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Middle Kolab Multipurpose Project Detailed Project Report

Chapter-2: Physical Features 2-1 1

CHAPTER 2

PHYSICAL FEATURES

2.1 GENERAL

There are few places on earth that are special and Odisha is one of them. It is a

fascinating land filled with exquisite temples, monuments and possessing beaches,

wild life, sanctuaries and natural landscape of enchanting beauty.

The project area falls in Koraput and Malkangiri district of Odisha having its

geographical area as 5294.5 Sq. Km. The district is bounded by Rayagada and

Srikaklam district on its East side, Bastar district on the west, Malkangiri district on

South-west side, Nabarangpur district on north and Vishakhapatnam on south.

Malkangiri and Koraput districts are situated at 18°35’ Latitude and 82°72’ Longitude

at an average elevation of 170 and 870 m respectively from mean sea level. The

district’s demographic profile makes it clear that it is a predominantly tribal and

backward district with 56% tribal and 78% of the rural families below poverty line

(BPL).

The region is characterised by high temperature and humidity in most parts of the year

and medium to high annual rainfall. There is a considerable extent of natural

vegetation in this region. The hydrographical features also reflect these effects. The

chapter describes the general topographical and physical features of the Kolab basin

and the project command area.

2.2 PHYSIOGRAPHY

Odisha State lies within latitude 17° 48 to 23° 34 and longitude 81° 24 to 87°29 and is

bounded on the north by Jharkhand, on the west by Chhattisgarh, on the south by

Andhra Pradesh and on the north-east by West Bengal. On the south-east, is the Bay

of Bengal with a coastline of 480 Km. The State consists of 30 districts covering an

area of 1,55,820 SqKm.On the basis of homogeneity, continuity and physiographical

characteristics, Odisha has been divided into four major regions:

1. The coastal plains in the east



2. The middle mountainous and highlands region

3. The central plateaus

4. The western rolling uplands

The principal rivers include the Mahanadi, Brahmani and Baitarani, the others being

the Subarnarekha,Indravati,Machhkund,etc. The Chilka Lake, the widest lagoon in

India, is a prominent coastal feature in the State.

The Odisha Coastal Plains or Utkal Plains are the depositional landforms of recent

origin and geologically belong to the Post-Tertiary Period. The 75 meter contourline

delimits their western boundary and differentiates them from the Middle Mountainous

Region. This region stretches from the West Bengal border, i.e. from the River

Subarnarekha in the north to the River Rushikulya in the south.

This region is the combination of several deltas of varied sizes and shapes formed by

the major rivers of Odisha, such as the Subarnarekha, the Budhabalanga, the

Baitarani, the Brahmani, the Mahanadi, and the Rushikulya. Therefore, the coastal

plain of Odisha is called the "Hexadeltaic region" or the "Gift of Six Rivers". It

stretches along the coast of the Bay of Bengal having the maximum width in the

Middle Coastal Plain (the Mahanadi Delta), narrow in the Northern Coastal Plain

(Balasore Plain) and narrowest in the Southern Coastal Plain (Ganjam Plain). The

North Coastal Plain comprises the deltas of the Subarnarekha and the Budhabalanga

rivers and bears evidences of marine transgressions. The Middle Coastal Plain

comprises the compound deltas of the Baitarani, Brahmani and Mahanadi rivers and

bears evidences of past 'back bays' and present lakes. The South Coastal Plain

comprises the laccustrine Plain of Chilika Lake and the smaller delta of the

Rushikulya River.

The middle mountainous and highland region covers about three-fourth of the entire

State. Geologically it is a part of the Indian Peninsula which as a part of the ancient

landmass of the Gondwanaland. The major rivers of Odisha with their tributaries have

cut deep and narrow valleys. This region mostly comprises the hills and mountains of

the Eastern Ghats which rise abruptly and steeply in the east and slope gently to a

dissected plateau in the west running from north-west (Mayurbhanj) to south-west

(Malkangiri). This region is well marked by a number of interfluves or watersheds.



The Eastern Ghats is interrupted by a number of broad and narrow river valleys and

flood plains. The average height of this region is about 900 metres above the mean

seal level. The highest peak is Deomali.

The central plateaus are mostly eroded plateaus forming the western slopes of the

Eastern Ghats with elevation varying from 305–610 metres. There are two broad

plateaus in Odisha: (i) the Panposh – Keonjhar -Pallahara plateau comprises the

Upper Baitarani catchment basin, and (ii) the Nabrangpur – Jeypore plateau comprises

the Sabari basin.

Western rolling uplands are lower in elevation than the plateaus having heights

varying from 153 metres to 305 metres.

Physical Map of Odisha



2.3 STRUCTURE AND TECTONICS

The regional trend in the Eastern Ghats belt is dominantly N.E. – S.W. in the south –

western part (Koraputdistrict) which gradually changes to N.-S. in the western part (

Kalahandi district ) and then to E.N.E.- W.S.W. through N.E.- S.W. in the northern

part . The E.N.E. - W.S.W. trend in the Bolangir district abruptly changes to N.W. -

S.E. trend ( Mahanadi trend ) and continues in the north – eastern part of the orogen (

eastern Phulbani , Dhenkanal, Cuttack and Puri District ) until it disappears under the

coastal sedimentary cover . This spectacular change in the trend is considered to be

due to major cross folding alone a N.W. – S.E. axis. That superimposed or cross

folding had taken place is amply evidenced from the result of structural studies

carried out several workers in part of the belt. Further, it is likely that the

emplacement of the anorthosite bodies in the Puri and Bolangir districts is controlled

by these cross fold movements. The abrupt change in Mahanadi trend in the north –

eastern part is interpreted to be due either to the presence of large steeply plunging

folds or to the later movement on the marginal part of the craton (Chatterji et al,

1971).

2.4 REGIONAL GEOLOGY AND STRATIGRAPHY

The strata of Orissa state forms a part of the north eastern extension of the Peninsular

shield. Orissa state is by and large underlain by Precambrian rocks. A little less than

25 percent of the total area of the state is constituted of the Phanerozoic rocks,

quaternary formations and the recent to sub-recent alluvium.

Particularly in Koraput district, the existence of remnants of Laterite and Bauxite

covered plantation surfaces (erosion plains) at different altitudes leaves no doubt that

the land was subjected to one of the most epeirogenic movements, probably in the

quaternary period.

It is proposed to include the group of Meta sediments and basic rock (Sukma Group)

occurring in the South-Western part of Orissa in Koraput district in the iron ore group.

However, the trends vary from north-south in the Sukma rocks (Koraput) to east-

western in the Sambalpur district. Orissa has been divided into five major

morphological regions, which are as under:



1) Orissa Coastal plain in the east.

2) The middle mountains.

3) The Central Plateau

4) The Western rolling uplands

5) The major flood plains

The Kolab/Sabari basin lies in Nabarangpur-Jeypore Plateau. The Plateau is most

eroded plateau forming the western slopes of Eastern Ghats with elevation varying

from 305-610 meters.

Dam Site Area-Geological Set up

The river Kolab/Sabari flows in S280W direction at the proposed dam site. The rocks

exposed on both the banks at site are mainly banded quartzite with shales. The

quartzites are also generally exposed in the river bed section at the site but the length

of the dam including dykes shall be of the order of 6000m and a number of dykes are

also required at the proposed site.

The rocks in the area are well jointed and are traversed by Shear Zones in different

direction.

Bane of Orissa –Cyclones-Vulnerability and Impact Vulnerability

The Indian sub-continent has a long coastline of 8.41 Kilometers and is highly prone

to tropical cyclones, the majority of them have their initial genesis over the Bay of

Bengal and strike the east coast of India. On an average, five to six tropical cyclones

occur every year of which two or three could be severe. More cyclones occur in the

Bay of Bengal than the Arabian Sea and the ratio is 4:1.

In Orissa, the cyclones are usually experienced in the post monsoon period, normally

in the month of October and November.

Impact: At this time, the Kharif paddy is generally in the flowering stage. The

flowers being blown off by strong winds, damage the paddy crop seriously. When

lashed into severe cyclonic storm, the very economic structure gets hit in the Coastal

districts.



The fertile affected land of the Coastal districts may extend about 25 Km inland. 75%

of the people in the area depend upon agriculture and 5% on fishing. About 90%

population lives in thatched roof houses. The Communication system of the area is

extremely poor. The weaker sections of the society in these coastal districts have not

been able to improve their economic condition. On account of frequent floods, saline

inundation and severe cyclones, the state in the recent years has suffered extension

losses due to super cyclones.

Floods, droughts and cyclones occur almost every year with varying intensity.Due to

frequent occurrences of these natural calamities, there is always reduction in Kharif

crop say rice. Similarly, in drought years, there is considerable loss in production of

pulses and oilseeds crops during Rabi and Kharif season.

Post Initiatives taken so far tackling the cyclone problem

In the wake of severe cyclones which affect mainly along the Eastern coast region

states, the Govt. of India, in the erstwhile Ministry of Irrigation and Power, appointed

a cyclone distress Mitigation Committee in December,1969 to examine various

measures to mitigate human sufferings and reduce the loss of life and property in the

event of recurrence of such cyclones.

With a view to reduce the cyclone distress, the Committee recommended construction

of cyclone shelters, dredging of the mouths of big drains, construction of the raised

platforms for stacking harvested crops, improvement of road communication between

various villages prone to cyclones, setting up of cyclone relief committees etc.

Subsequently, a High Powered Committee (HPC) on Disaster Management (DM) was

constituted in 1999, to prepare comprehensive model plans for the management of

disasters at the national, state and district levels. Accordingly, the state government

set up State Crisis Management Groups headed by Chief Secretaries, designated relief

Commissioners and put in place State/District Contingency plans.

Subsequent Initiatives by State of Orissa

The Govt. of Orissa constituted the Orissa State Disaster Mitigation Authority

(OSDMA) as a Government owned autonomous body after the Oct 1999, super



cyclone to have a systematic and planned approach to Disaster Management in the

state with the objective of making the people of the state more disaster resilient.

OSDMA coordinates various activities of disaster mitigation in the state including

capacity building of the community and disaster managers and strengthening of

infrastructure system etc.

The Govt. of Orissa has constituted five units of Orissa Disaster Rapid Action Force

(ODRAF) which is specially trained and equipped force to deal with cyclones and

other disasters. They are stationed at Jharsagnde/ Balasore, Cuttack, Chhatarpur and

Koraput. Besides, Orissa has established an extensive VHF network connecting

different levels of administration and the community to communicate cyclone

warnings and advisories.

Mineral and Metal Scenario

Orissa is the leading producer of chromite, graphite, bauxite, manganese ore, iron-ore,

sillimanite, quartzite, pyroxenite and dolomite.

The state hosts country’s sole resources of ruby and platinum group of metals. It

accounts for country’s 95% chromite, 92% nickel ore, 69% Cobalt ore, 55% Bauxite,

51% titaniferous magnetite, 40% limestone, 36% pyrophyllite, 33% iron ore (heamite)

, 26% sillimanite, 25% each fireclay and garnet, 24% each coal and zircon and 20%

vanadium ore resources.

Important minerals that occur in the state are bauxite in Boudh, Bolangir,

Kalahandi,Keonghar, Koraput, Malkangiri and Sundargarh districts. Chromite in

Balasore, Cuttack, Dhankamal, Jajpur and Keonjhar districts, China clay in Bargarh,

Bondh, Belangir, keonjhar, Mayurbhanj, Sambalpur and Sundargarh districts,

Chromite deposits of Sukinda and Nuasahi ultramafic belt constitutes 95% of the

country’s chromite resources. Coal occurs in Ib river valley coalfield.

Sambalpur district and Talchar Coalfield, Dhenkamal district , dolomite in Keonjhar,

Koraput, Sambalpur and Sundargarh districts , quartz/Silica sand in Boudh, Bolangir,

Keonjhar, Koraput, Sambalpur, and Sundargarh districts, Pyrophylite in Keonjhar and

Indargarh districts, Pyrophylite in Keonjhar districts, tale in Keonjhar, Mayerbhanj

and Sambalpur district, titanium mineral in Dhunkanal, Ganjam, Jajpur and



Mayurbhanj, districts. Other Minerals that occur in the state are Cobalt in Cuttack and

Jajpur districts, Copper in Mayurbhanj and Jambalpur districts and granite in Angul,

boudh, Balangir, cuttack, Deogarh, Dhunkanal, Ganjam, Keonjhar, khurda, Koraput,

Mayurbhanj, Nuapada, Rayagada.

Industry:- In an underdeveloped region where agriculture is the most important

means of livelihood, economic growth of the people inhabiting in the area occurs

basically through rise in productivity in agricultural produce supported by an

expanding agro-based industries and industries based on the raw material available

within the area. In addition to abundant agriculture produce , the basin has a large

forest area and deposits of raw materials for industrialization. The available raw

materials in shape of Ore and minerals are iron ore, manganese, coal, lime-stone,

bauxite, graphite, chromite, dolomite, china clay etc. Precious stones and Diamonds

are also available in the basin.

At present, some of industries like cement, iron, sugar mill, oil mill, rice mill, textile,

paper, cardboard, refractories, ceramic, glass etc. exist in the region. Water and coal

being available in plenty, with the availability of power and there being vast natural

resources and with fairly developing infrastructure, there is great potential for

development of industries within the state.

Most of the mineral output is presently transported to other parts of the country for

processing. But with the Govt. initiatives, of late, there are plans afoot to set up

industries in the state itself, so as to achieve the national goal in improving the living

standard of its people by providing jobs and also cut expenses on transportation.

2.5 MINERAL OCCURENCES

2.5.1 Graphite

Graphite deposits occur in association with the Eastern Ghat rock types of

Precambrian age. They are found along the contact zone of khondalitic rocks with the

granite gneiss, associated with the pegmatite bodies. The deposits appear to be

epigenetic in origin and are structurally controlled along the foliation, fracture planes

and fault zones. The ore is erratic in behaviour and occurs in small veins over strike

lengths of a few metres to 200 m. The thickness also varies from a few centimetres to



three metres. The mineral is flaky and crystalline in nature and its carbon content

from 30 % to as much as 80%. The deposits are distributed as follows:-

1) Sargipali belt in Sambalpur and Bolangir district ( lat . 20 30’ – 21 00’ long . 82 40’

– 83 51’).

