10.7168
27 Udaisagar 0.004779 0.4779 0.0246 0.8691
28 Udaisagar 0.003218 0.3218 0.0166 0.5852
29 Udaisagar 0.004513 0.4513 0.0232 0.8207
30 Udaisagar 0.001242 0.1242 0.0064 0.2258
31 Udaisagar 0.000668 0.0668 0.0034 0.1214
32 Udaisagar 0.127140 12.7140 0.6548 23.1230
33 Udaisagar 0.002906 0.2906 0.0150 0.5285
34 Udaisagar 0.010752 1.0752 0.0554 1.9554
35 Udaisagar 0.002256 0.2256 0.0116 0.4104
36 Udaisagar 0.029776 2.9776 0.1533 5.4153
37 Udaisagar 0.006212 0.6212 0.0320 1.1298
38 Udaisagar 0.011775 1.1775 0.0606 2.1416
39 Udaisagar 0.003403 0.3403 0.0175 0.6190
201
S. No.
Catchment Submergence Area (sq km)
Submergence Area (ha)
Capacity (MCM)
Capacity (MCFT)
40 Udaisagar 0.004689 0.4689 0.0241 0.8527
41 Udaisagar 0.003433 0.3433 0.0177 0.6243
42 Udaisagar 0.001888 0.1888 0.0097 0.3433
43 Udaisagar 0.175597 17.5597 0.9043 31.9360
44 Udaisagar 0.006771 0.6771 0.0349 1.2314
45 Udaisagar 0.005240 0.5240 0.0270 0.9530
46 Udaisagar 0.023558 2.3558 0.1213 4.2844
47 Udaisagar 0.064142 6.4142 0.3303 11.6656
48 Udaisagar 0.023747 2.3747 0.1223 4.3189
49 Udaisagar 0.006436 0.6436 0.0331 1.1706
50 Udaisagar 0.006010 0.6010 0.0310 1.0930
51 Udaisagar 0.019905 1.9905 0.1025 3.6201
52 Udaisagar 0.006402 0.6402 0.0330 1.1644
53 Udaisagar 0.025785 2.5785 0.1328 4.6895
54 Udaisagar 0.013398 1.3398 0.0690 2.4368
55 Udaisagar 0.001580 0.1580 0.0081 0.2873
56 Udaisagar 0.010323 1.0323 0.0532 1.8774
57 Udaisagar 0.009903 0.9903 0.0510 1.8010
58 Udaisagar 0.904660 90.4660 4.6590 164.5312
59 Udaisagar 0.657740 65.7740 3.3874 119.6236
60 Udaisagar 0.019187 1.9187 0.0988 3.4895
61 Udaisagar 0.005781 0.5781 0.0298 1.0514
62 Udaisagar 0.048098 4.8098 0.2477 8.7476
63 Udaisagar 0.022604 2.2604 0.1164 4.1109
64 Udaisagar 0.067735 6.7735 0.3488 12.3190
65 Udaisagar 0.004672 0.4672 0.0241 0.8497
66 Udaisagar 0.028004 2.8004 0.1442 5.0932
67 Udaisagar 0.003787 0.3787 0.0195 0.6887
68 Udaisagar 0.051666 5.1666 0.2661 9.3966
69 Udaisagar 0.001631 0.1631 0.0084 0.2967
70 Udaisagar 0.001798 0.1798 0.0093 0.3271
71 Udaisagar 0.364886 36.4886 1.8792 66.3621
72 Udaisagar 0.002145 0.2145 0.0110 0.3901
73 Udaisagar 0.003487 0.3487 0.0180 0.6341
74 Udaisagar 0.006802 0.6802 0.0350 1.2370
75 Udaisagar 0.036973 3.6973 0.1904 6.7242
76 Udaisagar 0.018884 1.8884 0.0973 3.4345
77 Udaisagar 0.003712 0.3712 0.0191 0.6751
78 Udaisagar 0.002232 0.2232 0.0115 0.4059
79 Udaisagar 0.036263 3.6263 0.1868 6.5952
80 Udaisagar 0.002196 0.2196 0.0113 0.3993
202
S. No.
Catchment Submergence Area (sq km)
Submergence Area (ha)
Capacity (MCM)
Capacity (MCFT)
81 Udaisagar 0.022221 2.2221 0.1144 4.0414
82 Udaisagar 0.006337 0.6337 0.0326 1.1525
83 Udaisagar 0.032555 3.2555 0.1677 5.9209
84 Udaisagar 0.004453 0.4453 0.0229 0.8098
85 Udaisagar 0.001807 0.1807 0.0093 0.3286
86 Udaisagar 0.005898 0.5898 0.0304 1.0727
87 Udaisagar 0.009645 0.9645 0.0497 1.7541
88 Udaisagar 0.004288 0.4288 0.0221 0.7799
89 Udaisagar 0.003359 0.3359 0.0173 0.6109
90 Udaisagar 0.009912 0.9912 0.0510 1.8027
91 Udaisagar 0.007036 0.7036 0.0362 1.2796
92 Udaisagar 0.020650 2.0650 0.1063 3.7556
93 Udaisagar 0.145737 14.5737 0.7505 26.5053
94 Udaisagar 0.006038 0.6038 0.0311 1.0981
95 Udaisagar 0.020781 2.0781 0.1070 3.7794
96 Udaisagar 0.007833 0.7833 0.0403 1.4246
97 Udaisagar 0.004418 0.4418 0.0228 0.8035
98 Udaisagar 0.022425 2.2425 0.1155 4.0785
99 Udaisagar 0.004157 0.4157 0.0214 0.7561
100 Udaisagar 0.025049 2.5049 0.1290 4.5557
101 Udaisagar 0.005081 0.5081 0.0262 0.9240
102 Udaisagar 0.764944 76.4944 3.9395 139.1209
103 Udaisagar 0.004530 0.4530 0.0233 0.8239
104 Udaisagar 0.013345 1.3345 0.0687 2.4271
105 Udaisagar 0.004150 0.4150 0.0214 0.7548
106 Udaisagar 0.003019 0.3019 0.0156 0.5492
107 Udaisagar 0.003852 0.3852 0.0198 0.7006
108 Udaisagar 0.003220 0.3220 0.0166 0.5855
109 Udaisagar 0.004037 0.4037 0.0208 0.7342
110 Udaisagar 0.120152 12.0152 0.6188 21.8521
111 Udaisagar 0.015790 1.5790 0.0813 2.8717
112 Udaisagar 0.006061 0.6061 0.0312 1.1024
113 Udaisagar 2.718820 271.8820 14.0019 494.4737
114 Udaisagar 0.005127 0.5127 0.0264 0.9324
115 Udaisagar 0.009489 0.9489 0.0489 1.7258
116 Udaisagar 0.121662 12.1662 0.6266 22.1268
117 Udaisagar 0.003875 0.3875 0.0200 0.7048
118 Udaisagar 0.047593 4.7593 0.2451 8.6557
119 Udaisagar 0.105853 10.5853 0.5451 19.2516
120 Udaisagar 0.006033 0.6033 0.0311 1.0972
121 Udaisagar 0.041970 4.1970 0.2161 7.6331
203
S. No.
Catchment Submergence Area (sq km)
Submergence Area (ha)
Capacity (MCM)
Capacity (MCFT)
122 Udaisagar 0.003931 0.3931 0.0202 0.7150
123 Udaisagar 0.003304 0.3304 0.0170 0.6008
124 Udaisagar 0.009395 0.9395 0.0484 1.7087
125 Udaisagar 0.011797 1.1797 0.0608 2.1456
126 Udaisagar 0.004859 0.4859 0.0250 0.8838
127 Udaisagar 0.008070 0.8070 0.0416 1.4677
128 Udaisagar 0.101221 10.1221 0.5213 18.4091
129 Udaisagar 0.004745 0.4745 0.0244 0.8630
130 Udaisagar 0.008459 0.8459 0.0436 1.5384
131 Udaisagar 0.004821 0.4821 0.0248 0.8768
132 Udaisagar 3.834690 383.4690 19.7487 697.4178
133 Udaisagar 0.017106 1.7106 0.0881 3.1110
134 Udaisagar 0.009514 0.9514 0.0490 1.7303
135 Udaisagar 0.004686 0.4686 0.0241 0.8522
136 Udaisagar 0.008869 0.8869 0.0457 1.6130
137 Udaisagar 0.004733 0.4733 0.0244 0.8609
138 Udaisagar 0.030346 3.0346 0.1563 5.5190
139 Udaisagar 0.008856 0.8856 0.0456 1.6106
140 Udaisagar 6.089930 608.9930 31.3631 1107.5799
141 Udaisagar 0.154346 15.4346 0.7949 28.0710
142 Udaisagar 0.006315 0.6315 0.0325 1.1484
143 Udaisagar 0.007999 0.7999 0.0412 1.4548
144 Udaisagar 0.004284 0.4284 0.0221 0.7792
145 Udaisagar 0.018855 1.8855 0.0971 3.4292
146 Udaisagar 0.302361 30.2361 1.5572 54.9906
147 Udaisagar 0.213514 21.3514 1.0996 38.8319
148 Udaisagar 0.052721 5.2721 0.2715 9.5884
149 Udaisagar 0.057536 5.7536 0.2963 10.4641
150 Udaisagar 0.092741 9.2741 0.4776 16.8668
151 Udaisagar 0.002741 0.2741 0.0141 0.4984
152 Udaisagar 0.158984 15.8984 0.8188 28.9145
153 Udaisagar 0.059736 5.9736 0.3076 10.8643
154 Udaisagar 0.045851 4.5851 0.2361 8.3389
155 Udaisagar 0.002661 0.2661 0.0137 0.4839
156 Udaisagar 0.001835 0.1835 0.0094 0.3337
157 Udaisagar 0.000990 0.0990 0.0051 0.1800
158 Udaisagar 0.003123 0.3123 0.0161 0.5680
159 Udaisagar 0.011399 1.1399 0.0587 2.0732
160 Udaisagar 0.002414 0.2414 0.0124 0.4390
161 Udaisagar 0.001049 0.1049 0.0054 0.1908
162 Udaisagar 0.001647 0.1647 0.0085 0.2995
204
S. No.
Catchment Submergence Area (sq km)
Submergence Area (ha)
Capacity (MCM)
Capacity (MCFT)
163 Udaisagar 0.000862 0.0862 0.0044 0.1568
164 Udaisagar 0.005530 0.5530 0.0285 1.0058
205
A.8 Sources of irrigation
S. No.
Village
Pond Tubewell Irrigation well no. and wells with pumping Well Padat Well, working well
less t
han 1
00
acre
Anic
ut
mo
re t
han
100 a
cre
A
nic
ut
only
fo
r peta
agri w
ork
To
tal
Ele
ctr
icity
Die
sel
To
tal
Independent
Anic
ut
oth
er
irrig
atio
n
sourc
e
with
Ele
ctr
icity
with D
iesel
oth
er/
rahat
Govt
Pvt
regula
r w
ork
tota
l
Curr
ent
year-
padat
due t
o
falli
ng
oth
er
padat
To
tal
Old
Curr
ent
year
availa
ble
for
work
To
tal
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
1 Khemli 1
1 10
10 58 16 60 3 11
74
74
16 16 58
58
2 Gudali
0 25
25 128 9 104 3 30 5 132
137
11 11 126
126
3 Motiikheda
0 22
22 45 6 37 1 13 1 50
51
11 11 40
40
4 Tulsidasgika saray
0 6
6 32 6 22 3 13
38
38
3 3 35
35
5 Medata
0 6
6 70 21 25 12 54
91
91
7 7 84
84
6 Gadawa
0 1
1 10 3 8 4 1
13
13
3 3 10
10
7 Dhana
0
0 11 2 5 2 6
13
13
5 5 8
8
8 Entali
1 1 25
25 208 8 86 20 110 3 213 1 217
27 27 158 1 15 174
9 Dabok 1
1 10
10 248 10 80 6 172
250
250
26 26 232
232
10 Nahara magara 1
1 5
5 47 10 40 8 9 2 55
57
12 12 45
45
11 Nandwel 1
1 1
1 58 15 35 8 30
73
73
30 30 43
43
12 Namari 1
1 2
2 79 8 70 1 16
87
87
30 30 57
57
13 Ghanoli
0 1
1 98 10 38
70
108
108
30 30 78
78
206
207
A.9 Theissen polygon of the catchment
Proposed Raingauge
Station
208
A.10
209
A.11 Irrigation rates
210
211
A.12 List of outlets
(A) LMC: Outlets as per the field visit
Canal Chainage
Outlet/Minor Position Outlet Size
(inch)
Sill Level
(ft)
Canal FSD (m)
Design capcity
(cfs)
15 1 R 6 1 1.04 1.41
25 1 (M)
1' * 1' 0 1.04 6.46
41 1 R 1' * 1' 0 1.04 6.46
50 1 R 6 1 1.04 1.41
60 1 R 6 1 1.04 1.41
82 1 R 6 1 1.00 1.34
90 1 R 6 1 1.00 1.34
100 1 R 6 1 1.00 1.34
108 1 (M)
1' * 1' 0 1.00 6.32
110 1 R 6 0 1.00 1.66
145 1 R 6 1 1.00 1.34
192 1 (M)
1' * 1' 0 1.00 6.32
218 1 R 1' * 1' 0 1.00 6.32
232 1 R 6 1 0.97 1.31
245 1 R 6 1 0.97 1.31
250 1 R 6 1 0.97 1.31
260 1 R 6 1 0.97 1.31
265 1 R 6 1 0.97 1.31
280 1 R 9 1 0.97 3
292 1 R 9 1 0.97 3
300 1 R 6 1 0.97 1.31
328 1 R 6 1 0.97 1.31
345 1 R 1' * 1' 0 0.97 6.22
360 1 R 9 1 0.97 3
370 1 R 6 1 0.98 1.34
380 1 R 6 1 0.98 1.34
390 4
9 0 0.98 3.74
462 1 (M)
1' * 1' 0 0.98 6.25
465 1 (M)
1.5' * 1.5'
0 0.97 6.22
472 1 R 9 1 0.91 2.83
480 1 R 6 1 0.91 1.24
493 1 (M)
1.5' * 1.5'
0 0.91 13.28
499 1 R 6 1 0.91 1.24
502 1 R 9 1 0.91 2.83
512 1 R 9 1 0.91 2.83
525 1 R 6 1 0.91 1.24
530 1 R 6 1 0.91 1.24
533 1 R 6 1 0.91 1.24
545 1 R 6 1 0.91 1.24
560 1 R 6 1 0.91 1.24
590 1 R 9 1 0.91 2.83
595 1 R 9 1 0.91 2.83
597 1 R 6 1 0.91 1.24
600 1 R 6 1 0.91 1.24
212
Canal Chainage
Outlet/Minor Position Outlet Size
(inch)
Sill Level
(ft)
Canal FSD (m)
Design capcity
(cfs)
615 1 R 6 1 0.91 1.24
630 1 R 6 1 0.91 1.24
660 1 R 6 1 0.91 1.24
670 1 (M)
1' * 1' 0 0.91 5.97
680 1 R 9 1 0.91 2.83
690 1 R 9 1 0.91 2.83
693 1 (M)
1' * 1' 0 0.91 5.97
700 1 R 9 1 0.91 2.83
710 1 R 9 1 0.91 2.83
735 1 R 9 1 0.64 1.91
745 1 R 9 1 0.64 1.91
775 1 R 9 1 0.64 1.91
780 1 R 1' * 1' 0 0.64 4.80
785 1 (M)
1' * 1' 0 0.64 4.80
790 1 (M)
1' * 1' 0 0.64 4.80
800 1 R 9 1 0.64 1.91
810 1 R 9 1 0.64 1.91