2) Titagarh belt in Bolangir and Kalahandi districts (lat. 20 02’ – 20 28’: long . 83 00’

– 83 35’)

3) Tumdibandh belt in Phulbani districts ( lat. 19 45’- 20 00’ :long. 83 25’ – 83 50’ )

4) Dandatapa belt in Dhenkanaldistricts ( lat. 20 45’- 20 50’ : long. 84 20’ – 84 40’ )


Chapter-3: Interstate Aspects 3-1

CHAPTER 3

INTERSTATE ASPECTS

3.1 GENERAL

Orissa located on the east coast of India by the Bay of Bengal is the ninth largest state

by area and the eleventh largest by population. It has a relativelyunidented coastline

about 480 km long. The narrow level coastal strip including the Mahanadi River delta

supports the bulk of population. The interior of the state is mountainous and sparsely

populated. Deomali at 1672 m is the highest point of the state. Orissa is subjected to

intense cyclones, the most intense one in October 1999 causedsevere damages besides

10,000 deaths.

3.2 BACKGROUND

3.2.1 River Basin: Kolab River originates from the Sinkaran Hills of the Eastern Ghats in

Koraput district and finally meets the Godavari in Andhra Pradesh. The prominent

tributaries of KolabareKarandi Nallah, Guradi Nalla, Kangar Nallah, Garia

Dharmagidi Nallah, Jam Nadi, Mabengar River, Mulervagar Nallah, Machhakund

River, Sileru River.

3.2.2 Project

The Middle Kolab project envisages construction of a barrage across river Kolab

about 5.0 km downstream of confluence of Jaura Nallah with Kolab and upstream of

Dumajori Village in Koraput district of Orissa. The catchment area intercepted is

1473 sq. km. Adam is proposed on Kerajodi, a small tributary of Kolab River. A link

canal is also proposed of length about 38.55Km whichwill divert the water from the

diversionbarrage to the catchment of Kerajodi dam.

It is proposed to generate hydro power at a power house proposed near village

Kodukugurah. With an available grosshead of about 252.7 m at the point, it is

proposed to generate 200 MW of power if the weir in Joura Nallah is commissioned

and 315 MW if present situation continues. After power generation, the released water



will be picked by implementing a barrage on Kolab. It is proposed to create irrigation

potential of about 25,543 ha in Maithili block of Malkangiri district.

3.3 INTER STATE ASPECT/ANGLE - INVOLVEMENT AND APPRAISAL

3.3.1 Inter State Rivers

All the major river basins (drainage area more than 20,000 sq km and some among the

medium river basins (drainage area more than 2000 sq km and less than 20,000 sq

kms) are interstate, having the drainage area lying in more than one state/union

territory. Thus,all major projects and almost all medium projects of the state are

referred to CWC, for examination from interstate angle.

Thus, any project, which is located on an interstate river or its tributary, will be

deemed to involve interstate aspects/issues and as per planning commission

guidelines, shall need investment clearance from the planning commission, as per the

procedure in vogue.

Before consideration of such a project for investment clearance, the concerned

state/U.T. Govt. shall approach the Central Water Commission to obtain

confirmation/certificate from CWC to the affect that the proposed project is not

located on the interstate river on its tributary.

At present, the Planning Commission accords investment clearance in case of all the

major irrigation and/ or multipurpose projects (having CCA more than 10,000

hectare) and in the case of medium projects (having CCA less than 10,000 hectare and

more than 2000 hectare) only for those projects, where interstate angle is involved,

after techno-economic appraisal by Central Water Commission, followed by the

acceptance by the Advisory Committee on Irrigation, Flood Control and multipurpose

projects of Ministry of Water Resources.

3.3.2 Involvement of Interstate Aspect

Any major irrigation or multipurpose project and in case of medium irrigation project,

it is said to involve interstate aspect if all or any of the following issues are involved.

1. Sharing of water



2. Sharing of costs

3. Sharing of benefits

4. Acceptance of Submergence by the upstream state

5. Compensation of land coming under submergence

6. Settlement of oustees

7. Any other common issue

In the past, some of the states had resolved their disputes on sharing of water or joint

projects through internal discussions and agreements without the direct intervention of

the Central Govt. Wherever, this was not possible, central Govt had intervened and

played a major role in resolving the disputes.

About 114 interstate agreements have been reached so far.

3.3.3 Guidelines for distribution of water among the states

At present, there are no specific guidelines for distribution of water among the states.

In the past, efforts were made by National Water Resources Council for framing the

guidelines, but no consensus could emerge on the guidelines. Guidelines for

distribution of water among the stats would be helpful in appraisal of projects of such

basins where no agreement / decision of tribunal exist.

3.3.4 Interstate Agreements

A number of agreements have been made with Orissa regarding utilization of waters

of Mahanadi and its tributaries.Regarding INTER STATE Matters between Orissa

and Madhya Pradesh, the following agreements were arrived at in respect of water

resources development for irrigation and power projects.

Prominently, the Memorandum of Agreements reached in presence of discussions

held on 27th April, 1983 at Bhubaneswar attended by Shri Arjun Singh, Chief Minister

Madhya Pradesh and Shri Bhallab Patnaik, Chief Minister Orissa and Shri Narayan

Patnaik, Minister of State for irrigation and power, Orissa along with the concerned

officials of the two states. In the past, the following Projects have undergone the

interstate aspects/issues. But the Middle Kolab Project doesn’t figure among these

projects.



1. Ib Project (Orissa Project)

2. Sapnai Project (Madhya Pradesh Project)

3. Kurnala Project (Joint Project)

4. Upper Jonk Project (Orissa Project)

5. Lower Jonk Project (Orissa Project)

6. Ong Project (Orissa Project)

7. Jira Project (Orissa Project)

8. Sahaj bahal Project (Joint Project)

9. Lower Kolab Project (Joint Project)

10. Back Water Studies for Hirakud Dam

3.3.5 Constitutional Provisions

Article246 of the constitution deals with the subject matter of laws to be made by

Parliament and by the legislature of the states. The allocation of responsibilities

between the centre and the states in respect of laws to be made fall into three (03)

categories as under:-

1. The union list (List - 1)

2. The state list (list-II)

3. The concurrent list (list - III)

Subject of ‘Water’ is a matter at entry ‘17’ of list-II i.e. state list. This entry is subject

to the provisions of entry 56 of list-I, the union list. The specific provisions in this

regard are as under:-

Entry 56 Under List-I

Regulation and Development of Inter State rivers and river valleys to the extent to

which such regulation and development under the control of the Union is declared by

the Parliament by law to be expedient in the public interest Agreement between

Orissa and MP on 9.12.1975.

It was agreed in the meeting between the Chief Ministers of Orissa and Madhya

Pradesh on 9th December 1975 that Madhya Pradesh and Orissa will consider the

feasibility of taking up joint projects in the Sabari/Kolab Sub basin from the point



Sabari (Kolab) river forms the common boundary between both the states upto the

point where it joins the Sileru River, on the basis of common agreement to be drawn

up at appropriate time. The hydel power and cost debitable to generation of such

power will be shared equally between the two states in these projects. The cost and

benefit of irrigation, if any from the project will also be equitably shared among both

the states. Orissa will be free to make beneficial use of the water of the river above the

common boundary point and lying in its territory in such manner as it deems fit.

Notwithstanding the agreement on the joint project on the river Sabari (Kolab)

mentioned above, if there is any submergence of land and properties of either state by

other projects sponsored by the other state or any other state in the Godavari basin, the

question of submission and the problems connected therewith will have to be

mutuallysettled before execution of such projects.

Madhya Pradesh and Orissa agree that the agreement will be furnished to the Govt. of

India and they would be requested to expedite the clearance of new projects.

3.4 SUMMING UP

In case of Multipurpose Projects, apart from examination of projects through ISM

Dte; Hydro-electric project and thermal projects received from CEA/State Govt. are

also examined from interstate angle.

In such projects, requirement for consumptive uses has to be within the allocated

share of the state. In case, where allocations are not there, project authorities are

advised to send a copy of DPR to concerned state, with the comments that

consumptive uses from the project shall be accounted against the share of the state in

which the project is located, as and when, an agreement is reached among the Co-

basin states for sharing of water of the river basin.


Chapter-1: Introduction 1-1

CHAPTER - 1

INTRODUCTION

1.1 ORISSA STATE

Orissa, located on the east coast of India, by the Bay of Bengal, is the ninth largest

state by area and the eleventh largest by population. Oriya is the official and most

widely spoken language of the state. Orissa has a relatively unindented coastline

(about 480 km long) and lacks good ports, except for the deepwater facility at

Paradeep. The narrow, level coastal strip, including the Mahanadi River delta supports

the bulk of the population. The interior of the state is mountainous and sparsely

populated. Deomali at 1672 m is the highest point of the state. Orissa is subjected to

intense cyclones. The most intense one, in October 1999 caused severe damage and

some 10,000 deaths.

Orissa is home to the Hirakud Dam, one of the longest dams in the world. Orissa has

several popular tourist destinations. Puri, with the Jagannath temple near the sea, and

Konark, with the Sun Temple, are visited by thousands of tourists every year. The

Lingaraja Temple of Bhubaneswar, the Jagannatha Temple of Puri, the Sun Temple of

Konark and the Barabati Fort of Cuttack are important in the archaeological history of

India.

1.2 THE RIVER BASIN

The Kolab River originates from the Sinkaran hills of the Eastern Ghats in Koraput

districts and finally meets the Godavari in Andhra Pradesh. The prominent tributaries

of Kolab are Karandi Nalla, Guradi Nalla, Kangar Nallah, Garia, Dharmageda Nallah,

JamNadi, Malengar River, Mulervagu Nallah, Potteru Vagu Nallah, Machhakund

River, Sileru River.

1.3 THE PROJECT

1.3.1 Aim and Objectives

Middle Kolab Project is aimed to construct/generate

a) A barrage on the river Kolab near Dumajodi village downstream of the confluence

of Joura Nallah the spill channel of Indrāvati river, for diversion of its flows in the



catchment of Kerajodi Nallah a tributary of the Kolab joining it from the left

downstream of the proposed barrage;

b) A 38.55 Km long flood flow channel for diversion of flows at Diversion barrage

to the catchment of Kerajodi Nallah;

c) A cross drainage work over the above two Nallahs (Kasbal Nallah & MaulaJodi

Nallah) to allow the diverted flows from Diversion Barrage to flow uninterrupted;

d) A balancing reservoir with gross capacity of 13500 Ha-m at Kerajodi, about 24

km downstream of the Kasabal Moulijori Nallah, to regularize flows to the power

house near village Kodukugurah with tail race tunnel leading to the main river.

e) Another barrage on the Kolab further downstream for irrigation of about 24,543

Ha.

f) Two canals one with length of 77.1 Km (to the left bank of Kolab river) and

another with 27.4 Km (to the right bank of the Kolab river)

1.3.2 Location

The Middle Kolab Hydroelectric Project falls in the district of Koraput in Orissa state.

It lies at a latitude of 17o 4’ N to 20o 7’ N and longitude of 81o 24’ E to 84o 2’ E. It is

bounded by Rayagada and Srikaklam district on its East side, Bastar district on the

west, Malkangiri district on South-west side, Nabarangpur district on north and

Vishakhapatnam on south. A Project Location map is shown in WAP/WRD/MKMP/2

1.3.3 Project Planning in Brief

The Middle kolab project envisages construction of a Barrage across river Kolab

about 5.0 km downstream of confluence of Joura Nala with Kolab and upstream of

Dumajori Village in Koraput district of Orissa. The free catchment area is 1473 sq.

km. A dam is proposed on Kerajodi a small tributary of Kolab River with FRL of EL

528 m. A flood flow channel of 38.55 km is proposed from the Barrage to divert the

flood flows of Kolab River into the aforesaid reservoir. It is proposed to generate

Hydro Power at a power house proposed near village Kodukugurah. The gross head

available is 252.7 m at this point as per rough estimate; power generation with

installed capacity of 300 MW considering the present situation and about 200 MW if

the implementation of weir to check flow of Joura Nallah takes place. After power



generation the released water will be allowed to flow back into Kolab River, which

will be picked by implementing a barrage on Kolab. It is proposed to create an

irrigation potential of 25,543 ha in Mathili block of Malkangiri district.

1.3.4 Accessibility to the Project

The Koraput district is well connected by roads & railways. The nearest airport is

Vishakhapatnam. It is also well connected by roads and NH-43 passes through this

district. It is also well connected to various major cities like Bhubaneswar,

Vishakhapatnam, Chennai, Delhi and Kolkata through a network of trains. There are

in all 3 state Highways running through this district, two of which are fair weather

roads and one namely state Highway No. 4 is the only all-weather road and this

connects Ganjam district.

1.4 GENERAL FEATURES

General features like climate, rainfall, temperature, socio economy, demography, etc.

pertaining to state/ basin are briefly discussed below.

1.4.1 Climate

The Project area has the typical tropical monsoon climate with high summer

temperature and heavy rainfall between June and October. The mean maximum

temperature rises to about 38o C in April and May. The minimum temperature falls to

12o C in December. The average rainfall is 1522 mm. The mean relative humidity

recorded in the morning and evenings are 51.72 and 26.6% respectively. Mean daily

evaporation is about 3 mm in the district. The wind velocity ranges from 4-11 km/hr.

The maximum relative humidity is 72% while the maximum and minimum

evaporation ranges from 1.2 mm to 7.9 mm.

1.4.2 Temperature

December and January are the coldest with mean daily maximum and minimum

temperatures being 24.5oC and 10.3oC. Both of these temperatures increase thereafter

till may which is hottest month with mean daily maximum and minimum

temperatures at 34.3oC and 21.4oC. On individual days in the month of May and June

before the onset of the monsoon, the temperature may shoot above 44oC. The highest



recorded at Koraput was 46.6oC on 06 June 1967 and the minimum 3.0o C on 27 Dec

1969.

1.4.3 Rainfall

1.4.3.1 Normals and Extremes of Rainfall

Variation in rainfall among various stations may be attributed, prima facie, to the

orographic features of the region and to some extent to the length of data bases. It

may be seen that annual rainfall varies from 1889 mm at Jeypure to 1300mm at

Simliguda. The district average based on mean of stations is 1567 m. Similarly,

Pottangi has the highest number of rainy days (daily rainfall >2.5mm) – 91 and the

Similiguda, the least – 75.8. The district average is 83.9 rainy days.