820 1 R 9 1 0.64 1.91
830 1 R 9 1 0.64 1.91
840 1 R 9 1 0.64 1.91
845 1 R 9 1 0.64 1.91
(B) LMC: Drawoff statement
Canal Chainage
Outlet/Minor Position Outlet Size
(inch) Sill Level (ft)
Canal FSD (m)
CCA (ha) ICA (ha) Discharge (cumec)
0-68
1.04 210.93 125.91 0.127
68-140
1.00 236.44 145.34 0.147
107 Parapada Minor R 1' x 1' 0 1.04 175.00 105.00 0.106
140-232
1.00 199.60 115.79 0.117
232-362
0.98 163.16 97.98 0.099
362-468
0.98 844.94 506.88 0.512
470 Janta Minor R 1.5' x 1.5' 0 0.91 720.00 433.00 0.437
468-483
0.91 282.59 169.64 0.171
480 Govinda Minor L
0.91 147.00 88.00 0.089
483-722
0.91 781.38 468.83 0.474
675 Ganoli Minor R
0.91 170 102 0.103
710 Khedi Minor R 1' * 1' 0 0.64 235 141 0.252
722-900 0.64 728.74 437.25 0.442
770 Banjara Minor R 1' * 1' 0 0.64 134.00 80.00 0.081
785 Namari Minor R 1' * 1' 0 0.64 336.00 201.00 0.203
900 Suwaton Ka Gurha Sub-
Minor R 1' * 1' 0 0.64 170 102
0.103
213
(C) LMC: Canal details
Chainage Side Slope (m/m)
FSD
(m)
Bed Width (m) Lined
Bed Width (m) Unlined
Bed Slope (m/m)
Velocity (m/s) Lined
Velocity (m/s) Unlined
Discharge (cusecs)
Discharge (cumecs)
0-68 0.5 1.04 2.90 3.96 0.00025 0.67 65.67 1.86
68-140 0.5 1.00 2.90 3.96 0.00025 0.66 0.53 61.52 1.74
140-232 0.5 1.00 3.05 3.96 0.00025 0.58 0.45 56.73 1.61
232-362 0.5 0.98 3.05 3.96 0.00025 0.57 0.45 52.92 1.50
362-468 0.5 0.98 2.74 3.66 0.00025 0.56 0.44 49.62 1.40
468-483 0.5 0.91 2.74 2.74 0.00025 0.54 0.41 33 0.93
483-722 0.5 0.91 1.83 2.44 0.00025 0.52 0.40 29.83 0.84
722-900 0.5 0.64 1.83 1.83 0.0003 0.40 14.4 0.41
(D) LMC: Canal status as per the field visit
Chainage Condition Specific description
0-132 Lined Damaged, Silting, Seepage, Canal FSD need to be raised
132-140 Unlined
140-165 Lined
165-232 Unlined
232-272 Lined Bed Damaged
272-335 Unlined
335-380 Lined Damaged
380-460 Unlined
460-480 Lined
480-493 Unlined
493-502 Lined
502-560 Unlined
560-570 One Side Lined
570-585 Unlined
585-615 Lined Damaged bed, Above Fsd
615-660 Lined Damaged
660-670 Unlined
670-680 Lined
680-700 Unlined
700-735 Lined
735-775 Unlined
775-800 Lined
800-900 Unlined
214
(E) RMC: Outlet details as per field visit
Canal Chainage
Outlet/Minor Position Outlet Size (cm)
Sill Level
Canal FSD (m)
Outlet capcity
(cfs)
4 1
15 Bed 0.6 1.24
9 1 (M) R
(Minor) 30x30 Bed 0.6 4.59
12 1 L 23 Bed 0.6 2.79
20 1 R 15 Bed 0.6 1.24
23 1 R 15 Bed 0.6 1.24
27 1 R 15 Bed 0.6 1.24
35 1 R 15 Bed 0.6 1.24
41 1 R 15 Bed 0.6 1.24
47 1 R 15 Bed 0.6 1.24
65 1 R 23 Bed 0.6 2.79
68 1 R 15 Bed 0.6 1.24
70 1 R 15 Bed 0.6 1.24
72 1 R 15 Bed 0.6 1.24
75 1 R 23 Bed 0.6 2.79
82 1 R 15 Bed 0.6 1.24
85 1 R 15 Bed 0.6 1.24
90 1 R 15 Bed 0.6 1.24
126 1 R 15 Bed 0.6 1.24
128 1 R 15 Bed 0.6 1.24
131 1 R 15 Bed 0.6 1.24
138 1 R 15 Bed 0.6 1.24
151 1 R 23 Bed 0.6 2.79
176 1 R 23 Bed 0.6 2.79
185 1 R 15 Bed 0.6 1.24
192 1 R 15 Bed 0.6 1.24
197 1 R 15 Bed 0.6 1.24
200 1 R 15 Bed 0.6 1.24
210 1 R 15 Bed 0.6 1.24
221 1 R 15 Bed 0.6 1.24
229 1 R 15 Bed 0.6 1.24
240 1 R 15 Bed 0.6 1.24
245 1 R 23 Bed 0.53 2.58
250 1 R 15 Bed 0.53 1.17
258 1 R 15 Bed 0.53 1.17
261 1 R 15 Bed 0.53 1.17
269 1 R 15 Bed 0.53 1.17
270 1 R 15 Bed 0.53 1.17
275 1 R 15 Bed 0.53 1.17
277 1 R 15 Bed 0.53 1.17
279 1 R 23 Bed 0.53 2.58
280 1 R 15 Bed 0.53 1.17
282 1 R 15 Bed 0.53 1.17
284 1 R 15 Bed 0.53 1.17
287 1 R 15 Bed 0.53 1.17
288 1 R 15 Bed 0.53 1.17
290 1 R 23 Bed 0.53 2.58
215
Canal Chainage
Outlet/Minor Position Outlet Size (cm)
Sill Level
Canal FSD (m)
Outlet capcity
(cfs)
291 1 R 15 Bed 0.53 1.17
293 1 R 15 Bed 0.53 1.17
294 1 R 15 Bed 0.53 1.17
296 1 R 15 Bed 0.53 1.17
297 1 R 15 Bed 0.53 1.17
300 1 R 23 Bed 0.53 2.58
303 1 R 15 Bed 0.53 1.17
305 1 R 15 Bed 0.53 1.17
308 1 R 15 Bed 0.53 1.17
310 1 R 23 Bed 0.53 2.58
315 1 R 15 Bed 0.53 1.17
320 1 R 15 Bed 0.53 1.17
327 1 R 15 Bed 0.53 1.17
330 1 R 15 Bed 0.53 1.17
335 1 R 23 Bed 0.53 2.58
341 1 R 15 Bed 0.53 1.17
346 1 R 15 Bed 0.53 1.17
357 1 R 15 Bed 0.53 1.17
360 1 R 15 Bed 0.45 1.06
364 1 R 15 Bed 0.45 1.06
370 1 R 15 Bed 0.45 1.06
375 1 R 15 Bed 0.45 1.06
377 1 R 15 Bed 0.45 1.06
380 1 R 15 Bed 0.45 1.06
383 1 R 15 Bed 0.45 1.06
386 1 R 15 Bed 0.45 1.06
390 1 R 15 Bed 0.45 1.06
392 1 R 15 Bed 0.45 1.06
395 1 R 15 Bed 0.45 1.06
397 1 R 15 Bed 0.45 1.06
400 1 R 15 Bed 0.45 1.06
403 1 R 15 Bed 0.45 1.06
405 1 R 15 Bed 0.45 1.06
411 1 R 15 Bed 0.45 1.06
422 1 R 15 Bed 0.45 1.06
425 1 R 15 Bed 0.45 1.06
428 1 R 15 Bed 0.38 0.95
431 1 R 15 Bed 0.38 0.95
435 1 R 15 Bed 0.38 0.95
438 1 R 15 Bed 0.38 0.95
441 1 R 15 Bed 0.38 0.95
446 1 R 15 Bed 0.38 0.95
450 1 R 15 Bed 0.38 0.95
457 1 R 15 Bed 0.38 0.95
462 1 R 15 Bed 0.38 0.95
465 1 R 15 Bed 0.38 0.95
Tail Minor
3 1 R 15 Bed 0.38 0.95
6 1 R 15 Bed 0.38 0.95
216
Canal Chainage
Outlet/Minor Position Outlet Size (cm)
Sill Level
Canal FSD (m)
Outlet capcity
(cfs)
12 1 R 15 Bed 0.38 0.95
16 1 R 15 Bed 0.38 0.95
19 1 R 15 Bed 0.38 0.95
23 1 R 15 Bed 0.38 0.95
27 1 R 15 Bed 0.38 0.95
30 1 R 23 Bed 0.38 2.08
36 1 R 15 Bed 0.38 0.95
40 1 R 15 Bed 0.38 0.95
42 1 R 15 Bed 0.38 0.95
45 1 R 15 Bed 0.38 0.95
57 1 R 15 Bed 0.38 0.95
63 1 R 15 Bed 0.38 0.95
66 1 R 15 Bed 0.38 0.95
70 1 R 15 Bed 0.38 0.95
74 1 R 15 Bed 0.38 0.95
77 1 R 15 Bed 0.38 0.95
81 1 R 15 Bed 0.38 0.95
84 1 R 15 Bed 0.38 0.95
87 1 R 15 Bed 0.38 0.95
93 1 R 15 Bed 0.38 0.95
97 1 R 15 Bed 0.38 0.95
102 1 R 15 Bed 0.38 0.95
109 1 R 15 Bed 0.38 0.95
(F) RMC: Draw-off statment
Canal Chainage
Outlet/Minor Position Outlet Size
(inch) Sill Level (ft)
Canal FSD (m)
CCA (ha) ICA (ha) Outlet
Discharge (cumec)
9 Karget Minor
R 1' x 1' Bed 0.6 165 99 0.1000
0-11
Bed 0.6 238.50 142.91 0.1443
84.33 Nandawel
Minor L 1' x 1' Bed 0.6 170.00 102.00 0.1030
11-152
Bed 0.6 94.72 56.28 0.0568
152-210
Bed 0.6 81.79 42.91 0.0433
210-255
Bed 0.53 98.46 56.68 0.0572
255-330
Bed 0.53 185.07 110.93 0.1120
330-360
Bed 0.53 106.51 63.97 0.0646
360-420
Bed 0.45 189.77 117.81 0.1190
420-460
Bed 0.38 212.55 127.53 0.1288
466 Tail Minor
Continuous Bed 0.38 213 128 0.1293
217
(G) RMC: Draw-off statment
Chainage FSD (m) Bed
Width (m)
Bed Slope (m/m)
Velocity (m/s) Lined
Velocity (m/s) Unlined
Discharge (cusecs)
Discharge (cumecs)
0-11 0.6 3.20 0.00033 0.5 23.66 0.67
11-152 0.6 2.60 0.00033 0.5 0.35 18.95 0.54
152-210 0.6 2.60 0.00033 0.35 17.1 0.48
210-255 0.53 2.60 0.00033 0.45 0.35 15.69 0.44
255-330 0.53 2.60 0.00033 0.45 0.35 13.83 0.39
330-360 0.53 1.80 0.00033 0.33 10.18 0.29
360-420 0.45 1.80 0.00033 0.3 8.02 0.23
420-466 0.38 1.80 0.00033 0.265 4.2 0.12
(H) RMC: Canal status as per the field visit
Chainage Condition Specific description
3-4 Lined
4-9 Lined
9-12 Unlined Damaged
12-20 Lined Damaged
20-50 Lined Damaged
50-65 Lined Damaged
65-70
Unlined
70-75
75-80
80-90
90-108
108-125 Lined Damaged
125-132 Unlined
132-138 Lined Bed Damaged
138-200 Unlined
200-240 Unlined
240-250 Lined Bed Damaged
250-260 Unlined
260-275 Lined Damaged
275-300 Unlined
300-310 Lined
310-330 Unlined
330-400 Unlined
400-450 Unlined
450-466 Lined
Tail Minor
1-84 Lined
84-200 Unlined
218
A.13 List of BIS codes for canal maintenance
S. No. IS Code Title
1 IS 3872-2002 Lining of Canals with Burnt Clay Tiles - Code of Practices
2 IS 3873-1993 Laying cement concretestone slab lining on canals- Code of Practice
3 IS 4558-1995 Under-drainage of lined canals - Code of Practice
4 IS 4701-1982 Code of practice for earthwork on canals
5 IS 4839-1-1992 Maintenance of canals - Code of practice Part 1: Unlined canals
6 IS 4839-2-1992 Maintenance of canals - Code of practice Part 2: Lined canals
7 IS 4839-3-1992 Maintenance of canals - Code of practice Part 3: Canal Structures,
Drains, Outlets, Jungle, Clearance, Plantation and Regulation
8 IS 5256-1992 Sealing Expansion Joints in Concrete Lining of Canals - Code of
practice
9 IS 5690-1982 Guide for laying combination lining for existing unlined canals
10 IS 6531-1994 Canal Head Regulators - Criteria for Design
11 IS 6936-1992 Guide for location, selection and hydraulic design of canal escapes
12 IS 7112-2002 Criteria for Design of Cross-Section for Unlined Canals in Alluvial Soil
13 IS 7113-2003 Soil-Cement Lining for Canals - Code of Practice
14 IS 7114-1973 Criteria for hydraulic design of cross regulators for canals
15 IS 7331-1981 Code of practice for inspection and maintenance of cross-drainage
works
16 IS 9451-1994 Guidelines for lining of canals in expansive soils
17 IS 10430-2000 Criteria for design of lined canals and guidance for selection of type of
lining
18 IS 10646-1991 Canal lining-Cement Concrete Tiles-Specification
19 IS 11809-1994 Lining for Canals by Stone Masonry –Code of Practice
20 IS 12331-1988 General Requirement for Canal Outlets
21 IS 12379-1983 Code of Practice for Lining of Water-Courses and Field Channels
219
A.14 Proposed requirement of operation and maintenance staff on Major/ Medium
Irrigation
Structure
Departmental staff Requirement (Nos)
Alternative Agency other than
Department Superviser
/Mistry Chowkidar
/Beldar Electricia
n Pump Driver
(A) Dam and Spillways
Main Dam 2 7
(Two in each shift)
Gallery ( For Dewatering)
4 (one in each
shift) 2 3
Work can be given on contract basis
Spillway Gates 2 7
(Two in each shift)
2
Work canbe given on contract basis
(B) Main Canal and Distribution System
Main Canal/Distributary
1
3 One in each
shift Per 5 km length
WUA
Distribution system
3 One in each
shift Per 5 km length
WUA
220
221
A.15 Water auditing data sheet
222
223
S. No. Name Description
1 Total dam gauge: 24 ft
2 Dam gauge: 15/01/14 21.25 ft
Reach-1 (Head) Canal is partiallt lined having irregular section between the selected RDs.