Table – 1: Normals and Extremes of Rainfall

Stn Yrs JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC ANN Max

1-day

KORAPUT 70 a

b

7.1

0.5

9.1

1.0

17.2

1.4

43.6

3.4

66.6

4.9

204.5

10.8

430.5

20.1

445.0

20.7

256.4

14.0

110.3

6.3

28.6

1.9

8.0

0.6

1626.9

85.6

336.6

25/06/14

Koraput

(Obs)

33 a

b

5.8

0.3

3.1

0.5

16.6

1.3

51.2

3.9

68.6

5.0

208.3

9.5

391.0

18.2

359.6

18.6

222.3

12.9

84.5

6.2

26.1

2.0

3.6

0.3

1440.7

78.7

234.6

30/06/59

Padwa 56 a

b

3.9

0.3

5.2

0.6

17.4

1.4

67.3

4.7

97.3

6.1

202.3

10.6

346.7

18.9

343.2

18.7

270.3

14.1

131.8

6.9

34.6

2.4

8.5

0.6

1528.5

85.3

248.9

24/09/11

Pottangi 68 a

b

5.2

0.5

14.5

1.3

23.5

1.9

71.0

5.1

113.1

6.7

195.1

11.5

291.0

17.5

332.2

18.2

283.5

15.1

214.3

9.4

65.1

3.1

8.9

0.7

1617.5

91.0

546.1

14/10/31

Similiguda 16 a

b

6.4

0.5

11.6

1.1

22.1

1.8

51.9

3.0

76.0

5.1

185.2

9.7

316.2

16.8

335.3

18.3

168.9

12.3

105.3

5.4

17.3

1.4

4.7

0.4

1300.9

75.8

200

01/08/84

Jeypur 67 A

b

5.8

0.4

8.2

0.9

12.8

1.1

46.4

3.2

69.6

4.9

245.6

11.7

478.3

20.4

546.1

21.1

336.6

14.7

110.6

5.7

23.7

1.6

5.3

0.3

1889.0

86.0

372.2

03/08/10

Jagadalpur 50 a

b

9.9

0.8

2.6

1.2

14.0

1.2

49.5

3.8

60.5

4.8

232.6

11.5

384.6

19.3

391.4

18.6

261.4

13.9

110.0

6.0

30.0

1.8

3.8

0.4

1570.4

83.5

259.7

17/06/74



1.4.3.2 Sever Rain Causing Systems

The Koraput district which includes whole of the Middle Kolab project area including

Upper Kolab Multipurpose project and its upper catchment is affected by cyclonic

storms and depressions originating from the Bay of Bengal during the south west

monsoon season, and cause strong winds and widespread rain. Their number defines

the difference between the drought and the flood conditions. The Koraput district

faced drought conditions – rainfall less 75% of normal in 5 years between 1901 and

1992 and in seven years it got excess rainfall – more than 125% of normal rainfall

during the same period. Rainfall is considered normal if it lies within 80 to 120% of

its long term mean.

1.4.4 Relative Humidity

Humidity is generally about 80% in the and about 73% in the post monsoon period

and the other months it varies from 53% in the forenoon to 44% in the afternoon.

Skies are heavily clouded to overcast in the monsoon and in the rest of the year light

to clear skies prevail.

1.4.5 Wind

Winds are generally light throughout the year except during the southwest monsoon

season, when winds are stronger.

1.4.6 Evaporation

Evaporation rates are important for preparation of reservoir operating tables. It has a

very significant role to play during a delayed monsoon season when the reservoir

storage is under maximum stress and demand for irrigation, water supply and

hydropower increases manifold. Evaporation rates are generally highest in the

summer months before the advent of monsoon; these may further increase during the

delayed monsoon period owing to rising temperature resulting in severe depletion of

the reservoir.

Observed evaporation data is not available for any station in region. The evaporation

value have, therefore been interpolated from Evaporation Tables published by IMD.

Evaporation depths are measured by using American Class-A Pan Evaporimeter.

Factors prescribed by IMD to convert the observed meshed covered pan data to open



pan and then into the lake or reservoir evaporation depths are furnished in the table

below.

Table – 2: Reservoir Evaporation –Mean daily depth (mm)

EVAPORATION VALUES Units: mm/day

Location: 18.59/82.17

Month Pan Evaporation Open Evaporation Lake Evaporation

January 3.3 3.8 2.3

February 5.3 6.1 4.3

March 6.0 6.9 4.8

April 6.8 7.8 5.5

May 7.0 8.0 6.4

June 6.0 6.9 5.5

July 4 4.6 3.7

August 5 5.7 4.6

September 4.5 5.1 3.6

October 4 4.6 3.2

November 4 4.6 3.2

December 4 4.6 2.8

Annual 2000 2288 1602

1.4.7 Natural Resources

Forests:

The forest area of Mathili block of Malkangiri district is nearly 25082 Sq Km. While

the reserved forests constitute 352.44 Sq Km, protected area as 940.99 Sq Km and

unclassified forest as 0.3 Sq Km. The total forest area covers the dense forest,

moderate dense forest, open forest and scrub.

Minerals:

Orissa produces enormous minerals including nonmetallic, metallic and fuel minerals

like chromite, nickel, iron, Manganese, Fire clay, mineral sands, Graphite, Bauxite,

Lead and zinc. Nearly 10-14 % of mineral production comes from state of Orissa. The

rich reserves of minerals in Orissa have led to establishment of several mineral based



industries in Orissa. Other minerals which are being mined in the State include

Quartz, Quartzite and Soapstone. Many different locations in the state are being

zeroed in for the excavation of gemstones and garnets.

Soil:

Taking into account the soil type, climate and topography the state has been divided

into ten agro climatic zones as shown in the table below. The soil quality index of

Orissa state (0.54) is very low as compared to the neighboring states. The state has

different types of soil types ranging from fertile alluvial deltaic soils in coastal plains,

mixed red and black soils in central table land, red and yellow soils with low fertility

in northern plateau and red, black and brown forest soils in Eastern Ghats region.

SrNo

Agro climatic Zone Climate Soil Group

1 North Western Plateau Hot and Moist Red and Yellow2 North Central Plateau Hot and Moist Red Loamy3 North Eastern Coastal Plateau Hot and moist & sub

humidAlluvial

4 East and South EasternPlateau

Hot and Humid Coastal alluvial saline ( nearthe coastline)

5 North Eastern Ghat Hot and moist , subhumid

Laterite and brown forest

6 Eastern Ghat High Land Warm and Humid Red7 South Eastern Ghat Warm and Humid Red, mixed red and yellow8 Western Undulating Warm and moist Black, mixed red and black9 West Central Table Land Hot and moist Red, heavy textured

colourous10 Mid Central Table Land Hot and dry sub humid Red loamy, laterite mixed

red and black.

The Rayagada district follows under the northern Eastern Ghats agro climatic zone.

The north Eastern Ghats agro climatic zone comprises of brown forest soils, sandy

loam, loamy & clay, medium textured. The soil type is loamy but in higher elevation

the soil is rocky with small to big boulders. On the basis of aridity index, the state can

be divided into four zones:

Sr No Zone classification based upon aridity index Classification of district1 High moisture deficit zone(45 and above) North-western districts2 Moderately high moisture deficit zone(40 to 45) South coastal districts



3 Medium moisture deficit zone(35 to 40) Central table-land districts4 Low moisture deficit zone(35 and less) North coastal districts

1.4.8 Socio economic status

Agriculture is the main source of livelihood of the people of the basin. The economic

growth of the people of the basin can be enhanced only by assured irrigation both in

kharif and Rabi.

1.4.9 Demography

Orissa has a population of 42 million. About 87% of the populations live in the village

and one third of the rural population does not own any land other than homesteads.

25% of Orissa’s population is tribal.

1.4.10 Food and agriculture

The command area lies in Mathili block of Malkangiri district. Agriculture is the

primary occupation of the inhibitants of the basin. A large number of ponds existing

in the basin act as supplement during the period, when there is scarcity of water.

Paddy is the main crop grown in the area in addition to oilseeds, vegetables and

pulses. The gross command area of the block is 37590 sq km excluding forest area.


Chapter-4: Survey & Investigations 4-1

CHAPTER 4

SURVEY AND INVESTIGATIONS

4.1 GENERAL

The survey and other field investigation as required for preparation of feasibility for

the Middle Kolab Multipurpose Project have been executed as per CWC guidelines

2000. The field survey requirements were identified based on toposheet study and

reconnaissance surveys and the same were carried out as per the conceptual planning

of the various components of the scheme.

The project was initially conceptualized and was taken up by the water resources

department, Government of Orissa for preparation of feasibility report. After

reconnaissance survey of various sites in Kolab river basin, followed by detailed study

and investigations involving geology, topography and hydrology, soil survey etc the

site has been selected for the proposed Middle Kolab Multipurpose Project. The

following field surveys and investigations were taken up for forming up selection of

the project site.

4.2 RECONNAISSANCE SURVEY

Based on Toposheet identification, some tentative sites in middle reaches of the Kolab

river basin were visited. Areas upstream and downstream of the sites were traversed

and physiographical and other relevant features noted for further examination.

4.3 TOPOGRAPHICAL SURVEYS

Experts of Water Resource Dept, Govt. of Orissa and WAPCOS visited the tentative

proposed barrage, dam, link channel and power house sites in the basin area. After

geological reconnaissance and detailed appraisal of the geological features of the

project area, the proposed site has been found to be geologically safe and suitable for

construction of powerhouse structures.

Following Topographical Survey work have been carried out as per requirement of

Terms of Reference and as per specifications of CWC guideline August 2000.



a) Topographical Survey at Diversion Barrage axis

The survey has been carried out of the Diversion Barrage axis on Kolab river.

Cross sections have been developed by taking readings at every 50 m interval

along the upstream and downstream of the river. Drawing pertaining to Strip

Survey has been represented in a local Northing and Easting co-ordinate system.

Topographical contour plan for strip survey of the barrage axis have been

developed with contour interval of 1 m. The drawing of grid survey of Diversion

Barrage Axis across Kolab River is given as Drawing No. WAP/WRD/MKMP/4

in the drawing volume.

b) Submergence Survey of Barrgae

Topographical survey of the submergence area upstream of the proposed

diversion barrage axis was carried out with the consideration of Full reservoir

level (FRL) fixed at 536.5 m, so as to determine submergence area, dead storage

and live storage capacities of the reservoir. The contour plan of submergence area

of Diversion Barrage is given as Drawing No. WAP/WRD/MKMP/5 in the

drawing volume.

c) Topographical Survey at Dam axis

The survey has been carried out at the dam axis on Kerajodi Nallah. Cross

sections have been developed by taking readings at every 50 m interval along the

length. Drawing pertaining to Strip Survey has been represented in a local

Northing and Easting co-ordinate system. Topographical contour plan for strip

survey of the dam axis have been developed with contour interval of 1 m.

d) Submergence Survey

Topographical survey of the submergence area upstream of the proposed dam

axis was carried out with the consideration of Full reservoir level (FRL) fixed at

528.0 m, so as to determine submergence area, dead storage and live storage

capacities of the reservoir. The contour plan of submergence area of Diversion

Barrage is given as Drawing No. WAP/WRD/MKMP/6 in the drawing volume.



e) Dam Base Survey

Cross sections of Kerajodi Nallah at 100 m interval were taken in a length along

the river flow upto 3200 m upstream and 1800 m downstream of the proposed

dam axis. These sections are prepared at 1:200V and 1:1000H scale.

f) Longitudinal Section

To know the topography and river bed levels of Kolab River of the Middle Kolab

Multipurpose Project, topographical survey was carried out along Kolab River

and corresponding longitudinal sections have been prepared along the reaches.

The L-section of Kolab River is given as Drawing No. WAP/WRD/MKMP/11.

g) Water Conductor System

Hydrographic surveys / River surveys was carried out for establishing design

flood / tail water levels at site of proposed structure. Thus, Grid contour

topographical survey was carried out at the entire area of water conductor system

i.e. from Dam on Kerajodi Nallah to Irrigation Barrage through various civil

structures i.e. Intake Tunnel, Head Race Tunnel, Penstocks, Open Channel and

Tail Race Tunnel. Beyond Irrigation barrage, storage water will be off takes

through Left Main Canal and Right Main Canal for the multipurpose uses. Based

on this topographical survey, L-sections have been prepared from toposheets

along the Link Canal, Left Main Canal and Right Main Canal.

h) Command Area Survey

Command area survey has been carried out following the standard survey

practices. The command area of the proposed project lies on both sides of the

River Kolab. The survey of the command area has been carried out following the

standard methods of surveying and a contour map of the area with 1 m contour

interval has been prepared. The command area plan has been given as Drawing

No. WAP/WRD/MKMP/3 in the drawing volume.