Bank road is almost damaged and full of shrubs (i.e. Vilayati Babool).
1 Canal: LMC MC At 8 feet of dam gauge, lower sluice gate will be open.
2 Canal gauge at 0 Ch 0.84 m
3 RD US 25 Ch 750 m
4 RD DS 58 Ch 1740 m
5 Length of reach 33 Ch 990 m
6 Reach type Lined
7 Velocity correction factor 0.68
8 Top width 3.1 m
9 Bottom width 3.1 m
10 Total depth 1.3 m Q= 2.3475
11 Free board 0.3 m V= 0.6707
12 FSD 1 m
13 Side slope (H: V) 0
14 Measurement taken from Left bank
15 Time start 08:30 Hours
16 Time end 09:00 Hours
17 Date: 15/01/2014
18 Silt 5 cm
RD-US: 750
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
830 1.04 0.5 0.46 0.29 0.4275 1.075 0.45942 1.05 0.55 0.54 0.29 0.48 1.085 0.5208 1 0.64 0.54 0.37 0.523 1.033 0.53992 1.52 53.68
835 1.04 0.5 0.46 0.29 0.4275 1.075 0.45942 1.05 0.56 0.53 0.29 0.478 1.085 0.51809 1 0.63 0.53 0.36 0.513 1.033 0.52958 1.507 53.22 454.1
840 1.04 0.5 0.47 0.29 0.4325 1.075 0.46479 1.05 0.56 0.54 0.29 0.483 1.085 0.52351 1 0.63 0.54 0.37 0.52 1.033 0.53733 1.526 53.88 454.9
845 1.04 0.5 0.46 0.29 0.4275 1.075 0.45942 1.05 0.55 0.54 0.29 0.48 1.085 0.5208 1 0.63 0.53 0.36 0.513 1.033 0.52958 1.51 53.32 455.3
850 1.04 0.5 0.46 0.29 0.4275 1.075 0.45942 1.05 0.56 0.54 0.29 0.483 1.085 0.52351 1 0.63 0.54 0.37 0.52 1.033 0.53733 1.52 53.69 454.5
Sum 1819
Outlet Location RD (Ch)
Size
(cm)
Sill
(cm) Status
Canal
gauge
(cm)
W/C
gauge
Operating
head (cm)
Flume
used W/L (cm) Q (lps)
Q
(cms)
Q_est.
(cms)
Vol.
(m 3̂)
1 Bichhedi Minor 25 30 x 30 15 22.86 104 50 39 No 0.201 0.201 240.791
2 41 30 x 30 0 Partial 98 70 28 Cusec-2 32.7 95 0.095 0.122 114
Sum 354.791
RD-DS: 1740
1 Velocity correction factor 0.68
2 Top width 4.4 m
3 Bottom width 3 m
4 Total depth 1.4 m
5 Free board 0.2 m
6 FSD 1.2 m
7 Side slope (H: V) 0.5
8 Measurement taken from Right
9 Time start 09:00 Hours
10 Time end 09:20 Hours
11 Date: 15/01/2014
12 Silt 8 cm
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
900 1.12 0.22 0.31 0.27 0.2775 1.434 0.39782 1.28 0.23 0.33 0.22 0.278 1.28 0.3552 1.08 0.29 0.27 0.16 0.248 1.372 0.33947 1.092 38.58
905 1.12 0.21 0.32 0.26 0.2775 1.434 0.39782 1.28 0.22 0.33 0.22 0.275 1.28 0.352 1.08 0.29 0.27 0.15 0.245 1.372 0.33604 1.086 38.35 326.8
910 1.12 0.21 0.32 0.27 0.28 1.434 0.40141 1.28 0.23 0.34 0.22 0.283 1.28 0.3616 1.08 0.29 0.27 0.15 0.245 1.372 0.33604 1.099 38.81 327.7
915 1.12 0.22 0.31 0.26 0.275 1.434 0.39424 1.28 0.23 0.34 0.22 0.283 1.28 0.3616 1.08 0.3 0.27 0.16 0.25 1.372 0.3429 1.099 38.8 329.7
920 1.12 0.22 0.32 0.27 0.2825 1.434 0.40499 1.28 0.22 0.33 0.22 0.275 1.28 0.352 1.08 0.29 0.27 0.15 0.245 1.372 0.33604 1.093 38.6 328.8
0.279 Sum 1313
Vol-IN 1818.820375
Outlets 354.7911952
Vol-DS 1312.92615
Loss 127.1911026 lps/km
Ec 0.916922511
Remark: Canal need to be checked for its lining
Q (cfs)
Q (cfs)
Time (hr)
Section 1 Section 2 Section 3
Q
(m3/s)
Time (hr)
Section 1 Section 2 Section 3
Q
(m3/s)
Vol.
(m3)
Vol.
(m3)
224
Reach-2 Rectangular Culvert
1 Canal: LMC MC
2 Canal gauge at 0 Ch 0.84 m
3 RD US 218 Ch 6540 m
4 RD DS 345 Ch 10350 m
5 Length of reach 127 Ch 3810 m
6 Reach type Partially Lined
7 Velocity correction factor 0.68
8 Top width 1.75 m
9 Bottom width 1.75 m
10 Total depth 1.15 m
11 Free board 0.15 m
12 FSD 1 m
13 Side slope (H: V) 0
14 Measurement taken from Left
15 Time start 10:00 Hours
16 Time end 10:20 Hours
17 Date: 15/01/2014
18 Silt 5 cm
RD-US: 6540 m
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1000 1.02 0.27 0.24 0.22 0.245 1.785 0.43733 1.06 0.28 0.27 0.24 0.26 1.855 0.4823 0 0 0 0 0 0 0 0.92 32.48
1005 1.02 0.26 0.24 0.21 0.235 1.785 0.41948 1.06 0.29 0.27 0.25 0.27 1.855 0.50085 0 0 0 0 0 0 0 0.92 32.5 276
1010 1.02 0.27 0.24 0.21 0.24 1.785 0.4284 1.06 0.29 0.27 0.24 0.265 1.855 0.49158 0 0 0 0 0 0 0 0.92 32.49 276
1015 1.02 0.26 0.24 0.22 0.24 1.785 0.4284 1.06 0.31 0.27 0.24 0.275 1.855 0.51013 0 0 0 0 0 0 0 0.939 33.14 278.8
1020 1.02 0.26 0.24 0.21 0.235 1.785 0.41948 1.06 0.29 0.27 0.25 0.27 1.855 0.50085 0 0 0 0 0 0 0 0.92 32.5 278.8
Sum 1110
Outlet Location RD (Ch)
Size
(cm)
Sill
(cm) Status
Canal
gauge
(cm)
WL_wat
ercourse
(cm) Condition
Operating
head (cm)
Flume
used
W/L
(cm) Q (lps)
Q
(cms)
Q_est.
(cms)
Vol.
(m 3̂)
1 Bemala Minor 218 20 30 Open 102 Free_flow 62 CUSEC-2 28.5 73.9 0.074 0.0767 88.68
2 220 15 0 Partial 125 Free_flow 117.5 CUSEC-1 14 19.9 0.02 0.05091 23.88
3 232 15 0 Closed 115 0 0
4 240 15 0 Partial 100 CUSEC-1 11 12.8 0.013 15.36
5 245 15 0 Closed 0 0
6 250 15 0 Closed 0 0
7 270 15 0 Partial 95 CUSEC-1 12.5 16.2 0.016 19.44
8 292 15 0 Partial 92 CUSEC-1 5 3 0.003 3.6
9 296 15 0 Closed 92 0 0
10 300 15 0 Partial 90 CUSEC-1 8.1 7.1 0.007 8.52
11 340 15 0 Closed 92 0 0
12 345 30x30 0 Partial 85 CUSEC-1 17 28.3 0.028 33.96
Total 193.4
RD-DS: 10350
1 Velocity correction factor 0.68
2 Top width 3.3 m
3 Bottom width 2.7 m
4 Total depth 1 m
5 Free board 0.2 m
6 FSD 0.8 m
7 Side slope (H: V) 0.3
8 Measurement taken from Right
9 Time start 10:10 Hours
10 Time end 10:20 Hours
11 Date: 15/01/2014
12 Silt 10 cm
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1000 0.78 0.36 0.34 0.31 0.3375 0.793 0.26773 0.85 0.31 0.23 0.2 0.243 0.765 0.18551 0.8 0.21 0.2 0.17 0.195 0.816 0.15912 0.612 21.63
1005 0.78 0.37 0.33 0.31 0.335 0.793 0.26574 0.85 0.31 0.23 0.2 0.243 0.765 0.18551 0.8 0.22 0.19 0.18 0.195 0.816 0.15912 0.61 21.56 183.4
1010 0.78 0.37 0.34 0.31 0.34 0.793 0.26971 0.85 0.31 0.23 0.2 0.243 0.765 0.18551 0.8 0.21 0.19 0.18 0.193 0.816 0.15708 0.612 21.62 183.4
1015 0.78 0.36 0.34 0.31 0.3375 0.793 0.26773 0.85 0.31 0.22 0.2 0.238 0.765 0.18169 0.8 0.2 0.2 0.17 0.193 0.816 0.15708 0.606 21.42 182.8
1020 0.78 0.36 0.34 0.31 0.3375 0.793 0.26773 0.85 0.3 0.23 0.2 0.24 0.765 0.1836 0.8 0.22 0.2 0.18 0.2 0.816 0.1632 0.615 21.7 183.2
0.241 Sum 732.8
Status of intermediate outlets: Closed
Vol-IN 1109.64
Outlets 193.44
Vol-DS 732.782925
Loss 40.11747047 lps/km
Ec 0.834705783
Remark: Canal need to be checked for its lining
Q (cfs)Time (hr)
Section 1 Section 2 Section 3
Q
(m3/s)
Section 2 Section 3
Q
(m3/s) Q (cfs)Time (hr)
Section 1
Vol.
(m3)
Vol.
(m3)
225
Reach-3
1 Canal: LMC MC
2 Canal gauge at 0 Ch 0.84 m
3 RD US 534 Ch 16020 m
4 RD DS 615 Ch 18450 m
5 Length of reach 81 Ch 2430 m
6 Reach type Unined
7 Velocity correction factor 0.68
8 Top width 2.58 m
9 Bottom width 2.58 m
10 Total depth 1.3 m
11 Free board 0.2 m
12 FSD 1.1 m
13 Side slope (H: V) 0
14 Measurement taken from Right
15 Time start 12:15 Hours
16 Time end 12:35 Hours
17 Date: 16/01/2014
18 Silt 5 cm
RD-US: 16020 m
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1215 0.66 0.21 0.18 0.16 0.1825 0.568 0.10359 0.7 0.23 0.22 0.16 0.208 0.602 0.12492 0.67 0.25 0.22 0.16 0.213 0.576 0.12244 0.351 12.39
1220 0.66 0.2 0.19 0.16 0.185 0.568 0.10501 0.7 0.22 0.21 0.16 0.2 0.602 0.1204 0.67 0.24 0.22 0.16 0.21 0.576 0.121 0.346 12.23 104.6
1225 0.66 0.2 0.19 0.16 0.185 0.568 0.10501 0.7 0.23 0.22 0.16 0.208 0.602 0.12492 0.67 0.24 0.22 0.16 0.21 0.576 0.121 0.351 12.39 104.6
1230 0.66 0.2 0.18 0.16 0.18 0.568 0.10217 0.7 0.23 0.22 0.16 0.208 0.602 0.12492 0.67 0.24 0.22 0.16 0.21 0.576 0.121 0.348 12.29 104.9
1235 0.66 0.21 0.18 0.16 0.1825 0.568 0.10359 0.7 0.23 0.22 0.16 0.208 0.602 0.12492 0.67 0.24 0.22 0.16 0.21 0.576 0.121 0.35 12.34 104.6
Sum 418.7
Outlet Location RD (Ch)
Size
(cm)
Sill
(cm) Status
Canal
gauge
(cm)
WL_wat
ercourse
(cm) Condition
Operating
head (cm)
Flume
used
W/L
(cm) Q (lps)
Q
(cms)
Q_est.
(cms)
Vol.
(m 3̂)
1 R 570 10 45 Open 66 0 Free_flow 16 CUSEC-1 9 8.8 0.009 0.00835 10.56
2 R 580 15 0 Half 69 0 Free_flow 61.5 CUSEC-1 12 15 0.015 0.03683 18
3 R 580 10 0 Closed 69 0 Free_flow 64 0 0.0167 0
4 R 587 10 15 > Half 54 0 Free_flow 34 10.5 11.75 0.012 0.01217 14.1
5 R 587.5 15 15 Closed 54 0 Free_flow 31.5 0 0 0.02636 0
6 L 590 15 15 > Half 53 0 Free_flow 30.5 14.5 21.25 0.021 0.02594 25.5
7 0 0
8 0 0
Total 68.16
RD-DS: 18450
1 Velocity correction factor 0.68
2 Top width 3.3 m
3 Bottom width 2.1 m
4 Total depth 1.2 m
5 Free board 0.2 m
6 FSD 1 m
7 Side slope (H: V) 0.5
8 Measurement taken from Right
9 Time start 12:15 Hours
10 Time end 12:35 Hours
11 Date: 16/01/2014
12 Silt 15 cm
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1215 0.4 0 0.31 0 0.31 0.32 0.0992 0.53 0 0.31 0 0.31 0.371 0.11501 0.48 0 0.28 0 0 0.394 0 0.214 7.565
1220 0.4 0 0.3 0 0.3 0.32 0.096 0.53 0 0.32 0 0.32 0.371 0.11872 0.48 0 0.29 0 0 0.394 0 0.215 7.583 64.34
1225 0.4 0 0.3 0 0.3 0.32 0.096 0.53 0 0.32 0 0.32 0.371 0.11872 0.48 0 0.28 0 0 0.394 0 0.215 7.583 64.42
1230 0.4 0 0.31 0 0.31 0.32 0.0992 0.53 0 0.31 0 0.31 0.371 0.11501 0.48 0 0.29 0 0 0.394 0 0.214 7.565 64.34
1235 0.4 0 0.31 0 0.31 0.32 0.0992 0.53 0 0.32 0 0.32 0.371 0.11872 0.48 0 0.29 0 0 0.394 0 0.218 7.696 64.82
0.316 Sum 257.9
Vol-IN 418.692075
Outlets 68.16
Vol-DS 257.9145
Loss 31.761857 lps/km
Ec 0.778793102
Remark: Canal need to be checked for its lining
Q (cfs)
Time (hr)
Section 1 Section 2 Section 3
Q
(m3/s) Q (cfs)
Time (hr)
Section 1 Section 2 Section 3
Q
(m3/s)
Vol.
(m3)
Vol.
(m3)
226
S. No. Name Description
1 Total dam gauge: 24 ft
2 Dam gauge: 16/01/14 21.25 ft
Reach-1 (Tail) Canal is partiallt lined having irregular section between the selected RDs. Bank road is almost damaged and full of shrubs (i.e. Vilayati Babool).