For micro canalization of the command area, a detailed topographic survey of a

pilot area equal to 10 % of the total area with contour at 1 m interval on village

maps are being carried out. Topographical plan of each cultivation land are being

prepared developing contour at 1 m intervals taking levels at suitable intervals



and at each corner of the plot as well as at centre point of each plot. The total area

has been surveyed.

i) Power House Area Survey

Grid topographical survey of the power house area was carried out. From the

surveyed data contours has been developed at a contour interval of 1 m. The

contour map of the power house area is prepared on 1:1000 scale.

j) Irrigation Barrage Area Survey

Topographic survey of the submergence area upstream of the Irrigation Barrage

was carried out, so as to determine submergence area, dead storage and live

storage capacities in the storage.

k) Establishing Bench Marks

Bench Marks has been established with existing GTS. The new BMs have been

connected to the nearest GTS or permanent Bench Mark of SOI by double

leveling. The words ‘B.M.’ and the RL values have been painted clearly on every

location. A list of established Bench Marks is given as under:

S. No. TBMreferenceNumber

Elevation(m)

Location

1 GTS BenchMark

558.345 In veranda of IB, Kotpad, district –Korapur

2 Mk-1 559.5673 Mk-2 561.967 Top of km stone Kotpad 2 km4 Mk-3 559.884 On canal bridge5 Mk-4 559.7136 Mk-6 562.136 On Culvert7 Mk-8 551.0828 Mk-10 551.902 Top of sign board9 Mk-11 551.110 Top of signboard structure10 Mk-13 554.345 On culvert11 MKD-1 555.237 On pillar in Chatarla village12 MKD-2 555.338 On culvert in Mangal Sahoo House13 MKD-3 552.500 Top of stone near pond14 MKD-4 551.834 Top of stone15 MKD-6 540.985 Top of rock near ghat, Chatarla20 MKD-7 540.456 On stem of tree near culvert21 MKD-8 553.393 Root of tree near pond22 MKD-9 555.510 Near water tank



23 MKD-10 566.708 Top of cutting stem of tree near Guliguda24 MKD-11 596.664 On culvert between Guliguda to Kermati25 MKT-1 616.095 Base of PMGSY signboard26 MKT-2 620.700 Top of parapet pillar of culvert27 MKT-3 616.894 Top of parapet pillar of culvert28 MKT-4 618.583 Top of parapet pillar of culvert29 MKT-5 614.226 Top of parapet pillar of culvert30 MKT-6 612.06831 MKT-7 597.710 Top of parapet pillar of culvert32 MKT-8 595.21233 MKT-9 595.85734 MKT-10 597.920 On culvert35 MKT-11 604.063 On culvert Kotariguda36 MKT-12 590.376 On culvert Kadmpadar37 MKT-13 608.838 Base of signboard of Chiraka Chowk38 MKT-14 595.511 On culvert 10.5 km from Ramgiri39 MKT-15 588.963 On culvert 9.75 km from Ramgiri40 MKT-16 592.356 Top of km stone Ramagiri 9 km41 MKT-17 602.145 Top of km stone Ramagiri 7 km42 MKT-18 592.114 On culvert 6.1 km from Ramgiri43 MKT-19 591.649 On culvert 4.3 km from Ramgiri44 MKT-20 592.530 Top of km stone Ramagiri 3 km45 MKT-21 593.859 Top of parapet pillar of culvert 2.2 km

from Ramgiri46 MKT-22 610.855 Top of parapet pillar of culvert 1.2 km

from Ramgiri47 MKT-23 610.740 Base of km stone Ramgiri 0 km48 MKD- 10 A 540.378 On OFC stone

l) Accuracies

All the survey instruments have been maintained in good condition to achieve

higher accuracies but in no case there shall exceed those given below:

Theodolite/Total Station, EDM Traversing

Allowable error of closure - 1/3000

Allowable error of distance - 1/5000

Allowable error of closure - 4√k mm

(Where k is the total distance in km)


Chapter-5: Hydrology 5-1

CHAPTER – 5

HYDROLOGY

5.1 MAIN COMPONENTS OF THE MIDDLE KOLAB MULTIPURPOSE

PROJECT

The Middle Kolab multipurpose project envisages construction of following

structures:-

a) A barrage on the river Kolab near Dumajodi village downstream of the confluence

of Joura Nallah the spill channel of Indrāvatiriver, for diversion of its flows in the

catchment of KerajodiNallah a tributary of the Kolab joining it from the left

downstream of the proposed barrage;

b) A cross drainage work over two Nallahs (Kasbal Nallah & MaulaJodi Nallah) to

allow the diverted flows from Diversion Barrage to flow uninterrupted;

c) A balancing reservoir with gross capacity of 13500 Ha m at Kerajodi, about 24

km after crossingof the Kasabal Moulijori Nallah, to regularize flows to the power

house with tail race tunnel leading to the main river/downstream reach of

Kerajodi.

d) Another barrage on the Kolab further downstream for irrigation of about 25,543

Ha.

5.2 HYDROLOGIC INPUTS REQUIREMENTS FOR PLANNING THE

PROJECT

The Middle Kolab multipurpose project system involved construction of a diversion

barrage at Kolab River, one balancing reservoir, a barrage for irrigation and water

conveyance system for irrigation in the command area. The simulation of the system

would have to be done on 10 daily/monthly basis, for as long a period as practicable.

Following is the broad data requirement

i. Data Requirement For The Simulation Studies

a) 10 daily/monthly inflow series for each of the barrage sites in Kolab River, and

reservoir/storage site on its tributary, Kerajodi Nallah.



b) 10 daily/monthly rainfall and effective rainfall information for the command

areas.If the Kharif irrigation is predominant and requires occasional storage

support,the command area rainfall series has to be concurrent with the discharge

series, so that the different effective rainfall and the difference in storage support

from year to year can be properly seen.

c) Sedimentation data recorded at nearby sites or reservoirs.

ii. Data Required For Flood Related Safety Of The Structures

a) The probable maximum flood for the balancing reservoir/storage dam

b) The standard project flood and return period flood say 50- year or 100-year, as

the case may be,for design of the two barrages.

iii. Construction Related Flood For The Structures

a) Non-monsoon annual peak floods for construction flood of different frequency

5.3 AVAILABILITY OF HYDRO- METEOROLOGICAL DATA

a) Rainfall data

Prior construction of Upper Kolab Dam (UKD) Project, a number of rain gauges had

been installed by the Project authority to record rainfall in and around the upper part

of the catchment for the sake of planning UKD Project. These rain gauges are still

continuing except few which were closed in 1970, after the UKD project report was

prepared. Besides, there are few rain gauge stations being maintained by IMD also.

These rain gauges with period of availability of rainfall data are listed in the Table-

1below.

b) Discharge Data

Upper Kolab Project authority had established a Gauge & Discharge station at

project’s dam site i.e., at Koranga (CA=1630 Sq km), which was closed after planning

of UKD project. Later on, CWC established its own network of G&D Stations on

river Kolab and the river Indravati, from which the spill channel Joura Nallah imports

water to riverKolab. Details of the G&D stations in the vicinity of project, which are

needed for estimation of water availability of Middle Kolab Project, are listed in the

Table-2 below indicating the period of availability of flow data.



TABLE – 1

List of Rain Gauges StationMaintained by UKD Project&IMD

Sl

No

Rain gauge

Station

Location of Rain gauge

Station

Agency Period of

availability of rain

fall dataLatitude Longitude

1 Nandapur 18°34’N 82°44’E UKD Jan 1946 to Dec 2003

2 Pottangi 18°34’ 82°58’ UKD Jan 1946 to Dec 2003

3 Balda 18°45’ 82°40’ UKD Jan 1946 to Dec 2003

4 Lamtaput 18°37’ 82°36’ UKD Jan 1946 to Dec 2003

5 Koranga(dam site) 18°47’ 82°36’ UKD Jan 1946 to Dec 2003

6 Koraput 18°49’ 82°43’ UKD&

IMD

Jan 1946 to Dec 2003

7 Mathaliput 18°46’ 82°56’ UKD Jan 1946 to Dec 2003

8 Simliguda UKD Jan 1946 to Dec 2003

9 Padwa 18023’ 82°40’ UKD Jan 1946 to Dec 2003

10 Jeypore 18°51’ 82°34’ UKD Jan 1941 to Dec 1992

11 Malkangiri 18° 20.4’ 81° IMD Jan 1941 to Dec

1992

12 Jagdalpur 19°06'30

”

82° 01' 30" CWC Jan 1941 to Dec

1999



TABLE- 2

List of G&D Station and Period of Availability of G&D Data

Sl

No

G&D

Station

Stream/

river

CA

(Sqkm)

Location Agency Period of

availability of dataLat Long

1 Koranga Kolab 1630 18°47’ 82°36’ UKD Jun 1961 to May

1971

2 Kota Kolab 1710 18° 47' 82° 31' CWC June 1969 to Jul

1987

3 Sardaput Kolab 4800 18° 36' 82° 08' CWC June 1969 to-

May 1987

4 Jagdalpur Indravati 7380 19° 06'

30"

82° 01' 30" CWC June 1966 to –

May 1998

5 Murthandi Joura

Nallah

NA19°03'

82° 17' CWC Dec 1989- May

1998

The discharge data observed at above G & D stations in 10-daily/ monthly format are

annexed in Annexure-1.

5.4 PAN EVAPORATION DATA

The observed pan evaporation data is important both for estimating the likely

reservoir evaporation and for estimating the likely evapo-transpiration from irrigated

areas.From reservoir, water is lost due to evaporation which needs to be considered

while carrying out simulation studies. Evaporation rates are important for preparation

of reservoir operation tables. It has a very significant role to play during a delayed

monsoon season when the reservoir storage is under maximum stress and demand for

irrigation, water supply and hydropower increases manifold. Evaporation rates are

generally highest in the summer months before the advent of monsoon; these may

further increase during the delayed monsoon period owing to rising temperature

resulting in severe depletion of the reservoir. Observed evaporation data is not

available for any station in the region. The evaporation value have, therefore been

interpolated from Evaporation Tables published by IMD. Evaporation depths are



measured by using American Class-A Pan Evaporimeter. Factors prescribed by IMD

to convert the observed meshed covered pan data to open pan and then into the lake or

reservoir evaporation depths are discussed in this chapter under the paragraph on

reservoir evaporation.

TABLE -3

Reservoir Evaporation –Mean Daily Depth (mm)

EVAPORATION VALUES Units: mm/day

Location: 18.59/82.17

Month Pan Evaporation Open Evaporation Lake Evaporation

January 3.3 3.8 2.3

February 5.3 6.1 4.3

March 6.0 6.9 4.8

April 6.8 7.8 5.5

May 7.0 8.0 6.4

June 6.0 6.9 5.5

July 4 4.6 3.7

August 5 5.7 4.6

September 4.5 5.1 3.6

October 4 4.6 3.2

November 4 4.6 3.2

December 4 4.6 2.8

Annual 2000 2288 1602

5.5 PROCESSING OF FLOW DATA AS REQUIRED FOR SIMULATION

As already stated, the simulation would be on 10 daily/monthly basis since the system

has both reservoir and diversion structures. Thus, the processing 10 daily/monthly

data is important.

The processing of the flow data normally consists of:

i) Internal consistency checks such as between river stage and river discharge.



ii) External consistency checks such as:

Between simultaneous flow of one station and another

Comparison of the shape of the cumulative probability functions (flow

duration curves) of the various stations

Comparison of general statistical properties of the various flow series

Consistency between flow and rainfall

5.5.1 Consistency Check of Observed Data

Before using the observed data for estimation of water availability for the proposed

project, the consistency check of all the observed data were carried out. The missing

gap or absurd figures in case of rain fall recorded (Px) in rainfall series at any station

were first of all filled up or corrected using normal equation as below.

Px = Nx/n {P1/N1 + P2/N2 + P3/N3 ……………. +Pn/Nn}

Where P1, P2,P3 …Pn are precipitation recorded at neighboring stations on the

day of missing rainfall at a particular station.

N1, N2, N3…Nn are the values of normal annual rainfall at individual station.

Nx is the value of normal annual rainfall at the station (X).

And n is the number of stations considered in the vicinity of the station X with

missing gap.

In case of discharge data, gaps or absurd data recorded were corrected with

correlating the concurrent period data at the nearby station showing good coefficient

of correlation or with concurrent period rainfall in thecatchment or by comparing the

adjoining discharge figures to show smooth variation while plotting hydrograph.

Consistency check of rainfall data was done by plotting the double mass curve of

rainfall at few individual station and adjoining station shown below as Fig.-1 to Fig.-4

FIGURE – 1



Double Mass Curve of Rainfall between Koranga and KoraputRaingauge station

FIGURE -2

Double Mass Curve of Rainfall between Nandapur and Pottangi Raingauge Station

FIGURE -3

05000

100001500020000250003000035000400004500050000

0 10000 20000 30000 40000

Kora

nga

R/G

Koraput R/G

Double Mass Curve

0.0

5000.0

10000.0

15000.0

20000.0

25000.0

30000.0

35000.0

40000.0

45000.0

50000.0

0.0 10000.0 20000.0 30000.0 40000.0 50000.0

Nan

dapu

r R/G

Pottangi R/G

Double Mass Curve



Double Mass Curve of Rainfall between Pottangi and Similiguda Raingauge Station

FIGURE -4

Double Mass Curve of Rainfall between Lamtaput and Nandapur Raingauge Station

Above plots are nearly straight lines which prove the rainfall data to be consistent.

For consistency check of discharge data observed at Koranga site (CA= 1630 Sqkm),

annual flow figures at this site were correlated with concurrent period rainfall in the

0

5000

10000

15000

20000

25000

30000

35000

40000

45000

50000

0 5000 10000 15000 20000 25000 30000 35000 40000

Pott

angi

R/G

Simliguda R/G

Double Mass Curve

0

5000

10000

15000

20000

25000

30000

35000

40000

45000

50000

0 10000 20000 30000 40000 50000

Lam

tapu

t R/G

Nandapur R/G

Double Mass Curve



catchment which has been appended at Annexure-2(i).The coefficient of correlation

works out as 0.79. Superimposed plots of rainfall and runoff are shown below in Fig.-

5.

FIGURE -5

Rainfall &Corresponding Runoff from Kolab Catchment at Koranga

The above plot and coefficient of correlation support the flows observed at Koranga

site to be reasonably consistent.

Similarly, the consistency check of discharge data observed at Kota (CA=1710

Sq.km) by CWC prior starting construction of UKD i.e., May 1985was done by

correlating the same with concurrent period catchment rainfall on annual basis. The

coefficient of correlation between these two sets of figures works out as 0.88 and

appended at Annexure-2(ii).Superimposed plots of annual rainfall and runoff are also

shown below inFig-6 for visual analysis.

FIGURE -6

0.00

200.00

400.00

600.00

800.00

1000.00

1200.00

1400.00

1600.00

1800.00

2000.00

Rain

fall/

Rono

ff(m

m)

Annual Rainfall& Runoff

Rainfall at Upper Kolab Cat Runoff at Koranga dam site



Annual Rainfall and Runoff fromKolab Catchment at Kota

In addition, flows of river Kolab observed at Kota and at Sardaput were correlated.

The monthwise coefficient of correlation in this case works out as given in the Table-

4below.

TABLE –4

Month wiseCoefficient of Correlation betweenFlows at Kota and at Sardaput

Month June July August Sept Oct Nov Dec Jan Feb Mar Apr May

Coefficientofcorrelation

0.983 0.940 0.952 0.926 0.935 0.826 0.822 0.691 0.501 0.658 0.771 0.848

From the table above, it is observed that monthly coefficient of correlation for all the

months except few months during lean season works out satisfactory.

Superimposed plot of these two sets of figures in Fig- 7 below also shows more or

less the similarity in variation.

FIGURE -7

Annual Flows of Kolab Observed by CWC at Kota and Sardaput

0.0

200.0

400.0

600.0

800.0

1000.0

1200.0

1400.0

1600.0

1800.0

2000.0Ra

infa

ll/Ru

noff

(mm

)

Annual Rainfall/Runoff

Rainfall in upper kolab catchment Obs. Runoff at kota



Double Mass curve of annual flows at Kota and Sardaput have been plotted below in

Fig- 8.

FIGURE -8

Double Mass Curve of Annual Flows at Kota and Sardaput

So, above analysis supports the flow data observed at Kota site prior 1986, to be

nearly consistent.

0

1000

2000

3000

4000

5000

6000

7000

8000

1969-70 1971-72 1973-74 1975-76 1977-78 1980-81 1982-83 1984-85

Annu

al F

low

(MC

M)

Annual flow of Kolab river

Annual flow at Kota(MCM) Annual flow at Sardaput(MCM)

0

10000

20000

30000

40000

50000

60000

70000

80000

0 5000 10000 15000 20000 25000

Sard

aput

G&

D

Kota G&D st.

Double Mass Curve



In order to check the consistency of flow observed at Murthandi site on Joura Nallah,

which is the spill flow from river Indravati to river Kolab, the flow observed in

Indravati at Jagdalpur located downstream of the off- take point of Joura Nallah were

scrutinized.

Superimposed plot of above annual flows for the concurrent period, in Fig – 9 below,

shows more or less the similarity in variation but the distinct similarity appears after

the year 1993-94 onward when the spill channel might have achieved nearly

stabilisation.

FIGURE -9

Annual Flows Observed at Murthandi and at Jagdalpur

Double Mass Curve between annual flows observed at Murthandi and at Jagdalpur

has been plotted in Fig. – 10below.

0

500

1000

1500

2000

2500

3000

1989-90 1990-91 1991-92 1992-93 1993-94 1994-95 1995-96 1996-97 1997-98

Ann

ual F

low

s in

cum

ec-m

onth

Annual flow Hydrograph

Inderavati at Jagdalpur

Jouranala at Murthandi



FIGURE -10

Double Mass Curve of Annual Flows Observed at Murthandi and at Jagdalpur

The plot of double mass curve during the period 1989-90 to 1992-93 depicts a curve

line because of the spill channel being in developing stage, whereas the same after the

0

1000

2000

3000

4000

5000

6000

0 2000 4000 6000 8000 10000 12000 14000 16000

Jour

anal

a at

Mur

than

di


Double Mass Curve (1989-90 to 1992-93)

0

500

1000

1500

2000

2500

3000

3500

4000

0 1000 2000 3000 4000 5000 6000 7000 8000

Jour

anal

a at

Mur

than

di


Double Mass Curve (1993-94to 1997-98)



year 1992-93 follows a straight line indicating the channel to have attained almost the

stabilized state.

In view of the above, the observed flow data of Joura Nallah at Murthandi can be

considered as consistent.

5.6 ESTIMATION OF WATER AVAILABILITY

As stated above, the catchment of the river Kolab at Middle Kolab Project site is not a

virgin catchment. Construction of Upper Kolab Dam (UKD) which is under operation

since 1988, intercepts drainage from upper part of the catchment measuring an area of

1630sq.km. Water available at UKD is used for hydroelectric generation after routing

through its reservoir,which hasa live capacity of 1215 MCM. The tail race release is

then routed through the Satiguda reservoir for irrigation use in Satiguda Irrigation

Project having ICA of 44,544 Ha.Balance water available from UKD after irrigation

use will be available for the proposed project from catchment upstream of UKD. In

addition, runoff from the catchment of Kolab between UKD and first diversion

structure of Middle Kolab Project proposed at Dumajodi will be available for the

proposed project. A part of adjoining catchment’s water will also be available as spill

fromIndravatiriver throughJoura Nallah in case the spill channel continues to flow as

at present.

A sketch showing the schematic layout of the proposed Middle Kolab Project is

placed at Plate -1 to understand clearly at a glance. As may be seen from the sketch,

the diverted water from the first diversion structure at Dumajodi will be used to

augment the water availability at Kerajodi Reservoir, before it enters into the power

house. The tail water after the powerhouse flows down to proposed barrage on River

Kolab for irrigation use to CCA of about 25,543ha.

Accordingly, a systematic approach has been followed to estimate the water

availability step by step for the proposed project as follows:

i) Estimation of inflow at UKD and routing through its reservoir for hydel and

irrigation use to get balance water available for Middle Kolab Project.

ii) Estimation of inflow from free catchment between UKD and 1st structure of

Middle Kolab Project.

iii) Estimation of Spill flows from Indrāvati to Kolab through Joura Nallah.

iv) Estimation of inflows from Catchment of Kerajodi.



v) Estimation of Total inflow at Irrigation Barrage site i.e., inflow from free

catchment between first structure and irrigation barrage plus tail water releases

from Power House and spill flows if any over the upstream structures.

Analysis of available consistent data has been carried out as in succeeding Para to

estimate the water availability as mentioned above.

5.6.1 Water availability from UKD‘s Catchment

In UKD project’s catchment, there is no long term observed data available for

analysis. Hydrological data observed at Koranga and Kota sites for the pre-

construction period of UKD project as stated above in Para 5.2 (discharge data),

Annexure-1(i)& 1(iv),are available which were recorded at the time of planning of

the UKD project.The flow measurements at the two sites have been observed by two

different agencies.Long term rainfall data in the catchment are however, available as

indicated in Para 5.2 (rainfall data), Table -1. Using these data, an attempt has been

made to derive a long term flow series based on best fit rainfall- runoff relation.

Since, the discharge of Kolab River at Koranga and Kota sites has been observed by

two different agencies and that too during different period without any overlapping,

continuity and matching of these two sets of discharge series needs to be tested before

using it to develop suitable rainfall- runoff model. Further, construction of UKD was

in advance stage in year 1986 and the virginity of flow was probably disturbed

thereafter, the observed flow data at Koranga/Kota up to year 1984-85 were

considered.

Based on daily observed flow at Koranga and Kota sites, the monthly flow series at

the two sites, have been derivedfor the period from June 1961 to May 1970 and June

1971 to May 1985 except for the year 1979-80 due to non-availability of observed

flow dataduring the period,which have been appended atAnnexure-1.The catchment

rainfall series for the concurrent period has been worked out using Theission Polygon

method except for the year 1971-72 due to non-availability of station rainfalland

appended in Annexure-3.Superimposed plot of rainfall and runoff with linear trend

thereof is shown in Fig.-11 below.



FIGURE -11

Annual Rainfall and Corresponding Runoff from Kolab’s Catchment at UKD

The mean annual runoff of the two periods has also been plotted separately thereon. It

is seen from the plot that the falling trend of observed runoff is comparatively more

rapid than that of rainfall in the catchment. Mean annual runoff of latter period has

accordingly reduced. The variability in annual rainfall and observed runoff is

comparatively better matching in case of latter period i.e., observed at Kota by CWC

than that of observed in earlier period observed at Koranga by UKD authority.

Statistical feature of the two sets of data series have been worked out and

tabulatedbelow.

TABLE-5

Statistical feature Flow of Kolab river observed at

Koranga Site(1630 Sqkm) Kota site (CA=1710 Sqkm)

Period of observation June 1961 to May 1970 June 1971 to May 1985

Mean annual flow(mm) 956.68 769.3

Standarddeviation 139.16 171.75

Mean annual rainfall(mm) 1541.88 1471

Annual run-off factor 0.63 0.52

Rainfall- Runoff Coefficient

of correlation

0.79 0.88



On comparison of the figures tabulated above, it is observed that the statistical

characteristics of two sets of flow series i.e., mean and standard deviation differ

considerably. Mean annual flow has reduced by about 20%. The catchment

characteristic also appears to have changed as average annual run-offfactor has come

down from 0.63 to 0.52. In view of theabove, the latest observed flow series i.e., for

the period from June 1971 to May 1985 has been considered suitable for developing

the long term flow series.

Using the concurrent period rainfall and runoff for the period from June 1972 to May

1983, monthly rainfall-runoff models using best fit bi-variant or multi-variant

regression equation were developed and the same are listed below in Table-6.

TABLE-6

Monthly Rainfall – Runoff Models for Kolab’s Catchment at UKD

Month Rainfall-Runoff models R2

June Qjun= 0.306*Pjun – 9.022 0.87

July Qjul = 0.472*Pjul – 38.1 0.748

Aug Qaug = 0.882*Paug -108.4 0.927

Sept Qsept = 0.758*Psept – 11.97 0.851

Oct Qoct = 0.0869*Qsept +0.4445*Poct +11.18 0.789

Nov Qnov = 0.15* Qoct+ 0.183*Pnov+17.25 0.85

Dec Qdec =0.327*Qnov +0.009*Pdec + 12.5 0.69

Jan Qjan = 0.58*Qdec + 0.149*Pjan + 3.38 0.871

Feb Qfeb = 0.494*Qjan-0.01*Pfeb +3.315 0.66

Mar Qmar = 0.729*Qfeb + 0.108*Pmar + 0.277 0.83

Apr Qapr = 0.261*Qmar + 0.148Papr + 2.864 0.885

May Qmay = 0.601*Qapr + 0.116*Pmay + 0.922 0.857

Q and P indicate monthly flows and catchment rainfall respectively.

Validation of Rainfall- Runoff Models

The values of R2,as seen from the table above, support the fitness of the rainfall-

runoff models. However before using the above models for derivation of monthly



flow series, these have been validated by comparing the computed flows using the

models with actually observed flows during the same period. Since, the models have

been developed based on observed rainfall and runoff for the period from 1972-73 to

1982-83, the computed monthly flows of1983-84 and 1984-85 have been compared

with the observed flows of respective years. Superimposed plots of observed and

computed flows of each year have been shown in Fig. 12 below for visual

comparison.

FIGURE-12

FIGURE - 13

The computed and observed monthly flows have been listed in the Table-7 below

with percentage of variation thereof.

TABLE-7

0.00

50.00

100.00

150.00

200.00

250.00

Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May

Mon

thly

run

off i

n m

m

Observed & computed monthly flows of year 1983-84

Obs flow

Computed flow

0.0050.00

100.00150.00200.00250.00300.00350.00400.00450.00

Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May

mon

thly

run

off i

n m

m

Observed & computed monthly flows of year 1984-85

Observed flow

Computed flow



Comparison of Computed and Observed Monthly Flows for Validation of Model

Year 1983-84 1984-85

Month

Observed

flow (mm)

Computed

flow (mm)

Catchment

rainfall

(mm)

Observed

flow (mm)

Computed

flow (mm)

Catchment

rainfall

(mm)

Jun 99.37 62.58 234.0 36.71 60.55 330.6

Jul 90.62 100.84 294.4 120.03 127.74 351.4

Aug 190.46 190.53 338.9 348.72 397.85 574.0

Sep 121.84 174.34 245.8 73.18 70.37 108.6

Oct 158.01 113.03 205.3 33.46 41.56 54.1

Nov 27.98 55.49 79.4 17.53 22.27 0.0

Dec 25.44 21.78 14.3 14.83 18.27 4.2

Jan 20.03 18.40 1.8 14.40 18.13 41.3

Feb 14.88 13.07 14.3 8.12 10.43 0.0

Mar 11.12 11.17 0.4 6.98 7.18 9.2

Apr 26.52 24.19 124.5 7.42 9.77 34.3

May 14.84 24.81 68.6 10.95 14.86 81.7

Total 801.11 810.24 1621.65 692.31 799.00 1589.36

Diff (%) 1.14 15.41

Run-off

factor 0.49 0.50 0.43 0.50

Monthly

peak runoff 190.46 190.53 348.72 397.85

Diff(%) 0.04 14.08

Monthly

Min runoff 11.12 11.17 6.98 7.18

Diff(%) 0.45 2.87

It is observed from above plots and tabulated figures that the computed values using

the monthly rainfall - runoffmodels match reasonably with the observed values of

flow. Hence, the monthly rainfall - runoff models developed above,have been adopted

for estimation of runoff from concurrent rainfall.



Accordingly, based on observed monthly rainfall, the monthly flow series of river

Kolab at UKD site has been estimated to extend the flow series from 1985-86 to

2002-03 using the models.Retaining the observed flows for the period from 1970-71

to 1984-85, themonthly flow series for the period from 1970-71 to 2002-03 have been

derived and tabulated in Annexure-4.Annual rainfall and the corresponding annual

flows have been plotted as shown in the Fig-14 below,and the trend line plotted

thereon supports the derived flow series to be consistent with the rainfall series in the

catchment.

FIGURE - 14

Annual Rainfall and Corresponding Runoff-Bar Chart

FIGURE - 15

0.0

200.0

400.0

600.0

800.0

1000.0

1200.0

1400.0

1600.0

1800.0

2000.0

1972

-73

1973

-74

1974

-75

1975

-76

1976

-77

1977

-78

1978

-79

1979

-80

1980

-81

1981

-82

1982

-83

1983

-84

1984

-85

1985

-86

1986

-87

1987

-88

1988

-89

1989

-90

1990

-91

1991

-92

1992

-93

1993

-94

1994

-95

1995

-96

1996

-97

1997

-98

1998

-99

1999

-200

020

00-0

120

01-0

220

02-0

3

Rain

fall/

Rum

off(

mm

)

YearRainfall

Runoff



Annual Rainfall and Corresponding Runoff -LineChart

Simulation of above flow series have been done assuming priority to the irrigation

requirement in Satiguda Irrigation command and keeping in mind the installed

capacity of the Upper Kolab Hydel Project. Monthly crop water requirements have

been estimated based on the present cropping pattern in the region, which are

tabulated below

TABLE -8

Monthly Crop Water Requirement in Satiguda Irrigation Command.

Month Crop water requirement in

MCM

January 45.248

February 57.31

March 63.005

April 43.246

May 39.722

June 34.666

July 0

August 0

September 0

October 62.977

November 68.789

0200400600800

100012001400160018002000

1971

-72

1972

-73

1973

-74

1974

-75

1975

-76

1976

-77

1977

-78

1978

-79

1979

-80

1980

-81

1981

-82

1982

-83

1983

-84

1984

-85

1985

-86

1986

-87

1987

-88

1988

-89

1989

-90

1990

-91

1991

-92

1992

-93

1993

-94

1994

-95

1995

-96

1996

-97

1997

-98

1998

-99

1999

-200

020

00-0

120

01-0

220

02-0

3

Rain

fall/

Runo

ff (m

m)

Year



December 42.862

Using the revised area-capacity table of UKD reservoir which is appended at

Annexure-5, detail simulation work had been done and the balance water available

for Middle Kolab Project from UKD’s catchment including return flow @ 10% of

irrigation as well as domestic& Industrial use as considered in normal practice, are

given in Annexure-6.