1 Canal: RMC MC
2 Canal gauge at 0 Ch m
3 RD US 243 Ch 7290 m
4 RD DS 322 Ch 9660 m
5 Length of reach 79 Ch 2370 m
6 Reach type Lined
7 Velocity correction factor 0.68
8 Top width 2.2 m
9 Bottom width 1.75 m
10 Total depth ` m
11 Free board 0.25 m
12 FSD 0.5 m
13 Side slope (H: V) 0.3
14 Measurement taken from Right bank
15 Time start 16:10 Hours
16 Time end 16:30 Hours
17 Date: 16/01/2014
18 Silt 10 cm
RD-US: 7290 m
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1610 0.6 0.2 0.18 0.13 0.1725 0.404 0.06969 0.72 0.22 0.2 0.15 0.1925 0.42 0.08085 0.54 0.18 0.16 0.12 0.155 0.3587 0.0556
1615 0.6 0.19 0.17 0.14 0.1675 0.404 0.06767 0.72 0.23 0.19 0.15 0.19 0.42 0.0798 0.54 0.17 0.15 0.12 0.1475 0.3587 0.05291
1620 0.6 0.19 0.17 0.14 0.1675 0.404 0.06767 0.72 0.23 0.18 0.14 0.1825 0.42 0.07665 0.54 0.17 0.15 0.12 0.1475 0.3587 0.05291
1625 0.6 0.19 0.17 0.14 0.1675 0.404 0.06767 0.72 0.22 0.19 0.15 0.1875 0.42 0.07875 0.54 0.17 0.14 0.12 0.1425 0.3587 0.05112
1630 0.6 0.2 0.17 0.14 0.17 0.404 0.06868 0.72 0.22 0.2 0.15 0.1925 0.42 0.08085 0.54 0.18 0.15 0.12 0.15 0.3587 0.05381
Outlet Location RD (Ch)
Size
(cm)
Sill
(cm)
Pipe
length (m) Status
Canal gauge
(cm)
Operating
head (cm)
Flume
used W/L (cm) Q (lps)
Q
(cms)
Q_est.
(cms)
Vol.
(m 3̂)
1 L 244 15 15 0.5 Open 60 52.5 CUSEC-1 18.5 33.35 0.0334 0.034 40.02
2 L 249 15 0 2 Closed 57 64.5 CUSEC-1 0 0.0377 0
3 R 254 15 0 2.5 Half 58 65.5 CUSEC-1 12.5 16.2 0.0162 0.038 19.44
4 255 15 0 2 Closed 58 65.5 0 0.038 0
5 281 15 0 2.1 Partial 55 62.5 CUSEC-1 12 15 0.015 0.0371 18
6 286 15 0 0.7 Closed 54 61.5 0 0.0368 0
7 291 15 0 0.5 Closed 52 59.5 0 0.0362 0
8 298 15 0 0.9 > Half 52 59.5 CUSEC-1 16.5 27 0.027 0.0362 32.4
9 306 15 0 1 Closed 50 57.5 0 0.0356 0
10 319 15 0 0.4 Closed 50 57.5 0 0.0356 0
Total 109.86
RD-DS: 9660 m
1 Velocity correction factor 0.68
2 Top width 2 m
3 Bottom width 2 m
4 Total depth 0.85 m
5 Free board 0.15 m
6 FSD 0.7 m
7 Side slope (H: V) 0
8 Measurement taken from Right
9 Time start 16:10 Hours
10 Time end 16:30 Hours
11 Date: 16/01/2014
12 Silt 10 cm
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1610 0.46 0.12 0.09 0.06 0.09 0.30667 0.0276 0.53 0.12 0.08 0.06 0.085 0.3533 0.03003 0.52 0.12 0.06 0.04 0.07 0.3467 0.02427
1615 0.46 0.12 0.08 0.07 0.0875 0.30667 0.02683333 0.53 0.12 0.07 0.06 0.08 0.3533 0.02827 0.52 0.12 0.06 0.04 0.07 0.3467 0.02427
1620 0.46 0.12 0.09 0.07 0.0925 0.30667 0.02836667 0.53 0.13 0.08 0.07 0.09 0.3533 0.0318 0.52 0.12 0.06 0.04 0.07 0.3467 0.02427
1625 0.46 0.12 0.08 0.07 0.0875 0.30667 0.02683333 0.53 0.12 0.08 0.06 0.085 0.3533 0.03003 0.52 0.12 0.06 0.04 0.07 0.3467 0.02427
1630 0.46 0.12 0.08 0.06 0.085 0.30667 0.02606667 0.53 0.12 0.08 0.06 0.085 0.3533 0.03003 0.52 0.12 0.06 0.04 0.07 0.3467 0.02427
Vol-IN 239.97048
Outlets 109.86 Seepage is too much that its causing entry of water in the houses constructed along the bank of the canal.
Vol-DS 97.82 It is not only due to seepage but spillage over the bank.
Loss 11.35389592 lps/km
Ec 0.865439782
Remark: Canal need to be checked for its lining
Time (hr)
Section 1 Section 2 Section 3
Time (hr)
Section 1 Section 2 Section 3
227
Reach-2
1 Canal: RMC MC
2 Canal gauge at 0 Ch 0.61 m
3 RD US 5 Ch 150 m
4 RD DS 20 Ch 600 m
5 Length of reach 15 Ch 450 m
6 Reach type Partially Lined
7 Velocity correction factor 0.68
8 Top width 2.55 m
9 Bottom width 2.1 m
10 Total depth 0.9 m
11 Free board 0.15 m
12 FSD 0.75 m
13 Side slope (H: V) 0.5 Right bank sloped
14 Measurement taken from Left
15 Time start 09:15 Hours
16 Time end 09:35 Hours
17 Date: 27/02/2014
18 Silt 5 cm
RD-US: 150 m
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
915 0.61 0.61 0.58 0.51 0.57 0.427 0.24339 0.6 0.68 0.59 0.52 0.595 0.42 0.2499 0.62 0.46 0.48 0.42 0.46 0.5301 0.24385
920 0.61 0.61 0.58 0.52 0.5725 0.427 0.2444575 0.6 0.73 0.6 0.51 0.61 0.42 0.2562 0.62 0.46 0.48 0.43 0.4625 0.5301 0.24517
925 0.61 0.68 0.58 0.52 0.59 0.427 0.25193 0.6 0.73 0.59 0.52 0.6075 0.42 0.25515 0.62 0.45 0.48 0.43 0.46 0.5301 0.24385
930 0.61 0.61 0.58 0.51 0.57 0.427 0.24339 0.6 0.68 0.6 0.52 0.6 0.42 0.252 0.62 0.46 0.48 0.44 0.465 0.5301 0.2465
935 0.61 0.68 0.58 0.52 0.59 0.427 0.25193 0.6 0.73 0.6 0.52 0.6125 0.42 0.25725 0.62 0.46 0.49 0.42 0.465 0.5301 0.2465
Ch. 9 Karget minor b 0.98 D 1.1
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
915 0.75 0.24 0.16 0.12 0.17 0.245 0.04165 0.73 0.17 0.14 0.12 0.1425 0.2385 0.03398 0.76 0.14 0.12 0.22 0.15 0.2483 0.03724
920 0.75 0.24 0.17 0.12 0.175 0.245 0.042875 0.73 0.16 0.14 0.1 0.135 0.2385 0.03219 0.76 0.14 0.1 0.22 0.14 0.2483 0.03476
925 0.75 0.24 0.16 0.12 0.17 0.245 0.04165 0.73 0.16 0.14 0.1 0.135 0.2385 0.03219 0.76 0.14 0.1 0.22 0.14 0.2483 0.03476
930 0.75 0.24 0.16 0.12 0.17 0.245 0.04165 0.73 0.16 0.14 0.1 0.135 0.2385 0.03219 0.76 0.14 0.1 0.22 0.14 0.2483 0.03476
935 0.75 0.24 0.16 0.12 0.17 0.245 0.04165 0.73 0.17 0.14 0.1 0.1375 0.2385 0.03279 0.76 0.14 0.1 0.22 0.14 0.2483 0.03476
Outlet Location RD (Ch)
Size
(cm)
Sill
(cm) Status
Canal
gauge
(cm)
WL_waterco
urse (cm) Condition
Operating
head (cm)
Flume
used W/L (cm) Q (lps)
Q
(cms)
Q_est.
(cms)
Vol.
(m 3̂)
1 Karget Minor (45 x 45) 9 30 0 Open 51 30 Submerged 21 104.74 0.1047 0.10474 131.42
2 L (Open) 10 15 20 Open 38 0 Free_flow 10.5 CUSEC-1 11.5 13.9 0.0139 0.01522 16.68
3 L (30 x 30) 19 30 0 Partial 42 0 Free_flow 27 CUSEC-1 6.5 5 0.005 0.09761 6
Total 154.1
RD-DS: 600
1 Velocity correction factor 0.68
2 Top width 1.93 m
3 Bottom width 1.93 m
4 Total depth 0.9 m
5 Free board 0.2 m
6 FSD 0.7 m
7 Side slope (H: V) 0
8 Measurement taken from Right
9 Time start 09:15 Hours
10 Time end 09:35 Hours
11 Date: 27/02/2014
12 Silt 5 cm
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
915 0.46 0.62 0.65 0.5 0.605 0.29593 0.17903967 0.45 0.62 0.65 0.5 0.605 0.2895 0.17515 0.45 0.62 0.65 0.5 0.605 0.2895 0.17515
920 0.46 0.61 0.65 0.52 0.6075 0.29593 0.1797795 0.45 0.61 0.65 0.52 0.6075 0.2895 0.17587 0.45 0.61 0.65 0.52 0.6075 0.2895 0.17587
925 0.46 0.61 0.65 0.5 0.6025 0.29593 0.17829983 0.45 0.61 0.65 0.5 0.6025 0.2895 0.17442 0.45 0.61 0.65 0.5 0.6025 0.2895 0.17442
930 0.46 0.62 0.64 0.5 0.6 0.29593 0.17756 0.45 0.62 0.64 0.5 0.6 0.2895 0.1737 0.45 0.62 0.64 0.5 0.6 0.2895 0.1737
935 0.46 0.62 0.64 0.52 0.605 0.29593 0.17903967 0.45 0.62 0.64 0.52 0.605 0.2895 0.17515 0.45 0.62 0.64 0.52 0.605 0.2895 0.17515
0.604
Status of intermediate outlets: Closed
Vol-IN 895.51425
Outlets 154.098
Vol-DS 633.8892
Loss 199.1241667 lps/km
Ec 0.879927036
Remark: Canal need to be checked for its lining
Time (hr)
Section 1 Section 2 Section 3
Time (hr)
Section 1 Section 2 Section 3
Time (hr)
Section 1 Section 2 Section 3
228
Reach-3
1 Canal: RMC MC
2 Canal gauge at 0 Ch m
3 RD US 20 Ch 600 m
4 RD DS 84 Ch 2520 m
5 Length of reach 64 Ch 1920 m
6 Reach type Partially lined
7 Velocity correction factor 0.68
8 Top width 1.45 m
9 Bottom width 1.45 m
10 Total depth 1.1 m
11 Free board 0.2 m
12 FSD 0.9 m
13 Side slope (H: V) 0
14 Measurement taken from Right
15 Time start 10:00 Hours
16 Time end 10:20 Hours
17 Date: 27/02/2014
18 Silt 5 cm
RD-US: 2520 Unlined
b1= 0.45 b2= 0.65 b3= 0.5
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s) Vol. (m3)
1000 0.67 0.23 0.22 0.18 0.2125 0.3015 0.06406875 0.77 0.27 0.26 0.22 0.2525 0.5005 0.12638 0.77 0.32 0.27 0.27 0.2825 0.385 0.10876 0.421811
1005 0.67 0.24 0.21 0.19 0.2125 0.3015 0.06406875 0.77 0.28 0.24 0.22 0.245 0.5005 0.12262 0.77 0.32 0.3 0.28 0.3 0.385 0.1155 0.424795 126.9909
1010 0.67 0.23 0.22 0.19 0.215 0.3015 0.0648225 0.77 0.29 0.24 0.22 0.2475 0.5005 0.12387 0.77 0.32 0.31 0.27 0.3025 0.385 0.11646 0.427611 127.8609
1015 0.67 0.23 0.21 0.19 0.21 0.3015 0.063315 0.77 0.28 0.26 0.22 0.255 0.5005 0.12763 0.77 0.32 0.3 0.27 0.2975 0.385 0.11454 0.428084 128.3543
1020 0.67 0.23 0.21 0.2 0.2125 0.3015 0.06406875 0.77 0.29 0.26 0.22 0.2575 0.5005 0.12888 0.77 0.32 0.3 0.27 0.2975 0.385 0.11454 0.431026 128.8665
512.0726
Vol-IN 633.8892
Outlets 0
Vol-DS 512.072625
Loss 199.1241667 lps/km
Ec 0.807826707
Remark: Canal need to be checked for its lining
Q (m3/s)Time (hr)
Section 1 Section 2 Section 3
229
Reach-4
1 Canal: RMC MC
2 Canal gauge at 0 Ch m
3 RD US 136 Ch 4080 m
4 RD DS 202 Ch 6060 m
5 Length of reach 66 Ch 1980 m
6 Reach type UnLined
7 Velocity correction factor 0.68
8 Top width 2 m
9 Bottom width 2 m
10 Total depth 1.1 m
11 Free board 0.2 m
12 FSD 0.9 m
13 Side slope (H: V) 0
14 Measurement taken from Left
15 Time start 12:30 Hours
16 Time end 12:50 Hours
17 Date: 27/02/2014
18 Silt 5 cm
RD-US: 4080 m
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1230 0.48 0.46 0.44 0.35 0.4225 0.32 0.1352 0.49 0.46 0.44 0.37 0.4275 0.3267 0.13965 0.48 0.46 0.4 0.37 0.4075 0.32 0.1304
1235 0.48 0.46 0.43 0.35 0.4175 0.32 0.1336 0.49 0.46 0.44 0.37 0.4275 0.3267 0.13965 0.48 0.46 0.4 0.36 0.405 0.32 0.1296
1240 0.48 0.46 0.44 0.35 0.4225 0.32 0.1352 0.49 0.47 0.44 0.36 0.4275 0.3267 0.13965 0.48 0.46 0.4 0.36 0.405 0.32 0.1296
1245 0.48 0.46 0.43 0.35 0.4175 0.32 0.1336 0.49 0.46 0.44 0.36 0.425 0.3267 0.13883 0.48 0.46 0.4 0.37 0.4075 0.32 0.1304
1250 0.48 0.46 0.43 0.35 0.4175 0.32 0.1336 0.49 0.47 0.44 0.37 0.43 0.3267 0.14047 0.48 0.46 0.4 0.37 0.4075 0.32 0.1304
Outlet Location RD (Ch)
Size
(cm)
Sill
(cm)
Pipe
length (m) Status
Canal gauge
(cm)
WL_waterc
ourse (cm) Condition
Operating
head
(cm)
Flume
used
W/L
(cm) Q (lps) Q (cms)
Q_est.
(cms)
Vol.
(m 3̂)
1 R(30 x 30) 137 20 0 2 Partial 58 Free_flow 48 CUSEC-2 22 45.9 0.0459 0.0578 55.08
2 L 161 15 15 1 Partial 30 6 Free_flow 7.5 CUSEC-1 8.75 8.375 0.00838 0.0129 10.05
3 L 184 15 15 Partial 36 Free_flow 13.5 CUSEC-1 7.5 6.35 0.00635 0.0173 7.62
4 201 15 30 Partial 50 Free_flow 12.5 CUSEC-1 5 3 0.003 0.0166 3.6
Total 76.35
RD-DS: 6060 m
1 Velocity correction factor 0.68
2 Top width 2.2 m
3 Bottom width 2.05 m
4 Total depth 0.6 m
5 Free board 0.2 m
6 FSD 0.4 m
7 Side slope (H: V) 0.125 Parabolic
8 Measurement taken from Right
9 Time start 17:30 Hours
10 Time end 17:50 Hours
11 Date: 27/02/2014
12 Silt 5 cm
b1= 0.9 b1= 0.525 b1= 0.775
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1230 0.34 0.32 0.3 0.25 0.2925 0.306 0.089505 0.38 0.41 0.37 0.33 0.37 0.1995 0.07382 0.35 0.4 0.35 0.31 0.3525 0.2713 0.09562
1235 0.34 0.33 0.3 0.25 0.295 0.306 0.09027 0.38 0.41 0.37 0.33 0.37 0.1995 0.07382 0.35 0.4 0.36 0.31 0.3575 0.2713 0.09697
1240 0.34 0.33 0.3 0.26 0.2975 0.306 0.091035 0.38 0.41 0.37 0.33 0.37 0.1995 0.07382 0.35 0.4 0.36 0.31 0.3575 0.2713 0.09697
1245 0.34 0.33 0.3 0.25 0.295 0.306 0.09027 0.38 0.41 0.36 0.33 0.365 0.1995 0.07282 0.35 0.4 0.35 0.31 0.3525 0.2713 0.09562
1250 0.34 0.32 0.3 0.25 0.2925 0.306 0.089505 0.38 0.41 0.37 0.33 0.37 0.1995 0.07382 0.35 0.4 0.35 0.31 0.3525 0.2713 0.09562
Vol-IN 484.4975
Outlets 76.35
Vol-DS 312.15525
Loss 40.40077862 lps/km
Ec 0.801872559
Remark: Canal need to be checked for its lining
Time (hr)
Section 1 Section 2 Section 3
Time (hr)
Section 1 Section 2 Section 3
230
Reach-5
1 Canal: RMC MC
2 Canal gauge at 0 Ch m
3 RD US 243 Ch 7290 m
4 RD DS 322 Ch 9660 m
5 Length of reach 79 Ch 2370 m
6 Reach type UnLined
7 Velocity correction factor 0.68
8 Top width 2.1 m
9 Bottom width 1.2 m
10 Total depth 0.9 m
11 Free board 0.1 m
12 FSD 0.8 m
13 Side slope (H: V) 0.5
14 Measurement taken from Left
15 Time start 14:30 Hours
16 Time end 14:50 Hours
17 Date: 27/02/2014
18 Silt 5 cm
RD-US: 7290 m
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1430 0.7 0.15 0.12 0.1 0.1225 0.58917 0.07217292 0.77 0.22 0.17 0.13 0.1725 0.5133 0.08855 0.6 0.15 0.12 0.09 0.12 0.49 0.0588
1435 0.7 0.12 0.12 0.1 0.115 0.58917 0.06775417 0.77 0.22 0.18 0.13 0.1775 0.5133 0.09112 0.6 0.14 0.11 0.08 0.11 0.49 0.0539
1440 0.7 0.14 0.12 0.1 0.12 0.58917 0.0707 0.77 0.22 0.18 0.12 0.175 0.5133 0.08983 0.6 0.15 0.11 0.08 0.1125 0.49 0.05513
1445 0.7 0.15 0.12 0.1 0.1225 0.58917 0.07217292 0.77 0.22 0.17 0.12 0.17 0.5133 0.08727 0.6 0.14 0.11 0.08 0.11 0.49 0.0539
1450 0.7 0.15 0.12 0.1 0.1225 0.58917 0.07217292 0.77 0.22 0.17 0.13 0.1725 0.5133 0.08855 0.6 0.14 0.12 0.09 0.1175 0.49 0.05758
Outlet Location RD (Ch)
Size
(cm)
Sill
(cm)
Pipe
length (m) Status
Canal gauge
(cm)
WL_waterc
ourse (cm) Condition
Operating
head
(cm)
Flume
used
W/L
(cm) Q (lps) Q (cms)
Q_est.
(cms)
Vol.
(m 3̂)
1 R 244 10 0 1 Full 60 Free_flow 55 CUSEC-1 12.5 16.2 0.0162 0.016 19.44
Total 19.44
RD-DS:
1 Canal: RMC MC
2 Reach type UnLined
3 Velocity correction factor 0.68
4 Top width 2.03 m
5 Bottom width 2.03 m
6 Total depth 0.9 m
7 Free board 0.1 m
8 FSD 0.8 m
9 Side slope (H: V) 0
10 Measurement taken from Left
11 Time start 15:10 Hours
12 Time end 15:30 Hours
13 Date: 27/02/2014
14 Silt 5 cm
RD-DS: 2370 m
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1510 0.5 0.24 0.2 0.11 0.1875 0.33333 0.0625 0.5 0.22 0.18 0.13 0.1775 0.3333 0.05917 0.5 0.15 0.12 0.08 0.1175 0.3333 0.03917
1515 0.5 0.24 0.2 0.12 0.19 0.33333 0.06333333 0.5 0.22 0.18 0.13 0.1775 0.3333 0.05917 0.5 0.14 0.11 0.07 0.1075 0.3333 0.03583
1520 0.5 0.24 0.2 0.12 0.19 0.33333 0.06333333 0.5 0.22 0.18 0.12 0.175 0.3333 0.05833 0.5 0.15 0.11 0.07 0.11 0.3333 0.03667
1525 0.5 0.24 0.2 0.11 0.1875 0.33333 0.0625 0.5 0.22 0.18 0.12 0.175 0.3333 0.05833 0.5 0.14 0.11 0.07 0.1075 0.3333 0.03583
1530 0.5 0.24 0.2 0.11 0.1875 0.33333 0.0625 0.5 0.22 0.18 0.13 0.1775 0.3333 0.05917 0.5 0.14 0.12 0.08 0.115 0.3333 0.03833
Vol US 258.20375
Vol-OUT 19.4400
Vol DS 190.125
Loss rate 345.8215125 lps/km
Ec: 0.811626477
Remark: Canal need to be checked for its lining
Time (hr)
Section 1 Section 2 Section 3
Time (hr)
Section 1 Section 2 Section 3
231
Section: 433 ch.
1 Canal: RMC MC
2 Canal gauge at 0 Ch m
3 RD US 433 Ch 12990 m
4 RD DS 481 Ch 14430 m
5 Length of reach 48 Ch 1440 m
6 Reach type UnLined
7 Velocity correction factor 0.68
8 Top width 1.25 m outlets: 7
9 Bottom width 0.85 m Size 4 x (10 cm) 3 x (15 cm)
10 Total depth 0.8 m Sill level: 0 bed
11 Free board 0.3 m Operation 2
12 FSD 0.5 m Average Q 8.1 lps
13 Side slope (H: V) 0.25 19.44
14 Measurement taken from Left
15 Time start 15:10 Hours
16 Time end 15:30 Hours
17 Date: 27/02/2014
18 Silt 10 cm
RD-US: 12990 m
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1510 0.5 0.21 0.18 0.15 0.18 0.17292 0.031125 0.6 0.25 0.2 0.16 0.2025 0.17 0.03443 0.57 0.29 0.24 0.17 0.235 0.2021 0.0475
1515 0.5 0.2 0.17 0.16 0.175 0.17292 0.03026042 0.6 0.24 0.19 0.16 0.195 0.17 0.03315 0.57 0.29 0.23 0.16 0.2275 0.2021 0.04598
1520 0.5 0.21 0.17 0.16 0.1775 0.17292 0.03069271 0.6 0.25 0.19 0.16 0.1975 0.17 0.03358 0.57 0.28 0.24 0.17 0.2325 0.2021 0.04699
1525 0.5 0.2 0.18 0.15 0.1775 0.17292 0.03069271 0.6 0.25 0.19 0.16 0.1975 0.17 0.03358 0.57 0.29 0.24 0.16 0.2325 0.2021 0.04699
1530 0.5 0.2 0.17 0.15 0.1725 0.17292 0.02982813 0.6 0.25 0.2 0.16 0.2025 0.17 0.03443 0.57 0.29 0.24 0.18 0.2375 0.2021 0.048
RD:DS
1 Canal: RMC MC
2 Canal gauge at 0 Ch 0.35 m
3 Reach type UnLined
4 Velocity correction factor 0.68
5 Top width 1.05 m
6 Bottom width 1.05 m
7 Total depth 0.7 m
8 Free board 0.2 m
9 FSD 0.5 m
10 Side slope (H: V) 0
11 Measurement taken from Left
12 Time start 16:10 Hours
13 Time end 16:30 Hours
14 Date: 27/02/2014
15 Silt 5 cm
RD-DS: 1440 m
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1610 0.34 0.13 0.11 0.09 0.11 0.11078 0.01218617 0.34 0.15 0.12 0.1 0.1225 0.0963 0.0118 0.34 0.18 0.14 0.1 0.14 0.1108 0.01551
1615 0.34 0.12 0.1 0.1 0.105 0.11078 0.01163225 0.34 0.15 0.12 0.1 0.1225 0.0963 0.0118 0.34 0.18 0.14 0.1 0.14 0.1108 0.01551
1620 0.34 0.13 0.1 0.1 0.1075 0.11078 0.01190921 0.34 0.15 0.12 0.1 0.1225 0.0963 0.0118 0.34 0.17 0.14 0.1 0.1375 0.1108 0.01523
1625 0.34 0.12 0.11 0.09 0.1075 0.11078 0.01190921 0.34 0.15 0.12 0.1 0.1225 0.0963 0.0118 0.34 0.18 0.15 0.1 0.145 0.1108 0.01606
1630 0.34 0.12 0.1 0.09 0.1025 0.11078 0.01135529 0.34 0.15 0.12 0.1 0.1225 0.0963 0.0118 0.34 0.18 0.14 0.11 0.1425 0.1108 0.01579
Vol US 133.3678141 After Chainage 481 there was almost negligible flow in the canal was observed.
Vol-OUT 19.44
Vol DS 47.06365
Loss rate 38.69453939 lps/km
Ec: 0.498648422
Remark: Canal need to be checked for its lining
Time (hr)
Section 1 Section 2 Section 3
Time (hr)
Section 1 Section 2 Section 3
Volume passed in
20 min
232
Reach-1 (Head)
1 Canal: RMC MC
2 Canal gauge at 0 Ch m
3 RD US 0 Ch 0 m
4 RD DS 25 Ch 750 m
5 Length of reach 25 Ch 750 m
6 Reach type Lined
7 Velocity correction factor 0.68
8 Top width 0.98 m
9 Bottom width 0.98 m
10 Total depth 1.1 m
11 Free board 0.2 m
12 FSD 0.9 m
13 Side slope (H: V) 0
14 Measurement taken from Right bank
15 Time start 09:10 Hours
16 Time end 09:30 Hours
17 Date: 28/02/2014
18 Silt cm
RD-US: 0
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge
, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
910 0.73 0.2 0.18 0.13 0.1725 0.23847 0.04114 0.72 0.2 0.16 0.12 0.16 0.2352 0.03763 0.54 0.18 0.16 0.12 0.155 0.1764 0.02734 0.1061 3.7472
915 0.73 0.19 0.17 0.14 0.1675 0.23847 0.03994 0.72 0.19 0.16 0.12 0.1575 0.2352 0.03704 0.54 0.17 0.15 0.12 0.1475 0.1764 0.02602 0.103 3.6376 31.367
920 0.73 0.19 0.17 0.14 0.1675 0.23847 0.03994 0.72 0.2 0.16 0.12 0.16 0.2352 0.03763 0.54 0.17 0.15 0.12 0.1475 0.1764 0.02602 0.1036 3.6584 30.99
925 0.73 0.19 0.17 0.14 0.1675 0.23847 0.03994 0.72 0.19 0.16 0.12 0.1575 0.2352 0.03704 0.54 0.17 0.14 0.12 0.1425 0.1764 0.02514 0.1021 3.6065 30.858
930 0.73 0.2 0.17 0.14 0.17 0.23847 0.04054 0.72 0.19 0.16 0.12 0.1575 0.2352 0.03704 0.54 0.18 0.15 0.12 0.15 0.1764 0.02646 0.104 3.6743 30.925
Sum 124.14
Outlet Location RD (Ch) Size (cm)
Sill
(cm)
Pipe
length
(m) Status
Canal
gauge
(cm)
Operating
head (cm)
Flume
used
W/L
(cm) Q (lps)
Q
(cms)
Q_est.
(cms)
Vol.
(m 3̂)
1 L 1 7.5 5.1 2.5 Seepage 67 65.65 CUSEC-1 5 3 0.003 0.0095 3.6
2 R 6 7.5 0 4.5 Open 53 56.75 CUSEC-1 9.5 9.75 0.0098 0.0088 11.7
3 L 10 7.5 30 1 Closed 49 22.75 0 0.0056 0
4 2 x 3" 20 15 20 1.5 Single 47 34.5 CUSEC-1 10 10.7 0.0107 0.0276 12.84
Total 28.14
RD-DS: 750 m
1 Velocity correction factor 0.68
2 Top width 1.2 m
3 Bottom width 1.2 m
4 Total depth 0.7 m
5 Free board 0.1 m
6 FSD 0.6 m
7 Side slope (H: V) 0
8 Measurement taken from Right
9 Time start 09:10 Hours
10 Time end 09:30 Hours
11 Date: 28/02/2014
12 Silt 0 cm
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge
, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
910 0.42 0.16 0.14 0.1 0.135 0.168 0.02268 0.44 0.18 0.14 0.1 0.14 0.176 0.02464 0.45 0.16 0.14 0.11 0.1375 0.18 0.02475 0.0721 2.5451
915 0.42 0.16 0.14 0.12 0.14 0.168 0.02352 0.44 0.17 0.15 0.11 0.145 0.176 0.02552 0.45 0.16 0.14 0.1 0.135 0.18 0.0243 0.0733 2.59 21.812
920 0.42 0.16 0.14 0.11 0.1375 0.168 0.0231 0.44 0.18 0.15 0.11 0.1475 0.176 0.02596 0.45 0.16 0.14 0.1 0.135 0.18 0.0243 0.0734 2.5907 22.005
925 0.42 0.16 0.14 0.12 0.14 0.168 0.02352 0.44 0.17 0.15 0.1 0.1425 0.176 0.02508 0.45 0.16 0.13 0.11 0.1325 0.18 0.02385 0.0725 2.5586 21.872
930 0.42 0.16 0.14 0.11 0.1375 0.168 0.0231 0.44 0.17 0.14 0.11 0.14 0.176 0.02464 0.45 0.16 0.14 0.11 0.1375 0.18 0.02475 0.0725 2.56 21.741
Sum 87.429
Vol-IN 124.140275
Outlets 28.14
Vol-DS 87.429
Loss 9.523638889 lps/km
Ec 0.930954922
Remark: Canal need to be checked for its lining
Time (hr)
Section 1 Section 2 Section 3
Q
(m3/s)
Vol.