5.6.2 Water Availability at Diversion Barrage from Kolab catchment at Dumajodi

The free catchment between UKD & Dumajodi spread over 1473 Sq.km does not

have sufficient raingauge stations. Only three number raingauge stations located in the

upper part of the catchment cannot be considered to be representative. Considering

similarity in catchment characteristics meteorological condition with that of UKD’s

catchment, flow series of free catchment between UKD and Dumajodi have been

derived on catchment area proportionate basis. The flow series thus estimated are

appended at Annexure-7(i&ii). Total water availability series from Kolab catchment

at Dumajodi which include the net water available from UKD’s catchment as given in

Annexure- 6 above, is presented in Annexure- 7(iii&iv).

5.6.3 Water Availability In The Form Of Spill From Indrāvati Through Joura Nallah

Joura Nallah , a spill channel off taking from adjoining stream Indrāvati a tributary of

Godavari from its left bank at a place located upstream of Jagdalpur, outfalls into

river Kolab just upstream of the proposed location of Middle Kolab Project. This spill

flow will be added to the water availability of river Kolab from its own catchment at

Dumajodi diversion site, provided the spill channel continues to flow as it is.

The daily measurement of spill discharge is done at Murthandi G&D station by

Central Water Commission. Quantum of annual spill through Joura Nallah has been

correlated with corresponding total flow in Indrāvati measured at Jagdalpur. Yearwise

percentage of spill flow to total flow of Indrāvati at Jagdalpur have been worked out

and tabulated in Table-9below.



TABLE -9

Spill Flows from Indravati River to Kolab through Joura Nallah

Year

Spill flow

through

Joura Nallah

Indrāvati flowobserved at

Jagdalpur

Total flow in

Indrāvati at

Jagdalpur (4=2+3)

% of Spill flow

5=(2/4)*100

1 2 3 4 5

1989-90 3926.61 270.08 4196.69 6.44

1990-91 7036.00 1043.00 8079.00 12.91

1991-92 6845.02 1129.15 7974.17 14.16

1992-93 4341.96 1563.85 5905.82 26.48

1993-94 2950.98 1279.22 4230.19 30.24

1994-95 6086.81 3360.01 9446.82 35.57

1995-96 3565.37 1960.64 5526.00 35.48

1996-97 2463.14 1463.07 3926.20 37.26

1997-98 2973.79 1767.46 4741.25 37.28

Yearwise percentage has been plotted for visual analysis regarding development of

spill channel and shown below in Fig –16.

FIGURE-16

Year wise Percentage of Spill Flow through Joura Nallah

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

1989-90 1990-91 1991-92 1992-93 1993-94 1994-95 1995-96 1996-97 1997-98

% o

f Spi

ll

Spill of Indravati flows through Jouranala



From the above table and plot, it is observed that the spill channel viz. Joura Nallah

was on the verge of progressive development till the year 1993-94 and from the year

1994-95, it appears to have achieved nearly stabilized course to transfer about 35 to

37% of Indrāvati’s total flow at Jagdalpur.

Monthly total flow series of Indrāvati at Jagdalpur have been worked out assuming no

spill prior to year 1989i.e., the year of starting discharge observation at Murthandi by

CWC and tabulated in Annexure - 8. The monthly average spill percentage after the

course of Joura Nallah gets stabilized, have been worked out and the same have been

shown in the figure below with value of percentage given in the table below.

FIGURE-17

Average Percentage of Monthly Spill from Indrāvati through Joura Nallah

TABLE-10

% Flow of Indravati through Joura Nallah

Month Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May

% 54.8 32.2 29.0 31.6 43.6 52.0 58.5 60.6 65.5 69.5 65.9 68.5

Using the above spill percentage, the spill flow series have been derived and

appended at Annexure– 9.



5.6.4 Water Availability From Catchments Of Kasbal-Moulijodi And Kerajodi

The link channel taking off from first diversion barrage at Dumajodi to balancing

reservoir at Kerajodi crosses over the two local streams viz Kasbal-Moulijodi (CA=

25.82Sq. Km)and intercepts the flow of Kerajodi (CA= 25.55 Sq. Km). Inflows from

Kasbal-Moulijodi will contribute to the water availability at irrigation

barrage,whereas the inflows from Kerajodi catchment will be additionally available

for the balancing Reservoir ofMiddle Kolab Project, as there is proposal for

construction of adam across the stream.

Since these small catchments have similar topographical as well as meteorological

characteristics, inflows from the catchment have been estimated simply on catchment

area proportionate basis from virgin flow series , which has already been annexed in

Annexure–4, pertaining to catchment lying upstream of UKD. The monthly flow

series from the Kerajodi catchment thus derived are tabulated in Annexure-10.

In case, for some technical reasons, the construction of weir/dam over Kasabal-

Moulijodi is not feasible, inflows from Kasabal-Moulijodi catchment will not be

available for power house of Middle Kolab Project and water from this catchment will

be available directly for Irrigation barrage.

5.6.5 Water Availability At Proposed Irrigation Barrage Of Middle Kolab Project

The free catchment of Kolab below Dumajodi will contribute to water availability at

the barrage site in addition to overflows from upstream diversion structure, inflow of

Kasbal-Moulijodi Nallah and the tail water releases from power house of Middle

Kolab Project. In order to estimate the inflows from free catchment, the catchment

rainfall has been worked out using Theissen Polygon Method and tabulated in

Annexure-11.Since observed flows at Sardaput G&D Station include the spill flows

from adjoining catchment of Indrāvati and interrupted flows from UKD, for which

long term proper record is not available to segregate the flow from free

catchment,rainfall in the catchment has been compared with that in UKD’s catchment

for the concurrent period of 1972-73 to 1998-99, average monsoon rainfall during this

period in the two catchments, are 1225.25 mm and 1200.71 mm respectively. Values

of average annual rainfall for these CAs are however slightly more different. Since the

monsoon rainfall is the major source of surface runoff, and the two catchments having

similar topography,the monthly flows from the catchment have been estimatedon



catchment area proportionate basis shown in Annexure – 12and the inflow from the

catchment of Kasbal-Moulijodi Nallah has been added and the flow series derivedthus

aretabulated in Annexure-13. The final water availability at the barrage site has been

worked out after addition of overflows and tail water release to beworked out after

simulation of balancing reservoir.

5.7 DESIGN FLOOD

Estimation of design flood for design of structures is a very significant component of

hydrological studies from safety point of view. Besides safety of the structure, the

decision in respect of magnitude of design flood to be adopted is based on potential

damage in the valley in case of failure of the structure.

5.7.1 Design Flood Criterion

Since absolute flood safety is unrealistic, selection of proper rational flood is very

important in view of the reason that the higher value of design flood will result in

uneconomical cost of the project whereas the lower value increases the risk of safety

of structure and the protection of population. Further, the decisive factor in

determination of design flood is the feature or parameter of flood that can be

identified as the major cause of potential damage. The decision as to which parameter

should be considered for particular case rests with the planner and the designer and

should be based on the analysis of the given situation. The decisive parameters

(WMO, 1994) as given in the Table-11may be used for guidance:

TABLE-11

Decisive Parameters for Various Purposes

S. No. Structure and / or Objectives Relevant Flood Parameters

1 Culverts, bridges, weir / barrage and

surplusing arrangement for small dams

Peak discharge

2 Clearance under bridges / culverts, flood

embankments, road / rail embankments,

formations

Peak stage (water level)

3 Design of flood control reservoir and

generally for all cases where the effect of

Flood volume and flood



flood storage on flood moderation can be

significant i.e. for design of spillway

capacities and freeboards on dams

hydrograph

4 Cases where superimposition of several

floods must be considered i.e. flood

protection d/s from the mouth of large

tributaries or for reservoir operation

during flood

Flood hydrograph shape

5.7.2 Design Flood Criteria For Weir / Barrage

Weir and barrage which are diversion structures have generally small storage

capacities and there is rarely any enhanced risk of life and property d/s due to failure

of structure. However, apart from loss / damage of structure, there will be disruption

of irrigation and communications which are dependent on the structure. Existing

practices for adopting design flood of barrages and weirs are as per recommendation

of the BIS Code IS: 6966 Part-I “Hydraulic Design of Barrage and Weirs-Guidelines

Alluvial Reaches”, which states that for design of such structures, design flood of 50

years return period may normally suffice. But in such cases, where risk and hazards

are involved, a review of the criteria based on site conditions may be necessary. For

deciding the freeboard, a minimum of 500 years return flood or the standard project

flood may be desirable.

5.7.3 Design Flood Criteria For Storage Dam

Inflow design flood for the safety of dam is the flood for which, when used with

standard specification, the performance of the dam should be safe against

overtopping, structural failure, and the spillway with its energy dissipation

arrangements should function reasonably well.

The criteria for fixing spillway capacity of storage dams as prevalent in India are

covered in IS: - 11223 -1985 “ Guidelines for fixing spillway capacity, which states

that the inflow design flood for the safety of dam would be selected on the basis of the

classification of the dam as follows:

TABLE -12



Classification of dam and the design flood to be adopted

Classification Gross storage (Mm3) Hydraulic Head (m) Design Flood

Small Between 0.5 and 10 Between 7.5 and 12 100 year flood

Intermediate Between 10 and 60 Between 12 and 30 SPF

Large Greater than 60 Greater than 30 PMF

Hydraulic head is measured from minimum tail water level to the full reservoir level

and the classification adopted would be the greater of that indicated by the above two

parameters. Floods of higher or lower magnitude can be considered if the hazards

involved in the eventuality of a failure, is particularly high or low. Any departure

from general criteria as above on account of larger or smaller hazard should be clearly

brought out and recorded.

5.7.4 Estimation Of Design Flood For Diversion Structures In Middle Kolab Project

As may be seen from the sketch showing layout of the Middle Kolab Project, three

number of major structures as mentioned below are proposed across the main stream,

and the local streams intercepted by the link canal.

i) A barrage at Dumajodi across river Kolab to divert water to link canal

ii) A storage dam across the local stream known as Kerajodi Nallah to act as

balancing reservoir for the Middle Kolab Hydel Power house at Kodukugarha

iii) A barrage across river Kolab , downstream of Kerajodi’s confluence with Kolab

Depending upon the size and type of the structures, the design floods of appropriate

magnitude indicated in the table below as per codal practice stated in Para above,

have been calculated for individual structure.

TABLE-13

Proposed Type & size of structure with appropriate magnitude of design flood

Sl no Type of

structure

Location Stream/

River

Height

&

Storage

Magnitu

de of

design

flood

Village Lat/Long

1 Weir or

Barrage

Dumajodi 18059’45”

82017’12”

Kolab 12 m 50 yrs or

100 Yr’s

& SPF or



500 Yr’s

2 Storage

dam

Kodukugarha 18045’34”

82010’24”

Kerajodi 82 m

165

Mcm

PMF

3 Barrage

(Irrigation

Purpose)

- - Kolab - 50 yrs or

100 Yr’s

& SPF or

500 Yr’s

For estimation of design floods, hydro-meteorological approach has been

adopted.Accordingly the values of design storm in the catchment corresponding to the

design flood of individual structure with different return periods have been worked

out as discussed in the forgoing Para.

5.7.5 Estimation Of Design Storm & Its Temporal Distribution

The two barrages on the Kolab river and the one dam on its tributaries if having

heights over 30 meters, are to be designed for Probable Maximum Flood (PMF) as per

criteria laid down for High dams in relevant BIS code. Their PMF has to be a flood

corresponding to Probable Maximum Storm resulting from the most critical

combination of meteorological conditions resulting in the highest rainfall. It is equal

to the highest observed storm depth transposable over the project region called

Standard Project depth adjusted for the maximum moisture charge.

The catchment areas of the three structures are prone to severe rainfall of

unprecedented magnitude under the influence of monsoon systems originating from

the Bay of Bengal and the cumulative effect of orographic features of the Eastern

Ghats and the systems in upper air easterlies.

Accordingly severe storms over Orissa were studied and it transpired that 28 – 29

August 1982 storm centered over Bijepur is the severe most storm and also

transposable over the project catchment owing to climatic and geographical

homogeneity of the storm region and the project region.

The project catchment is rectangular one with catchment areas of 3103 sq km up

toDumajodi Barrage and elongation ratio of about 2.0 and resembles the core isohyets



of the storm. PMP depth for 1-day duration on transposition over the project

catchment area is estimated as below:-

i) At the barrage over Kolab near Dumajori village, downstream the confluence of

Joura Nallah which delivers Indrāvati river spills into the Kolab

ii) When the core of isohyets including the severe most storm center lies above the

Upper Kolab Dam:

Maximum Transposed depth above Upper Kolab: 434 mm

MMF = 1.34, PMP: 1.34 X 434 = 582 mm

Clock hr correction factor = 1.15 limited to 50 mm= 50 mm

24 hour PMP depth: 632 mm

Corresponding storm depth between Upper Kolab and Dumajori

Storm depth = 201.5 mm

MMF = 1.34

Maximized depth: 270 mm

Clock hr Factor : 1.15

Therefore 24 hr depth: 310 mm

iii) When the storm is concentrated between the Upper Kolab and the diversion

Barrage

Maximum Transposed depth below Upper Kolab: 446.6 mm

MMF = 1.34, PMP: 1.34 X 446.6 = 598 mm

Clock hr correction factor = 1.15 limited to 50 mm= 50 mm

24 hour PMP depth: 648 mm

Corresponding storm depth above Upper Kolab and 1st Barrage:



Storm depth = 372.55mm

MMF = 1.34

Maximized depth: 499 mm

Clock hr Factor : 1.15 limited to 50mm: 50 mm

Therefore 24 hr depth: 550 mm

The above depths are, therefore, adapted as the Probable maximum storm depths.

II) Dam over Kerajodi Nallah (Balancing Reservoir)

The drainage area of the dam is less than 50 sq km, maximum observed point rainfall

of 521mm recorded at Bijepur during the 1982 storm is proposed to be adopted with

1.34 moisture maximization factor and 50mm towards clock hour correction. The

final 24- hour point PMP depth is estimated to be 748mm.

III) Second/Irrigation barrage over the Kolab

The total catchment area including all upstream structures is about 1227sq km

including Kasbal-Maulajodi catchment. Storm depths estimated as in the case of first

barrage is adopted as design storm for irrigation barrage in Kolab.