(m3)
Vol.
(m3)Q (cfs)Time (hr)
Section 1 Section 2 Section 3
Q
(m3/s)
Q (cfs)
233
Reach 2
1 Canal: RMC MC
2 Canal gauge at 0 Ch m
3 RD US 64 Ch 1920 m
4 RD DS 92 Ch 2760 m
5 Length of reach 28 Ch 840 m
6 Reach type Lined
7 Velocity correction factor 0.68
8 Top width 1.22 m
9 Bottom width 1.22 m
10 Total depth 0.75 m
11 Free board 0.15 m
12 FSD 0.6 m
13 Side slope (H: V) 0
14 Measurement taken from Right bank
15 Time start 10:30 Hours
16 Time end 10:50 Hours
17 Date: 28/02/2014
18 Silt cm
RD-US: 2760 m
Depth, d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area (sq
m)
Disharge
, Q
(m3/s)
Depth, d
(m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
Depth,
d (m) v0.2 v0.6 v0.8 v (m/s)
Water
area
(sq m)
Disharge
, Q
(m3/s)
1030 0.34 0.12 0.11 0.07 0.1025 0.11107 0.01138 0.34 0.12 0.1 0.07 0.0975 0.1111 0.01083 0.34 0.11 0.1 0.07 0.095 0.1111 0.01055 0.0328 1.1571
1035 0.34 0.12 0.1 0.09 0.1025 0.11107 0.01138 0.34 0.12 0.1 0.07 0.0975 0.1111 0.01083 0.34 0.1 0.09 0.07 0.0875 0.1111 0.00972 0.0319 1.1277 9.7045
1040 0.34 0.12 0.1 0.08 0.1 0.11107 0.01111 0.34 0.12 0.1 0.07 0.0975 0.1111 0.01083 0.34 0.1 0.09 0.07 0.0875 0.1111 0.00972 0.0317 1.1179 9.5379
1045 0.34 0.12 0.1 0.09 0.1025 0.11107 0.01138 0.34 0.12 0.1 0.07 0.0975 0.1111 0.01083 0.34 0.1 0.09 0.07 0.0875 0.1111 0.00972 0.0319 1.1277 9.5379
1050 0.34 0.12 0.1 0.08 0.1 0.11107 0.01111 0.34 0.12 0.1 0.07 0.0975 0.1111 0.01083 0.34 0.11 0.09 0.07 0.09 0.1111 0.01 0.0319 1.1277 9.5795
Sum 38.36
Outlet Location RD (Ch) Size (cm)
Sill
(cm)
Pipe
length
(m) Status
Canal
gauge
(cm)
Operating
head (cm)
Flume
used
W/L
(cm) Q (lps)
Q
(cms)
Q_est.
(cms)
Vol.
(m 3̂)
1 L (open) 65 15 40 Partial 45 12.5 CUSEC-1 7 5.6 0.0056 0.0166 6.72
2 R (open) 91 15 15 Open 20 12.5 CUSEC-1 8 7.1 0.0071 0.0166 8.52
Total 15.24
Closing at Ch. 92
RD = 2760 m
Remark: To this reach, flow is almost negligible, which was measure through the Flume.
d = 7.5 cm Q = 6.35 lps Vol.= 7.62 m 3̂
Vol.-US 38.35965
Vol-OUT 15.24
Vol-DS 7.62
Reach 840 m
Loss rate 15.3766369 lps/km
Ec 59.59387012 %
Remark: Heavy seepage is taking place in the Karget Minor between Ch.64 to Ch. 92.
Vol.
(m3)Q (cfs)Time (hr)
Section 1 Section 2 Section 3
Q
(m3/s)
234
235
A.16 Canal gauge record
LMC
236
237
Chainage
132-
140
140-
165
Lined (Ln) Un Ln
Remark (L)
Remark (Un)
Outlet 1 1 (M) 1 1 1 1 1 1 1 (M) 1 1 (M) 1 1 1 1 1 1
Chainage 15 25 41 50 60 82 90 100 108 145 192 218 232 245 250 260 265
Position (L/R)
Size 6" 1' * 1' 1' * 1' 6" 6" 6" 6" 6" 1' * 1' 6" 1' * 1' 1' * 1' 6" 6" 6" 6" 6"
Sill level 1' 0 0 1' 1' 1' 1' 1' 0 1' 0 0 1' 1' 1' 1' 1'
Date
01/11/2013
02/11/2013
03/11/2013
04/11/2013
05/11/2013
06/11/2013
07/11/2013
08/11/2013
09/11/2013
10/11/2013
11/11/2013
12/11/2013
13/11/2013
14/11/2013
15/11/2013
16/11/2013
17/11/2013
18/11/2013
19/11/2013
20/11/2013
21/11/2013
22/11/2013
23/11/2013
24/11/2013
25/11/2013
26/11/2013 24.25 2 2 2 1.83 1.75 1.5 1.41 1.33 1.25 1.25 1 0.83
27/11/2013 24.25 2 2 2 1.91 1.91 1.83 1.83 1.83 1.75 1.75 1.75 1.66 1.66 1.66 1.58 1.58 1.55 1.54 1.52
28/11/2013 24.25 2 2 2 1.91 1.91 1.83 1.83 1.83 1.75 1.75 1.75 1.66 1.66 1.66 1.58 1.58 1.55 1.54 1.52
29/11/2013 24.16 2 2 2 1.91 1.91 1.83 1.83 1.83 1.75 1.75 1.75 1.66 1.66 1.66 1.58 1.58 1.55 1.54 1.52
30/11/2013 24.16 2 2 2 1.91 1.91 1.83 1.83 1.83 1.75 1.75 1.75 1.66 1.66 1.66 1.58 1.58 1.55 1.54 1.52
01/12/2013 24.16 2.5 2.5 2.5 2.41 2.41 2.33 2.33 2.25 2.25 2.2 2.1 2.1 2.08 2.05 2 1.91 1.91 1.83 1.83
02/12/2013 24.08 2.5 2.5 2.5 2.41 2.41 2.33 2.33 2.25 2.25 2.2 2.1 2.1 2.08 2.05 2 1.91 1.91 1.83 1.83
03/12/2013 24.08 2.5 2.5 2.5 2.41 2.41 2.33 2.33 2.25 2.25 2.2 2.1 2.1 2.08 2.05 2 1.91 1.91 1.83 1.83
04/12/2013 24 2.5 2.5 2.5 2.41 2.41 2.33 2.33 2.25 2.25 2.2 2.1 2.1 2.08 2.05 2 1.91 1.91 1.83 1.83
05/12/2013 24 2.75 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58
06/12/2013 23.91 2.75 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58
07/12/2013 23.91 2.75 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58
08/12/2013 23.83 2.75 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58
09/12/2013 23.83 2.75 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58
10/12/2013 23.75 2.75 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58
11/12/2013 23.67 2.75 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58
12/12/2013 23.58 2.75 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58
13/12/2013 23.5 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
14/12/2013 23.41 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
15/12/2013 23.33 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
16/12/2013 23.25 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
17/12/2013 23.08 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
18/12/2013 22.83 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
19/12/2013 22.67 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
20/12/2013 22.5 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
21/12/2013 22.41 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
22/12/2013 22.33 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
23/12/2013 22.16 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
24/12/2013 22 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
25/12/2013 21.83 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
26/12/2013 21.66 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
27/12/2013 21.58 2.83 2.83 2.83 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
28/12/2013 21.58 Closed
29/12/2013 21.58 Closed
30/12/2013 21.58 Closed
31/12/2013 21.58 Closed
01/01/2014 21.58 Closed
02/01/2014 21.5 Closed
03/01/2014 21.5 Closed
04/01/2014 21.5 Closed
05/01/2014 21.5 Closed
06/01/2014 21.5 Closed
07/01/2014 21.5 Closed
08/01/2014 21.5 2.5 2.41 2.41 2.33 2.33 2.25 2.25 2.2 2.1 2.1 2.08 2.05 2 1.91 1.91 1.83 1.83 1.75 1.75
09/01/2014 21.5 2.5 2.41 2.41 2.33 2.33 2.25 2.25 2.2 2.1 2.1 2.08 2.05 2 1.91 1.91 1.83 1.83 1.75 1.75
10/01/2014 21.41 2.5 2.41 2.41 2.33 2.33 2.25 2.25 2.2 2.1 2.1 2.08 2.05 2 1.91 1.91 1.83 1.83 1.75 1.75
11/01/2014 21.41 2.5 2.41 2.41 2.33 2.33 2.25 2.25 2.2 2.1 2.1 2.08 2.05 2 1.91 1.91 1.83 1.83 1.75 1.75
12/01/2014 21.33 2.5 2.41 2.41 2.33 2.33 2.25 2.25 2.2 2.1 2.1 2.08 2.05 2 1.91 1.91 1.83 1.83 1.75 1.75
13/01/2014 21.33 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58 1.5
14/01/2014 21.25 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58 1.5
15/01/2014 21.25 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58 1.5
16/01/2014 21.16 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58 1.5
17/01/2014 21.16 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58 1.5
Dam
gauge (
ft)
Main
Canal G
auge (
ft)
0-132
Ln
Damaged, Silting, Seepage, Canal FSD need to be raised
165-232
Un
232-272
Ln
Bed Damaged
238
18/01/2014 21.08 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58 1.5
19/01/2014 21.08 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58 1.5
20/01/2014 21 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58 1.5
21/01/2014 21 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58 1.5
22/01/2014 20.91 Closed
23/01/2014 20.91 Closed
24/01/2014 20.91 Closed
25/01/2014 20.83 Closed
26/01/2014 20.83 Closed
27/01/2014 20.83 Closed
28/01/2014 20.75 Closed
29/01/2014 20.75 2.75 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58 1.5
30/01/2014 20.75 2.67 2.67 3 3 2.91 3 3 3 3 2.5 2 2 1.83 1.75 1.66 1.58 1.58 1.5 2
31/01/2014 20.66 2.67 2.67 3 3 2.91 3 3 3 3 2.5 2 2 1.83 1.75 1.66 1.58 1.58 1.5 2
01/02/2014 20.58 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58 1.5 2
02/02/2014 20.5 2.75 3 3 2.91 3 3 3 3 2.5 2 2 1.91 1.83 1.75 1.66 1.58 1.58 1.5 2
03/02/2014 20.41 2.83 2.83 2.83 2.83 4 4 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
04/02/2014 20.33 2.83 2.83 2.83 2.83 4 4 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
05/02/2014 20.25 2.83 2.83 2.83 2.83 4 4 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
06/02/2014 20.16 2.83 2.83 2.83 2.83 4 4 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
07/02/2014 20.16 2.83 2.83 2.83 2.83 4 4 4 4 4 4 3.5 3 3 2.91 2.83 2.75 2.66 2.58 2.58
08/02/2014 20.08 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
09/02/2014 20 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
10/02/2014 20 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
11/02/2014 19.91 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
12/02/2014 19.83 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
13/02/2014 19.75 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
14/02/2014 19.66 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
15/02/2014 19.58 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
16/02/2014 19.5 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
17/02/2014 19.41 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
18/02/2014 19.33 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
19/02/2014 19.25 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
20/02/2014 19.16 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
21/02/2014 19.08 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
22/02/2014 19.08 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
23/02/2014 19 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
24/02/2014 19 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
25/02/2014 18.91 Closed
26/02/2014 18.91 Closed
27/02/2014 18.83 Closed
28/02/2014 18.83 Closed
01/03/2014 18.75 Closed
02/03/2014 18.75 Closed
03/03/2014 18.75 Closed
04/03/2014 18.66 Closed
05/03/2014 18.58 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
06/03/2014 18.5 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
07/03/2014 18.41 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
08/03/2014 18.33 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
09/03/2014 18.25 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
10/03/2014 18.16 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
11/03/2014 18 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
12/03/2014 17.91 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
13/03/2014 17.83 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
14/03/2014 17.58 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
15/03/2014 17.33 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
16/03/2014 17.08 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
17/03/2014 16.83 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
18/03/2014 16.58 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
19/03/2014 16.41 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
20/03/2014 16.16 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
21/03/2014 15.91 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
22/03/2014 15.75 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
23/03/2014 15.5 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
24/03/2014 15.25 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
25/03/2014 15 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
26/03/2014 14.91 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
27/03/2014 14.83 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
28/03/2014 14.75 3 2.91 2.91 2.83 4 4 4 4 3.91 4 4 4 4 3.5 3 3 2.91 2.83 2.75
29/03/2014 14.75 Closed
30/03/2014 14.75 Closed
31/03/2014 14.75 Closed
239
Chainage
Lined (Ln)
Remark (L) 380-460 480-493
Remark (Un) Un Un
Outlet
Chainage
Position (L/R) 1 1 1 1 1 1 1 1 4 1 (M) 1 (M) 1 1 1 (M) 1 1 1 1 1 1 1 1
Size 280 292 300 328 345 360 370 380 462 465 472 480 493 499 502 512 525 530 533 545 560
Sill level
Date 9' 9" 6" 6" 1' * 1' 9" 6" 6" 9" 1' * 1' 1.5' * 1.5' 9" 6" 1.5' * 1.5'6" 9" 9" 6" 6" 6" 6" 6"
01/11/2013 1' 1' 1' 1' 0 1' 1' 1' 0 0 0 1' 1' 0 1' 1' 1' 1' 1' 1' 1' 1'
02/11/2013
03/11/2013
04/11/2013
05/11/2013
06/11/2013
07/11/2013
08/11/2013
09/11/2013
10/11/2013
11/11/2013
12/11/2013
13/11/2013
14/11/2013
15/11/2013
16/11/2013
17/11/2013
18/11/2013
19/11/2013
20/11/2013
21/11/2013
22/11/2013
23/11/2013
24/11/2013
25/11/2013
26/11/2013 24.25 2
27/11/2013 24.25 2
28/11/2013 24.25 2
29/11/2013 24.16 2 1.5 1.5 1.41 1.38 1.35 1.3 1.25 1.16 1
30/11/2013 24.16 2 1.5 1.5 1.41 1.38 1.35 1.3 1.25 1.16 1
01/12/2013 24.16 2.5 1.5 1.5 1.41 1.38 1.35 1.3 1.25 1.16 1 0.83 0.83 0.75 0.75 0.7 0.7 0.66 0.58 0.5 0.5 0.41 0.41 0.33
02/12/2013 24.08 2.5 1.5 1.5 1.41 1.38 1.35 1.3 1.25 1.16 1 0.83 0.83 0.75 0.75 0.7 0.7 0.66 0.58 0.5 0.5 0.41 0.41 0.33
03/12/2013 24.08 2.5 1.75 1.75 1.66 1.66 1.58 1.5 1.41 1.41 1.33 1.33 1.25 1.16 1.16 1.08 1 0.91 0.91 0.83 0.83 0.75 0.75 0.66
04/12/2013 24 2.5 1.75 1.75 1.66 1.66 1.58 1.5 1.41 1.41 1.33 1.33 1.25 1.16 1.16 1.08 1 0.91 0.91 0.83 0.83 0.75 0.75 0.66
05/12/2013 24 2.75 1.75 1.75 1.66 1.66 1.58 1.5 1.41 1.41 1.33 1.33 1.25 1.16 1.16 1.08 1 0.91 0.91 0.83 0.83 0.75 0.75 0.66
06/12/2013 23.91 2.75 1.75 1.75 1.66 1.66 1.58 1.5 1.41 1.41 1.33 1.33 1.25 1.16 1.16 1.08 1 0.91 0.91 0.83 0.83 0.75 0.75 0.66
07/12/2013 23.91 2.75 1.5 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1
08/12/2013 23.83 2.75 1.5 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1
09/12/2013 23.83 2.75 1.5 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1
10/12/2013 23.75 2.75 1.5 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1
11/12/2013 23.67 2.75 1.5 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1
12/12/2013 23.58 2.75 1.5 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1
13/12/2013 23.5 2.83 1.5 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1
14/12/2013 23.41 2.83 1.5 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1
15/12/2013 23.33 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
16/12/2013 23.25 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
17/12/2013 23.08 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
18/12/2013 22.83 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
19/12/2013 22.67 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
20/12/2013 22.5 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
21/12/2013 22.41 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
22/12/2013 22.33 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
23/12/2013 22.16 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
24/12/2013 22 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
25/12/2013 21.83 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
26/12/2013 21.66 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
27/12/2013 21.58 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
28/12/2013 21.58 Closed 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
29/12/2013 21.58 Closed 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 2 1.91 2 2 2 2 2 2
30/12/2013 21.58 Closed
31/12/2013 21.58 Closed
01/01/2014 21.58 Closed
02/01/2014 21.5 Closed
03/01/2014 21.5 Closed
04/01/2014 21.5 Closed
05/01/2014 21.5 Closed
06/01/2014 21.5 Closed
07/01/2014 21.5 Closed
08/01/2014 21.5 2.5
09/01/2014 21.5 2.5
10/01/2014 21.41 2.5 1.66 1.66 1.58 1.5 1.41 1.41 1.33 1.33 1.25 1.16 1.16 1.08 1
11/01/2014 21.41 2.5 1.66 1.66 1.58 1.5 1.41 1.41 1.33 1.33 1.25 1.16 1.16 1.08 1
12/01/2014 21.33 2.5 1.66 1.66 1.58 1.5 1.41 1.41 1.33 1.33 1.25 1.16 1.16 1.08 1
13/01/2014 21.33 2.75 1.66 1.66 1.58 1.5 1.41 1.41 1.33 1.33 1.25 1.16 1.16 1.08 1
14/01/2014 21.25 2.75 1.66 1.66 1.58 1.5 1.41 1.41 1.33 1.33 1.25 1.16 1.16 1.08 1 0.91 0.91 0.83 0.83 0.75 0.75 0.66 0.66 0.58
15/01/2014 21.25 2.75 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1 1
16/01/2014 21.16 2.75 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1 1
17/01/2014 21.16 2.75 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1 1
18/01/2014 21.08 2.75 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1 1
19/01/2014 21.08 2.75 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1 1
20/01/2014 21 2.75 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1 1
21/01/2014 21 2.75 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1 1
22/01/2014 20.91 Closed 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1 1
23/01/2014 20.91 Closed 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1 1
24/01/2014 20.91 Closed
25/01/2014 20.83 Closed
26/01/2014 20.83 Closed
27/01/2014 20.83 Closed
28/01/2014 20.75 Closed
29/01/2014 20.75 2.75
30/01/2014 20.75 2.67
31/01/2014 20.66 2.67 2 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08
01/02/2014 20.58 2.75 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 1
02/02/2014 20.5 2.75 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 1
Dam
gauge (
ft)
Main
Canal G
auge (
ft) 272-335
Un
335-380
Ln
Damaged
460-480
Ln
493-502
Ln
502-560
Un
240
03/02/2014 20.41 2.83 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1 1 0.91
04/02/2014 20.33 2.83 2 1.75 1.75 1.75 1.5 1.5 1.41 1.41 1.25 1.25 1.33 1.08 1 0.91 1 1 1 1 1 1 1 0.91
05/02/2014 20.25 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 1.5 1.5 1.5 2 2 2 2 2
06/02/2014 20.16 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 1.5 1.5 1.5 2 2 2 2 2
07/02/2014 20.16 2.83 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 1.5 1.5 1.5 2 2 2 2 2
08/02/2014 20.08 3 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 1.5 1.5 1.5 2 2 2 2 2
09/02/2014 20 3 2.5 3 3 2.75 2.75 2.75 2.5 2.5 2.41 2.41 1.5 1.5 1.41 1.5 1.5 1.5 1.5 2 2 2 2 2
10/02/2014 20 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
11/02/2014 19.91 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
12/02/2014 19.83 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
13/02/2014 19.75 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
14/02/2014 19.66 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
15/02/2014 19.58 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
16/02/2014 19.5 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
17/02/2014 19.41 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
18/02/2014 19.33 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
19/02/2014 19.25 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
20/02/2014 19.16 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
21/02/2014 19.08 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
22/02/2014 19.08 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
23/02/2014 19 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
24/02/2014 19 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
25/02/2014 18.91 Closed 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
26/02/2014 18.91 Closed 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
27/02/2014 18.83 Closed
28/02/2014 18.83 Closed
01/03/2014 18.75 Closed
02/03/2014 18.75 Closed
03/03/2014 18.75 Closed
04/03/2014 18.66 Closed
05/03/2014 18.58 3
06/03/2014 18.5 3
07/03/2014 18.41 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
08/03/2014 18.33 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
09/03/2014 18.25 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
10/03/2014 18.16 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
11/03/2014 18 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
12/03/2014 17.91 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
13/03/2014 17.83 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
14/03/2014 17.58 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
15/03/2014 17.33 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
16/03/2014 17.08 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
17/03/2014 16.83 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
18/03/2014 16.58 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
19/03/2014 16.41 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
20/03/2014 16.16 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
21/03/2014 15.91 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
22/03/2014 15.75 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
23/03/2014 15.5 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
24/03/2014 15.25 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
25/03/2014 15 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
26/03/2014 14.91 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
27/03/2014 14.83 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
28/03/2014 14.75 3 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
29/03/2014 14.75 Closed 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
30/03/2014 14.75 Closed 2.66 2.58 2.58 2.5 3 3 2.75 2.75 2.75 2.72 2.5 2.5 2.5 1.5 1.5 1.5 1.5 2 1.91 2 2 2
31/03/2014 14.75 Closed
241
Chainage
Lined (Ln)
Remark (L) 560-570 570-585 660-670 670-680
Remark (Un) One Side Ln Un Ln
Outlet Damaged bed, Above Fsd
Chainage
Position (L/R) 1 1 1 1 1 1 1 1 (M) 1 1 1 (M) 1 1 1 1 1
Size 590 595 597 600 615 630 660 670 680 690 693 700 710 735 745 775
Sill level
Date 9" 9" 6" 6" 6" 6" 6" 1' * 1' 9" 9" 1' * 1' 9" 9" 9" 9" 9"
01/11/2013 1' 1' 1' 1' 1' 1' 1' 0 1' 1' 0 1' 1' 1' 1' 1'
02/11/2013
03/11/2013
04/11/2013
05/11/2013
06/11/2013
07/11/2013
08/11/2013
09/11/2013
10/11/2013
11/11/2013
12/11/2013
13/11/2013
14/11/2013
15/11/2013
16/11/2013
17/11/2013
18/11/2013
19/11/2013
20/11/2013
21/11/2013
22/11/2013
23/11/2013
24/11/2013
25/11/2013
26/11/2013 24.25 2
27/11/2013 24.25 2
28/11/2013 24.25 2
29/11/2013 24.16 2
30/11/2013 24.16 2
01/12/2013 24.16 2.5 0.33 0.33 0.25 0.25
02/12/2013 24.08 2.5 0.33 0.33 0.25 0.25
03/12/2013 24.08 2.5 0.66 0.58 0.58 0.5 0.5 41 0.41 0.33
04/12/2013 24 2.5 0.66 0.58 0.58 0.5 0.5 41 0.41 0.33
05/12/2013 24 2.75 0.66 0.58 0.58 0.5 0.5 41 0.41 0.33
06/12/2013 23.91 2.75 0.66 0.58 0.58 0.5 0.5 41 0.41 0.33
07/12/2013 23.91 2.75 1 1 1 1 1 1 1 1 1 1
08/12/2013 23.83 2.75 1 1 1 1 1 1 1 1 1 1
09/12/2013 23.83 2.75 1 1 1 1 1 1 1 1 1 1
10/12/2013 23.75 2.75 1 1 1 1 1 1 1 1 1 1
11/12/2013 23.67 2.75 1 1 1 1 1 1 1 1 1 1
12/12/2013 23.58 2.75 1 1 1 1 1 1 1 1 1 1
13/12/2013 23.5 2.83 1 1 1 1 1 1 1 1 1 1
14/12/2013 23.41 2.83 1 1 1 1 1 1 1 1 1 1
15/12/2013 23.33 2.83 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33
16/12/2013 23.25 2.83 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33
17/12/2013 23.08 2.83 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33
18/12/2013 22.83 2.83 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33
19/12/2013 22.67 2.83 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33
20/12/2013 22.5 2.83 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33
21/12/2013 22.41 2.83 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33
22/12/2013 22.33 2.83 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33
23/12/2013 22.16 2.83 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33
24/12/2013 22 2.83 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33
25/12/2013 21.83 2.83 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33 1.25 1.25
26/12/2013 21.66 2.83 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33 1.25 1.25
27/12/2013 21.58 2.83 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33 1.25 1.25
28/12/2013 21.58 Closed 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33 1.25 1.25
29/12/2013 21.58 Closed 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33 1.25 1.25
30/12/2013 21.58 Closed
31/12/2013 21.58 Closed
01/01/2014 21.58 Closed
02/01/2014 21.5 Closed
03/01/2014 21.5 Closed
04/01/2014 21.5 Closed
05/01/2014 21.5 Closed
06/01/2014 21.5 Closed
07/01/2014 21.5 Closed
08/01/2014 21.5 2.5
09/01/2014 21.5 2.5
10/01/2014 21.41 2.5
11/01/2014 21.41 2.5
12/01/2014 21.33 2.5
13/01/2014 21.33 2.75
14/01/2014 21.25 2.75 0.58 0.5 0.5 41 0.41 0.33
15/01/2014 21.25 2.75 0.91 0.83 0.83 0.75 0.75 0.66 0.58 0.5 0.5
16/01/2014 21.16 2.75 0.91 0.83 0.83 0.75 0.75 0.66 0.58 0.5 0.5
17/01/2014 21.16 2.75 0.91 0.83 0.83 0.75 0.75 0.66 0.58 0.5 0.5
18/01/2014 21.08 2.75 0.91 0.83 0.83 0.75 0.75 0.66 0.58 0.5 0.5
19/01/2014 21.08 2.75 0.91 0.83 0.83 0.75 0.75 0.66 0.58 0.5 0.5
20/01/2014 21 2.75 0.91 0.83 0.83 0.75 0.75 0.66 0.58 0.5 0.5
21/01/2014 21 2.75 0.91 0.83 0.83 0.75 0.75 0.66 0.58 0.5 0.41
22/01/2014 20.91 Closed 0.91 0.83 0.83 0.75 0.75 0.66 0.58 0.5 0.41
23/01/2014 20.91 Closed 0.91 0.83 0.83 0.75 0.75 0.66 0.58 0.5 0.41
24/01/2014 20.91 Closed
25/01/2014 20.83 Closed
26/01/2014 20.83 Closed
27/01/2014 20.83 Closed
28/01/2014 20.75 Closed
29/01/2014 20.75 2.75
30/01/2014 20.75 2.67
31/01/2014 20.66 2.67
01/02/2014 20.58 2.75
02/02/2014 20.5 2.75
Dam
gauge (
ft)
Main
Canal G
auge (
ft) 585-615
LnUn
615-660
Ln
Damaged
680-700
Un
700-735
Ln
735-775
Un
242
03/02/2014 20.41 2.83 0.83 0.83 0.75 0.75 0.66 0.58 0.5 0.5
04/02/2014 20.33 2.83 0.83 0.83 0.75 0.75 0.66 0.58 0.5 0.5
05/02/2014 20.25 2.83 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33 1.25 1.25
06/02/2014 20.16 2.83 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33 1.25 1.25
07/02/2014 20.16 2.83 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33 1.25 1.25
08/02/2014 20.08 3 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33 1.25 1.25
09/02/2014 20 3 2 2 2 2 2 2 2 2 2 2 2 1.83 2 1.83 1.58 1.41 1.41 1.33 1.25 1.25
10/02/2014 20 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
11/02/2014 19.91 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
12/02/2014 19.83 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
13/02/2014 19.75 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
14/02/2014 19.66 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
15/02/2014 19.58 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
16/02/2014 19.5 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
17/02/2014 19.41 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
18/02/2014 19.33 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
19/02/2014 19.25 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
20/02/2014 19.16 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
21/02/2014 19.08 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
22/02/2014 19.08 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
23/02/2014 19 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
24/02/2014 19 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
25/02/2014 18.91 Closed 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
26/02/2014 18.91 Closed 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
27/02/2014 18.83 Closed
28/02/2014 18.83 Closed
01/03/2014 18.75 Closed
02/03/2014 18.75 Closed
03/03/2014 18.75 Closed
04/03/2014 18.66 Closed
05/03/2014 18.58 3
06/03/2014 18.5 3
07/03/2014 18.41 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
08/03/2014 18.33 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
09/03/2014 18.25 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
10/03/2014 18.16 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
11/03/2014 18 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
12/03/2014 17.91 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
13/03/2014 17.83 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
14/03/2014 17.58 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
15/03/2014 17.33 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
16/03/2014 17.08 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
17/03/2014 16.83 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
18/03/2014 16.58 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
19/03/2014 16.41 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
20/03/2014 16.16 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
21/03/2014 15.91 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
22/03/2014 15.75 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
23/03/2014 15.5 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
24/03/2014 15.25 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
25/03/2014 15 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
26/03/2014 14.91 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
27/03/2014 14.83 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
28/03/2014 14.75 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
29/03/2014 14.75 Closed 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
30/03/2014 14.75 Closed 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1.83 1.83 1.66 1.5 1.5 1.41
31/03/2014 14.75 Closed
243
Chainage
Lined (Ln)
Remark (L)
Remark (Un)
Outlet
Chainage
Position (L/R) 1 1 (M) 1 (M) 1 1 1 1 1 1
Size 780 785 790 800 810 820 830 840 845
Sill level
Date 1' * 1' 1' * 1' 1' * 1' 9" 9" 9" 9" 9" 9"
01/11/2013 0 0 0 1' 1' 1' 1' 1' 1'
02/11/2013
03/11/2013
04/11/2013
05/11/2013
06/11/2013
07/11/2013
08/11/2013
09/11/2013
10/11/2013
11/11/2013
12/11/2013
13/11/2013
14/11/2013
15/11/2013
16/11/2013
17/11/2013
18/11/2013
19/11/2013
20/11/2013
21/11/2013
22/11/2013
23/11/2013
24/11/2013
25/11/2013
26/11/2013 24.25 2
27/11/2013 24.25 2
28/11/2013 24.25 2
29/11/2013 24.16 2
30/11/2013 24.16 2
01/12/2013 24.16 2.5
02/12/2013 24.08 2.5
03/12/2013 24.08 2.5
04/12/2013 24 2.5
05/12/2013 24 2.75
06/12/2013 23.91 2.75
07/12/2013 23.91 2.75
08/12/2013 23.83 2.75