Temporal Distribution

Based on self recording rainfall data of nine rain gauge stations at Manoharpur,

Brahamapuri, Kanker, Khilari, Palkot, Ranchi,Tillaya, Keonjergarh and Khirawan in

the storm region following temporal distribution is recommended.

Hrs. 1 3 6 12 24

%. 16.5 34 48 70 100

5.7.6 Estimation of Design Flood for Diversion Barrage at Dumajodi

As mentionedabove, a barrage atDumajodi has been decided as the diversion structure

across Kolab Riverto divert its water in to the link canal. As per codal practice for

design flood criteria explained in Para above, a flood peak corresponding to 50 years

return period as design flood will suffice. For deciding the free board, flood peak

corresponding to 500 year return period or SPF has been considered.



In order to estimate the design flood of desired magnitude, the corresponding design

storm in the catchment has been worked out as discussed earlier by transposing storm

over the catchment with its centre located suitably to produce maximum influence.

Since, the catchment of Kolab river at Dumajodi is split into two parts by the existing

UKD, the inflow flood from the catchment upstream of UKD will get moderated

while routing through the reservoir and then through downstream course of Kolab.

Inflow flood from free catchment at Dumajodi below UKD will then be added to

moderated flood from catchment of UKD. Accordingly, the values of design storm in

the two parts of the catchment are tabulated as below

Table-14

Value of one-day design storm in Kolab’s catchment at Dumajodi

Return period Storm values in

catchment between UKD

and Dumajodi

Corresponding storm values

in catchment above UKD

25 year’s 18.40 16.93

50 year’s 20.24 18.62

100 year’s 24.84 20.31

SPS/ 500 year’s 49.66 42.84

Since, data related to the concurrent short interval rainfall and runoff in the catchment

are not available, synthetic catchment response function (UG) for the two parts of the

catchment have been developed as per “Flood Estimation Report for Lower Godavari

subzone (Subzone - 3f)” published by CWC. The UGs developed thus were

convoluted with corresponding design storm in respective catchment. Flood routing of

inflow floods from UKD’s catchment weredone through the UKD reservoir using

Modified Puls Method assuming critical condition of the reservoir i.e., the design

flood impinges when the reservoir is full upto FRL. This moderated flood was then

added to the inflow flood from free catchment after channel routing by Muskighum

method.The complete detail calculations are appended in Annexure-13(i to vi). The

design flood hydrographs of its catchment’s inflow floods with different return period

are plotted and shown in Fig.18 below.



Fig –18

Design flood Hydrograph with different return period from Kolab’s catchment at

Dumajodi

Besides flood from its own catchment, the spill channel viz.Joura Nallah will import a

part of Indrāvati’s flood to Kolab, as it is an uncontrolled spill channel. To work out

the percentage flood discharge to be transferred by Joura Nallah, analysis of observed

flood discharges in Indrāvati river at Jagdalpur and Joura Nallah at Murthandi for the

concurrent period when the spill channel appears to have attained stability, has been

done and the result is tabulated below:

0

2000

4000

6000

8000

10000

12000

14000

16000

18000

20000

0 10 20 30 40 50 60 70

Dis

char

ge (m

3/se

c)

Time (Hrs)

SPF

100 Year

50 Year

25 Year



Table –15

Percentage of flood discharge imported by Joura Nallah from Indrāvati

Date Observed peak

discharge of

Indrāvati at

Jagdalpur

Corresponding observed

peak discharge of Joura

Nallah at Murthandi

% of Indrāvati peak

discharge transferred

by Joura Nallah

6th sep’94 2750 1012 36.8

2nd sep’95 2080 760 36.5

22nd july’96 1190 314 26.4

22nd aug’97 1084 350 32.3

A plot of observed peak discharge Vs % of peak discharge imported by Joura Nallah

is shown below in Fig-19, from which it is observed that at higher discharge with

return period more than 25 years, the average percentage of imported discharge is

approximately33 %.

Fig –19

Monthly percentage Peak Discharge Imported by Jouranalla

In order to find out the imported peak discharge by Joura Nallah with desired return period,

annual flood peakseries of Indrāvati at Jagdalpur for 32 years have been analyzed statistically

after checking its suitability. The annual flood peak series of Indrāvati at Jagdalpur is

appended as Annexure-14.The flood peaks of Indrāvati with different return period using2-

Para log normal distribution which is the best fit,workedout as tabulated below.The



Table –15


Date Observed peak

discharge of

Indrāvati at

Jagdalpur



Nallah at Murthandi



by Joura Nallah

6th sep’94 2750 1012 36.8

2nd sep’95 2080 760 36.5

22nd july’96 1190 314 26.4

22nd aug’97 1084 350 32.3




approximately33 %.

Fig –19









Table –15


Date Observed peak

discharge of

Indrāvati at

Jagdalpur



Nallah at Murthandi



by Joura Nallah

6th sep’94 2750 1012 36.8

2nd sep’95 2080 760 36.5

22nd july’96 1190 314 26.4

22nd aug’97 1084 350 32.3




approximately33 %.

Fig –19









corresponding peak floods to be transferred by Joura Nallah to Kolab have also been worked

out therein considering approximately 30% of total peak discharge would be spilled out

through Joura Nallah.

Table-16

Peak flood imported by Joura Nallah to Kolab

Return Period Flood peak of Indrāvati at

Jagdalpur

Flood discharge imported by

Joura Nallah

25 year 3802 1141

50 years 4220 1266

100 years 4636 1391

SPF/500 year 5606 1682

Considering critical condition i.e., 100 % synchronization of Indrāvati’s flood with

Kolab’s flood by virtue of being neighboring sub-basin of same river basin and their

similar topographical and hydro-meteorological condition, the transferred peak

discharge by Joura Nallah has been added to the peak flood discharge of Kolab as

calculated above, to find out the design discharge of Kolab at the site of diversion

structure. The final design discharge figures thus worked out are tabulated below

which can be adopted for design of the diversion structure at Dumajodi.

Table-17

Final design discharge of Kolab river at Dumajodi

Return period Peak discharge from

Kolab’s catchment

(cumec)

Peak discharge

imported by Joura

Nallah (cumec)

Total Peak discharge

(cumec)

25 year 4457 1141 5598

50 years 4972 1266 6238

100 years 6750 1391 8141

SPF/500 year 17430 1682 19112



5.7.7 Estimation of design Flood of Kerajodi Nallah at Proposed Dam Site

A storage dam of approximate height of 94 m is proposed across Kerajodi Nallah at

the end of link canal to create a balancing reservoir with gross storage of about 135

MCM. As per codal practice, the design flood to the magnitude of PMF will be

required for design of the structure. The catchment area of Kerajodi Nallah at the

proposed dam site is 25.55 Sq.km. One-daypoint PMP of 748 mm has been

considered as the design storm, 24-hour PMP after applying clock hour correctionas

well as areal correction for the catchment works out as 688.1mm. The catchment

response function (UG) has been developed as per CWC’s publication mentioned

above. The UG was convoluted with one-day PMP as in Annexure-15 and the plot of

design flood hydrograph for different return period is shown in Fig-21 below.

Fig-21

Hydrograph of Kerajodi Nallah at proposed Dam site

Ordinates of above design flood hydrograph (PMF) are listed in the Table-18 below,

the peak of which works out as 1245.49cumecs.

0.00

200.00

400.00

600.00

800.00

1000.00

1200.00

1400.00

0 5 10 15 20

Dis

char

ge (m

3/se

c)

Time (Hrs)

PMF

SPF

100 Yr

50 Yr

25 Yr



Table –18

Ordinates of Design Flood Hydrograph

Time(Hr) PMF(m3/sec)0 1.5330.5 43.0811 272.7301.5 174.7882 498.4682.5 286.4773 686.1953.5 427.9634 1160.0614.5 480.6075 386.9335.5 186.2816 249.6066.5 131.5037 252.7677.5 94.7048 10.5878.5 6.6409 1.533MAXIMUM 1160.06

5.7.8 Estimation of design Flood of Kolab river at Irrigation Barrage Site

As may be seen from the line sketch of schematic layout of the project, a barrage is

proposed across river Kolab at a suitable location below the confluence of Kerajodi

Nallah to divert water for irrigation to about 25,000 ha of cultivable land in Maithili

block of Malkangiri dist. As per codal practice for design flood criteria explained

above, a flood peak corresponding to 50-yr or 100-yr return period as design flood as

the case may be, in view of downstream situation have been considered. For

deciding the free board, flood peak corresponding to 500 year return period or SPF

has been considered.

Since, the catchment of Kolab River upstream of proposed diversion structure is likely

to be intercepted by a number of structures after construction of the project, 50& 100

year’s return period flood at the proposed site has been worked out after accounting

for the moderation effect by each structure. The catchment response function (UG) for

the free catchment of Kolab below Dumajodi has been developed as per CWC’s



publication mentioned above. The UG has been convoluted with SPS and 100, 50 and

25 year’s return period design storm of 16 hour duration in the catchment. The return

period flood and SPF from the intercepted catchment after routing through the

reservoirs as the case may be, and the downstream reach of the channel, have been

added to the correspondingreturn period flood and SPF from free catchment.

The flood peak of 50-yr’s and 100 – yr’s return period from catchment of Kolab thus

works out as 8084Cumec and 9793 cumec respectively. These values of flood peak

however do not include the effect of flood spill from Indrāvati through Joura Nallah.

The peak value of flood spill corresponding to50-year’s and 100- yr’s return period

works out as 1266 cumecs and 1391 cumec respectively. The design flood peak after

summation of effect of flood spill thus works out as 9350cumecand11184cumecand

can be considered for hydraulic design of the barrage as the case may be. On the

similar line, SPFhave been calculated, details of which are appended at Annexure-16.

Plot of final flood hydrographs after routing through the reservoir and channel is

shown Fig-23 below.

0

5000

10000

15000

20000

25000

0 10 20 30 40 50 60 70

Dis

char

ge (m

3/s)

Time (Hrs.)

SPF

100Yr

50 Yr

25 Yr



5.8 DIVERSION FLOOD FOR PROPOSED STRUCTURES DURING

CONSTRUCTION

Considering that the construction activities for the project will be carried out even

during the monsoon season to complete the project in short period, the 25 year and 50

year return period flood corresponding to monsoon period have been selected as

design flood for temporary diversion structure to be constructed during construction

period. Thus, the design flood for the different structures have been worked out hydro

meteorologically as discussed in the last para corresponding to these return periods.

The flood peaks for the different structures are tabulated below:

Sl no Structures 25-Yr’s return

period peak

50-Yr’s return

period peak

1 Diversion barrage at

Dumajodi

4458 cumec 4972 cumec

2 Kerajodi dam 272 cumec 304 cumec

3 Irrigation barrage 6819 cumec 8084 cumec

Corresponding to above return period, the risk factors for various probable

construction periods say 5 years, 8 years and 10 years have been worked out using the

following relationship:

Risk = 1-Pr (Non exceedance)

= 1-(1-1/Tr)n

Where Tr = Return period for which design flood is considered

n = Construction period in years

Sl. No. Return Period(Years)

Risk in Percentage during ConstructionPeriod

5 years 8 years 10 years

1 25 18.5 27.9 33.5

2 50 9.6 14.9 18.3

It is suggested that the construction agency should adopt appropriate magnitude of



design flood for construction of diversion structure keeping in view the probable

construction period and risk factor.

5.9 RESERVOIR SEDIMENTATION

It is well known that life of the reservoir is very much affected by sedimentation.

Therefore, it is very necessary that the capacity lost in the reservoir due to

sedimentation during its life is accounted properly. As per the criteria laid down in the

guideline of the working group report for hydel project, usually 25 years of reservoir

sedimentation is considered for revised Elevation Area Capacity curve for use in the

stimulation study. The outlet sill level of the reservoir is kept well above the 70 year

New Zero Elevation (NZE). The procedure discussed in CBIP publication No 19 “life

of the reservoir” is used for obtaining the New Zero Elevation expected after 25 yr

and 70yr sedimentation and the revised Elevation-Area-Capacity curves. BIS Code

12182 -1987alsostipulates that the feasibility service period of 70 years and a full

service period of 25 years can be considered in case of power projects supplying

power to grid. The 70 year sediment load, and the new zero elevation has been used

for fixing power outlets and MDDL of the reservoir. The 25 year revised area

capacity curves for reservoir would be used in the simulation/ working table studies.

Water from upper Kolab catchment will be available after routing through the upper

Kolab reservoir, an average area-capacity curve after 25 yr. of sedimentation is

required for the simulation studies. Accordingly the sedimentation study using

empirical area reduction method has been carried out assuming the sediment rate of

0.43 mm/yr as adopted in the UKD Project report & used for working out the balance

water available for Middle Kolab Project after meeting the irrigation requirement in

Satiguda Irrigation Project.

The Middle Kolab Catchment is a part of the Kolab catchment, the project being

located just downstream of upper Kolab dam projects, where thesediment inflow rate

is70 Ha.m/yr, the same has been adopted in view of the topographical similarity.

Since in Kerajodi reservoir the ratio of expected average annual volume of sediment

deposition and gross capacity of the reservoir works out as 0.24, the sediment

problem is significant. The calculations for sediment distribution to calculate the

revised area for the reservoirs andits capacities after 25 years and 70 years of

operation are shown in Annexure -17.2 & 17.3.


Chapter-6: Project Design Features 6-1

CHAPTER 6

PROJECT DESIGN FEATURES

6.0 GENERAL

The Middle Kolab Multipurpose Project envisages two barrages on River Kolab and

an earthen dam at Kerajodi Nallah. There is one diversion barrage near village

Chhatarala in Koraput District. The overall waterway is 177 m long. This barrage

diverts the water through a 38.55 km long link channel to the reservoir of an earthen

dam 678.88 m long, on Kerajodi Nallah. Water from the dam is taken through HRT to

the proposed powerhouse and then again back to river Kolab. There is another barrage

(Irrigation Barrage) on river Kolab, near village Tentuliguda. The overall waterway of

this barrage is 237 m. Two unlined canals – Right Main Canal (RMC) and Left Main

Canal (LMC) are being proposed to take off from the irrigation barrage, on the right

and left sides of the river respectively. Major cross-drainage, cross-masonry and other

structures proposed to be designed have been identified and typical structures have

been designed.

6.1 CANAL SYSTEMS

A link channel (38.55 Km) takes off from the diversion barrage and carries water to

Kerajodi dam. A Right Main Canal (RMC) of 27.40 Km and a Left Main Canal

(LMC) of 77.10 Km take off from the irrigation barrage across River Kolab. The FSL

of both main canals is 264.0 m. The index map of the project area is shown in

WAP/WRD/MKMP/1.

6.2 DESIGN OF STRUCTURES

This irrigation project envisages the construction of following.

(i) Diversion barrage

(ii) Link channel

(iii) An Earthen dam & a chute spillway across Kerajodi Nala.

(iv) Power House, HRT & Surge shaft

(v) Irrigation Barrage

(vi) Right & Left Main canals off-taking from the irrigation barrage.



(vii) Head regulators of link channel and both Main Canals

(viii) Cross Drainage works across Link channel, Main Canals and other distribution

systems

(ix) Road Bridges wherever required.

(x) Distributaries and minors / sub-minors and their control structures, measuring

devices

6.2.1 Diversion Barrage

Diversion Barrage has been provided to control the river inflow and outflow and to maintain

the pond level in the river to facilitate proper discharge into link channel. The barrage has

been provided with raised crest. The barrage has been provided with the following

components

(i) Under Sluices

(ii) Spillway Bays

(iii) Vertical Steel gates with hoisting arrangements & working platform

(iv) Piers and divide wall

(v) Head regulator

(vi) Energy Dissipation Cistern

The design has been done in accordance with IS 6966-1989. The pond level has been kept at

EL 536.5 m. Afflux has been considered. Hydraulic jump type stilling basin has been

designed in accordance with IS Code 4997-1968 and subsequent revision upstream and

downstream cut off have been provided to take care of scour on upstream and downstream

side of 1 R and 1.25 R respectively. Crest of under sluices has been kept at river bed level.

The crest of the spillway has been kept at 1.3 m above the crest of undersluice. The layout

plan and plan & section of the diversion barrage is given as Drawing No.

WAP/WRD/MKMP/15 and 16 respectively in the drawing volume. The plan and section of

the guide bund is given as Drawing No. WAP/WRD/MKMP/17 in the Drawing volume. The

design of the diversion barrage is attached at the end of this chapter as Annexure-6.1.

6.2.2 Earthen Dam

An earth dam generally consists of the components such as cut-off, Core, Casing,

Internal drainage system, Slope protection, and Surface drainage. The basic

requirements for design of earth dam are to ensure (a) safety against overtopping, (b)

stability, and (c) safety against internal erosion.



The proposed earthen dam is 678.88 m long and 94.0 m high with a top width of 10.3

m. FRL of the impounded reservoir is 528.0 m and dead storage level (DSL) 485.0 m.

With a provision of free board of 4 m, top of dam is at EL 532.00 m. The upstream

slope of the dam varies from 2.5:1 to 3:1 and downstream slope varies from 2:1 to

2.5:1. The stone riprap has been provided on the upstream side as per the BIS

guidelines. A Drawing of Earthen Dam shown in WAP/WRD/MKMP/29 is presented

in Drawing Volume.

6.2.3 Chute Spillway

A Spillway is a structure constructed in conjunction with dam to pass surplus water

for reservoir regulation and safety. Spillways are classified according to their most

prominent features. They are controlled or uncontrolled depending on whether they

are gated or un-gated. The chute spillway is the one which passes the surplus

discharge through steep sloped open channel, called chute placed either along a dam

abutment or through a saddle. It is provided mainly with an earthen dam or a rockfill

dam & is isolated from the main dam.

The spillway is designed so as to pass the maximum discharge of 1160 cumecs, .i.e.

PMF flood. The spillway is designed for discharge corresponding to the reservoir

level at 528 m i.e. at FRL. It is proposed to keep 5 nos. of bays of width 9 m each and

4 nos. of piers. The piers are needed to hold the sides of the gates in gated spillways.

The function of the piers is to contract the flow and, hence to alter the effective crest

length of the spillways, in addition to provide support. The effective length of the

crest is expressed as:

Le = L - 2 (N*Kp + Ka) Hd

Where,

L = Clear length of the crest;

Kp = Pier contraction coefficient is equal to 0.01 for round nosed pier;

N = Number of piers;

Ka = Abutment Contraction coefficient is equal to 0.1 for rounded abutment with

headwall



Hd = Total head on the crest including the velocity head.

A gated chute spillway of 57.0 m length has been provided on the right side of the

dam .The crest of the spillway has been kept at EL 522.70 m and gates have been

provided to store water up to FRL 528.0 m. The upstream and downstream profiles of

the chute spillway has been designed as per IS Code guidelines. The apron level is up

to 493.5 m. The apron level and glacis level have been joined with a curve of 2Hd

length i.e. 12 m. The glacis hereafter joins. The upstream and downstream profiles of

the chute spillway has been designed as per IS Code guidelines. The apron has been

joined with 1: 8 slope upto a level of 476.4 m. The cistern level has been joined with

the river bed level of 432.0 m with a slope of 1:3. A typical drawing of chute spillway

with radial crest gates is shown in the WAP/WRD/MKMP/30. The design of the

spillway is appended at the end of the chapter.

6.2.4 Irrigation Barrage

Irrigation Barrage has been provided to control the river in flow and outflow to maintain the

pond level in the river to facilitate proper discharge into right main canal and left main canal

taking off from this barrage. The barrage has been provided with the following components:

(i) Under Sluice

(ii) Spillway Bays

(iii) Vertical Steel gates with hoisting arrangement & working platform

(iv) Piers and divide wall

(v) Head Regulator on right and left side

(vi) Energy dissipation cistern

The design has been done in accordance with IS Code -6966-1989. The pond level has been

kept at EL 264. Afflux has been considered. Hydraulic jump type stilling basin has been

designed in accordance with IS code 4997-1668 and subsequent revisions. Upstream and

Downstream cutoff have been provided to take care of scour on upstream and downstream

side of 1R and 1.25R respectively. Crest of under sluice has been kept at river bed level. The

crest of spillway has been kept at 1.5 m above the crest of undersluice. The plan & section of

the diversion barrage is given as Drawing No. WAP/WRD/MKMP/19 in the drawing volume.

The plan and section of the guide bund is given as Drawing No. WAP/WRD/MKMP/20 in the

Drawing volume. The design of the diversion barrage is attached at the end of this chapter as

Annexure-6.2.



6.2.5 Head Regulator on Link Channel, Right & Left Main Canal

A Head Regulator is a structure constructed at the head of a canal offtaking from a

reservoir behind a barrage or a dam. The head regulator regulates the supply of flow

in the canal & also controls the silt entry in the canal. Head regulator also serves as a

meter for measurement to the distributary/canal.

Head regulator is proposed with a design discharge of 160 cumecs on link channel,

the F.S.L. of channel is proposed as 536.0 m. The design of the head regulator is

given as Annexure-6.3 at the end of the chapter. The drawing for the same is given as

Drawing WAP/WRD/MKMP/18 in the drawing volume.

A head regulator with design discharge of 20.0 cumecs has been provided on Left

Main Canal, (LMC). The FSL at canal off-take is 263.50 m. The design of the head

regulator is given as Annexure-6.4 at the end of the chapter. The drawing for the same

is given as Drawing WAP/WRD/MKMP/21 in the drawing volume.

Similarly, another head regulator with design discharge of 12.0 cumecs has been

proposed for Right Main Canal (RMC). The FSL at canal off take level is 263.5 m.

The design of the head regulator is given as Annexure-6.5 at the end of the chapter.

The drawing for the same is given as Drawing WAP/WRD/MKMP/22 in the drawing

volume.

6.2.6 Intake Structure & HRT

Water from Kerajodi dam is proposed to be taken to the power house through HRT

and then through intake. The diameter of HRT is 4.6m. From HRT water is proposed

to be taken to three units of the powerhouse through steel penstocks. The design of

Intake structure is given as Annexure-6.6 at the end of the chapter. The drawings for

the HRT & support details and Plan & Section of Intake Structure are given as

Drawing WAP/WRD/MKMP/34 and 35 respectively in the drawing volume.

6.2.7 Power House & Surge Shaft

Powerhouse is situated on the left bank of river Kolab. It comprises of three units of

100 MW each and is designed for a net head of 237.5m with design discharge of 47.1



cumecs. The level of turbine floor is a El. 259.2 m and that of generator floor is a El.

275.0 m. The size of power house is 67mX20.3m and is provided with service bay.

The machine hall has been provided at the same level to facilitate easy approach to

men, machinery & material and easy operation of E.O.T. crane. The penstock enters

the powerhouse horizontally. A surge shaft of 13 m dia has been provided. The design

of the surge tank has been given as Annexure-6.7 at the end of the chapter. The plans

of the power house at Generator Floor level & at Turbine Floor level and cross-

section of power house are given as Drawings WAP/WRD/MKMP/32, 33 and 36

respectively in the drawing volume. The drawing showing elevation, cross-section

and grouting details of surge shaft is given as Drawing WAP/WRD/MKMP/38 in the

drawing volume.

6.2.8 Design of Main Canals

The Project command is served by two main canals and then respective network of

distributaries, minors & sub minors etc. As per the norms adopted by the water

resources Department, Government of Orissa, the canals with discharge more than 1

cumec are to be designed as unlined canals. Accordingly, both main canals are

designed as unlined canals, as per the IS code 7112-2002 whereas minor sub minors

offtaking from the canals and having discharge less than 1 cumec have been designed

as lined canals with trapezoidal sections having side slopes of 1.5(H) : 1 (V) for

precast concrete lining. Trapezoidal canal section is adopted for practicability and the

canal has been designed by Manning’s formula.

Three types of cross sections have been adopted as below

1. Canal in full cutting

2. Canal in partial cutting & partial filling

3. Canal in complete filling.

Side slope in cutting and filling is taken as 1:1 and 1.5:1 respectively depending upon

the type of the soil. Outer slope of the bank has been provided as 1.5:1. A freeboard of

0.5 m has been provided for discharge less than 10 cumecs and 0.75 m for channels of

discharge more than 10 cumecs. The freeboard shall be measured from the full supply



level to the level of the top of the bank. The value of Rugosity Coefficient N has been

adopted as 0.0225.

The design section has been computed by calculating velocity using Manning’s'

equation and cross sectional area (A) computed considering channel side slopes of

0.5:1 i.e. stabilized regime section of unlined channel as

N

xSRV

2

1

3

2

Where,

V = Velocity in metre/sec.

R = Hydraulic mean depth = A / P in meter.

A = Sectional area of canal with side slope 0.5:1, in square metre.

P = Wetted perimeter in metre.

S = Bed slope /water surface slope

N = Coefficient of Rugosity

The following criteria have also to be kept in view while designing the irrigationchannels

a) Water Surface Slope

It should be between 1:10,000 to 3,000 i.e. for Main Canal it is proposed as

1:5000 and for other channel, it is proposed as 1:3,000. I f the gradient is steep,

falls / drops are to be provided where the Canal Full Supply level touches the

ground level.

b) Bed Depth Ratio (B/D Ratio)

The B/D Ratio should normally vary between 1.20 to 3.00 to adopt the most

economical design section.

c) Conveyance Losses

The conveyance losses to be adopted 2.25 cumecs / million sq. m. of wetted are in

case of unlined canals and 0.60 cumecs/ Million Sq. m. for lined canals.

d) Water Allocation (Duty)



The water allocation (Duty) is to be taken as 650 ha. of C.C.A. / cumec

(1.538liters per sec per hectare) including all losses for this project area.

e) Rugosity Co-efficient

The following values of rugosity co-efficient (n) are to be adopted in design of canal

system for channel with pre cast concrete lining 0.017, for earthen channel 0.0225, and

for channels in gravels and cobbles 0.03.

The design of section for Link channel, Left Main Canal and Right Main Canal are

given as Annexure-6.8. Typical sections of unlined canal for all are shown in drawing

No WAP/WRD/MKMP/10 in the drawing volume.

The L-sections of the Link Channel, Left Main Canal and Right Main Canal are also

given in the Drawing Volume as drawing no. WAP/WRD/MKMP/12, 13 and 14

respectively.

6.2.9 Design of Civil Structures

a) Cross Drainage Works

Whenever a canal crosses a natural drainage on its way, it is necessary to construct

hydraulic structure to dispose off drainage discharge, so that water supply continues

uninterrupted. These pukka works are termed as cross drainage works. Canals, which

are aligned as contour channels, cross largest number of natural nallah or drains.

Cross Drainage works are thus unavoidable on any canal system. These include

aqueducts, drainage syphons, super passages, drainage under tunnel and canal siphon,

falls, inlets, outlets and diversion works.

Drainage water interrupted by a canal may be disposed off

i. By passing the canal over the drainage and is achieved through aqueduct

ii. By passing the drainage over the canal and is achieved through a supper

passage

iii. By lowering the canal/drainage and is achieved through either drainage

siphon or drainage under tunnel.

Falls are provided where the existing ground slope is steeper than the longitudinal

slope provided. Vertical falls are provided in the distributaries, minors, sub minors



and water courses. Locations of falls are normally made where the FSL meets the

ground level. To dissipate the excess energy developed, a cushion has been provided

in the downstream.

On the Right Bank canal there are Syphon and Aqueducts, including minor canals and

natural drains while on the Left Bank Canal there are Aqueducts, syphons. The

Typical designs of cross drainage works on the Right Bank Canal like Syphon,

Aqueduct are prepared and details are enclosed in drawing no.

WAP/WRD/MKMP/24 to WAP/WRD/MKMP/26 respectively in the drawing

volume.

b) Cross-Masonry Works

The irrigation canals create an obstruction to the traffic. So means of crossing should

be provided at suitable intervals for roads, village cart tracks etc. These structures are

provided as Village Road Bridge, Major District Road Bridge, depending upon the

type of the road. Bridges in the canal system are provided based on the type of roads.

It crosses i.e. village road, district road, state highway or National highway. The

bridges are combined with irrigation structures like falls or regulators. All the bridges

across canals are designed according to IRC specifications/loadings. These are now

usually constructed with R.C.C decking and concrete substructure. The criteria for

single lane bridge and double lane bridge are given in detailed below:

Design Criteria for Village Road Bridge

a) Waterway has been taken as bed width plus water depth.

b) Thickness of slab and reinforcement has been taken as per Ministry of

Transportation (MOT) Publication for Class-A loading.

c) Free Board has been taken as 0.75 m.

d) Depth of Foundation has been taken as 2.0 m below bed /ground level (whichever

is lower)

e) Top width of abutment has been taken as 1.6 m and width of Abutment at

bed/ground level as (0.9*h), where h is the height of abutment above bed/