09/12/2013 23.83 2.75
10/12/2013 23.75 2.75
11/12/2013 23.67 2.75
12/12/2013 23.58 2.75
13/12/2013 23.5 2.83
14/12/2013 23.41 2.83
15/12/2013 23.33 2.83
16/12/2013 23.25 2.83
17/12/2013 23.08 2.83
18/12/2013 22.83 2.83
19/12/2013 22.67 2.83
20/12/2013 22.5 2.83
21/12/2013 22.41 2.83
22/12/2013 22.33 2.83
23/12/2013 22.16 2.83
24/12/2013 22 2.83
25/12/2013 21.83 2.83 1.16 1.16 1.08 1 1 1 0.91 0.83 0.83
26/12/2013 21.66 2.83 1.16 1.16 1.08 1 1 1 0.91 0.83 0.83
27/12/2013 21.58 2.83 1.16 1.16 1.08 1 1 1 0.91 0.83 0.83
28/12/2013 21.58 Closed 1.16 1.16 1.08 1 1 1 0.91 0.83 0.83
29/12/2013 21.58 Closed 1.16 1.16 1.08 1 1 1 0.91 0.83 0.83
30/12/2013 21.58 Closed
31/12/2013 21.58 Closed
01/01/2014 21.58 Closed
02/01/2014 21.5 Closed
03/01/2014 21.5 Closed
04/01/2014 21.5 Closed
05/01/2014 21.5 Closed
06/01/2014 21.5 Closed
07/01/2014 21.5 Closed
08/01/2014 21.5 2.5
09/01/2014 21.5 2.5
10/01/2014 21.41 2.5
11/01/2014 21.41 2.5
12/01/2014 21.33 2.5
13/01/2014 21.33 2.75
14/01/2014 21.25 2.75
15/01/2014 21.25 2.75
16/01/2014 21.16 2.75
17/01/2014 21.16 2.75
18/01/2014 21.08 2.75
19/01/2014 21.08 2.75
20/01/2014 21 2.75
21/01/2014 21 2.75
22/01/2014 20.91 Closed
23/01/2014 20.91 Closed
24/01/2014 20.91 Closed
25/01/2014 20.83 Closed
26/01/2014 20.83 Closed
27/01/2014 20.83 Closed
28/01/2014 20.75 Closed
29/01/2014 20.75 2.75
30/01/2014 20.75 2.67
31/01/2014 20.66 2.67
01/02/2014 20.58 2.75
02/02/2014 20.5 2.75
Dam
gauge (
ft)
775-800 800-850
Ln Un
Main
Canal G
auge (
ft)
244
03/02/2014 20.41 2.83
04/02/2014 20.33 2.83
05/02/2014 20.25 2.83 1.16 1.16 1.08 1 1 1 0.91 0.83 0.83
06/02/2014 20.16 2.83 1.16 1.16 1.08 1 1 1 0.91 0.83 0.83
07/02/2014 20.16 2.83 1.16 1.16 1.08 1 1 1 0.91 0.83 0.83
08/02/2014 20.08 3 1.16 1.16 1.08 1 1 1 0.91 0.83 0.83
09/02/2014 20 3 1.16 1.16 1.08 1 1 1 0.91 0.83 0.83
10/02/2014 20 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
11/02/2014 19.91 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
12/02/2014 19.83 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
13/02/2014 19.75 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
14/02/2014 19.66 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
15/02/2014 19.58 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
16/02/2014 19.5 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
17/02/2014 19.41 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
18/02/2014 19.33 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
19/02/2014 19.25 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
20/02/2014 19.16 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
21/02/2014 19.08 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
22/02/2014 19.08 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
23/02/2014 19 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
24/02/2014 19 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
25/02/2014 18.91 Closed 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
26/02/2014 18.91 Closed 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
27/02/2014 18.83 Closed
28/02/2014 18.83 Closed
01/03/2014 18.75 Closed
02/03/2014 18.75 Closed
03/03/2014 18.75 Closed
04/03/2014 18.66 Closed
05/03/2014 18.58 3
06/03/2014 18.5 3
07/03/2014 18.41 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
08/03/2014 18.33 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
09/03/2014 18.25 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
10/03/2014 18.16 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
11/03/2014 18 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
12/03/2014 17.91 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
13/03/2014 17.83 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
14/03/2014 17.58 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
15/03/2014 17.33 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
16/03/2014 17.08 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
17/03/2014 16.83 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
18/03/2014 16.58 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
19/03/2014 16.41 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
20/03/2014 16.16 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
21/03/2014 15.91 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
22/03/2014 15.75 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
23/03/2014 15.5 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
24/03/2014 15.25 3 1.33 1.33 1.25 1.16 1.08 1 1 1 0.91
25/03/2014 15 3 1.33 1.33 1.25 1.16 1.08 0.91 0.91
26/03/2014 14.91 3 1.33 1.33 1.25 1.16 1.08 0.91 0.91
27/03/2014 14.83 3 1.33 1.33 1.25 1.16 1.08 0.91 0.91
28/03/2014 14.75 3 1.33 1.33 1.25 1.16 1.08 0.91 0.91
29/03/2014 14.75 Closed 1.33 1.33 1.25 1.16 1.08 0.91 0.91
30/03/2014 14.75 Closed 1.33 1.33 1.25 1.16 1.08 0.91 0.91
31/03/2014 14.75 Closed
245
RMC
Chainage 3-4 4-9 9-12 12-20 20-50 50-65 65-70 70-75 75-80 80-90 90-108
108-
125
125-
132 132-138
138-
200
200-
240 240-250
250-
260
260-
275
275-
300
300-
310
310-
330
330-
400
400-
450
450-
550
550-
end
Lined (Ln) Ln Ln Un Ln Ln Ln Ln Un Ln Un Un Ln Un Ln Un Ln Un Un Un Ln Un
Remark (L) OK (S) OK (S) Dmg Dmg Dmg Dmg Bed dmg Bed dmg Dmg
Remark (Un) Pond Pond Pond Pond Pond
Outlet 1 1 (M) 1 1 3-4 0 3 2 0 3 0 0 3-4 1 6 2 3 2 3 18 6 2 15 5 3 7
Chainage 9 12 18
Position (L/R) R L R
Size 6" 1'x1' Open 1'x1'
Sill level 1' 0 0 0
Date
01/11/2013
02/11/2013
03/11/2013
04/11/2013
05/11/2013
06/11/2013
07/11/2013
08/11/2013
09/11/2013
10/11/2013
11/11/2013
12/11/2013
13/11/2013
14/11/2013
15/11/2013
16/11/2013
17/11/2013
18/11/2013
19/11/2013
20/11/2013
21/11/2013
22/11/2013
23/11/2013
24/11/2013
25/11/2013
26/11/2013 24.25 2 2 1.83 0.5 0.5 1.41 0.67 1.33 0.62 2 1.25 1 2.41 2 1.5 1.2 1 0.8 0.2
27/11/2013 24.25 2 2 1.83 0.5 0.5 1.5 0.67 1.41 0.62 2 1.33 1 2.33 2 1.41 1.33 1.33 1.33 1.25 1.25 1.16 1.08
28/11/2013 24.25 2 2 1.83 0.5 0.5 1.5 0.67 1.41 0.62 2 1.33 1 2.33 2 1.33 1.33 1.25 1.25 1.16 1.16 1.08 1.08 0.91 0.83 0.83
29/11/2013 24.16 2 2 1.83 0.5 0.5 1.5 0.67 1.41 0.62 2 1.33 1 2.33 2 1.33 1.33 1.25 1.25 1.16 1.16 1.08 1.08 0.91 0.83 0.75
30/11/2013 24.16 2 2 1.83 0.5 0.5 1.5 0.67 1.41 0.62 2 1.33 1 2.33 2 1.33 1.33 1.25 1.25 1.16 1.16 1.08 1.08 0.91 0.83 0.75
01/12/2013 24.16 2.25 2.25 2.25 0.5 0.5 1.66 0.67 2 0.62 2 1.66 1 2.41 2 1.6 1.5 1.5 3.08 2 3.25 2 3 1.5 0.66 0.41 0.16
02/12/2013 24.08 2.25 2.25 2.25 0.5 0.5 1.66 0.67 2 0.62 2 1.66 1 2.41 2 1.6 1.5 1.5 3.08 2 3.25 2 3 1.5 0.66 0.41 0.16
03/12/2013 24.08 2.25 2.25 2.25 0.5 0.5 1.66 0.67 2 0.62 2 1.66 1 2.41 2 1.6 1.5 1.5 3.08 2 3.25 2 3 1.5 0.66 0.41 0.16
04/12/2013 24 2.25 2.25 2.25 0.5 0.5 1.66 0.67 2 0.62 2 1.66 1 2.41 2 1.6 1.5 1.5 3.08 2 3.25 2 3 1.5 0.66 0.41 0.16
05/12/2013 24 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
06/12/2013 23.91 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
07/12/2013 23.91 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
08/12/2013 23.83 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
09/12/2013 23.83 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
10/12/2013 23.75 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
11/12/2013 23.67 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
12/12/2013 23.58 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
13/12/2013 23.5 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
14/12/2013 23.41 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
15/12/2013 23.33 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
16/12/2013 23.25 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
17/12/2013 23.08 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
18/12/2013 22.83 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
19/12/2013 22.67 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
20/12/2013 22.5 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
21/12/2013 22.41 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
22/12/2013 22.33 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
23/12/2013 22.16 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
24/12/2013 22 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
25/12/2013 21.83 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
26/12/2013 21.66 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
27/12/2013 21.58 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
28/12/2013 21.58 Closed
29/12/2013 21.58 Closed
30/12/2013 21.58 Closed
31/12/2013 21.58 Closed
01/01/2014 21.58 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
02/01/2014 21.5 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
03/01/2014 21.5 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
04/01/2014 21.5 Closed
05/01/2014 21.5 Closed
06/01/2014 21.5 Closed
07/01/2014 21.5 Closed
08/01/2014 21.5 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
09/01/2014 21.5 2.5 2.5 2.5 0.5 0.5 1.83 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
10/01/2014 21.41 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
11/01/2014 21.41 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
12/01/2014 21.33 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
13/01/2014 21.33 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
14/01/2014 21.25 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
15/01/2014 21.25 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
16/01/2014 21.16 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
17/01/2014 21.16 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
18/01/2014 21.08 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
19/01/2014 21.08 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
20/01/2014 21 Closed
21/01/2014 21 Closed
22/01/2014 20.91 Closed
23/01/2014 20.91 Closed
24/01/2014 20.91 Closed
25/01/2014 20.83 Closed
26/01/2014 20.83 Closed
27/01/2014 20.83 Closed
28/01/2014 20.75 Closed
29/01/2014 20.75 Closed
30/01/2014 20.75 Closed
Dam
gauge (
ft)
Main
Canal G
auge (
ft)
Un
Ponding
246
31/01/2014 20.66 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.5
01/02/2014 20.58 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.5
02/02/2014 20.5 2.75 2.75 2.75 0.5 0.5 1.91 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.5
03/02/2014 20.41 2.83 2.83 2.83 0.5 0.5 2 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
04/02/2014 20.33 2.83 2.83 2.83 0.5 0.5 2 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
05/02/2014 20.25 2.83 2.83 2.83 0.5 0.5 2 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
06/02/2014 20.16 2.83 2.83 2.83 0.5 0.5 2 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
07/02/2014 20.16 2.83 2.83 2.83 0.5 0.5 2 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
08/02/2014 20.08 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
09/02/2014 20 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
10/02/2014 20 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
11/02/2014 19.91 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
12/02/2014 19.83 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
13/02/2014 19.75 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
14/02/2014 19.66 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
15/02/2014 19.58 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
16/02/2014 19.5 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
17/02/2014 19.41 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
18/02/2014 19.33 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
19/02/2014 19.25 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
20/02/2014 19.16 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
21/02/2014 19.08 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
22/02/2014 19.08 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
23/02/2014 19 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
24/02/2014 19 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
25/02/2014 18.91 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
26/02/2014 18.91 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
27/02/2014 18.83 2.5 2.5 2.5 0.5 0.5 1.5 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
28/02/2014 18.83 2.5 2.5 2.5 0.5 0.5 1.5 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
01/03/2014 18.75 2.5 2.5 2.5 0.5 0.5 1.5 0.67 2 2 2 1.66 1 2.66 2.16 1.5 1.41 1.41 3 2 3.41 2.08 3 2.5 0.66 0.5 0.25
02/03/2014 18.75 Closed
03/03/2014 18.75 Closed
04/03/2014 18.66 Closed
05/03/2014 18.58 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
06/03/2014 18.5 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
07/03/2014 18.41 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
08/03/2014 18.33 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
09/03/2014 18.25 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
10/03/2014 18.16 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
11/03/2014 18 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
12/03/2014 17.91 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
13/03/2014 17.83 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
14/03/2014 17.58 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
15/03/2014 17.33 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
16/03/2014 17.08 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
17/03/2014 16.83 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
18/03/2014 16.58 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
19/03/2014 16.41 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
20/03/2014 16.16 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
21/03/2014 15.91 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
22/03/2014 15.75 3 3 3 0.5 0.5 2.25 0.67 2.41 2.41 2.41 2 1.83 2.83 2.41 2 1.66 1.66 3 2 2 2.25 3 2.25 2 1 0.5 0.5
23/03/2014 15.5 2.75 2.75 2.75 0.5 0.5 1.83 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
24/03/2014 15.25 2.75 2.75 2.75 0.5 0.5 1.83 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
25/03/2014 15 2.75 2.75 2.75 0.5 0.5 1.83 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
26/03/2014 14.91 2.75 2.75 2.75 0.5 0.5 1.83 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
27/03/2014 14.83 2.75 2.75 2.75 0.5 0.5 1.83 0.67 2.25 2.25 2.25 1.75 1.25 2.75 2.25 1.75 1.5 1.5 3 2 3.41 2.25 3 2.25 2 1 0.5 0.25
28/03/2014 14.75 2 2 2 0.5 0.5 1.5 0.67 1.33 1.33 1.33 1.25 1.25 1.5 1.5 1.5 1.25 1.25 2 1 1.16 1 0.91 0.83 0.75 0.66 0.5 0.25
29/03/2014 14.75 Closed
30/03/2014 14.75 Closed
31/03/2014 14.75 Closed
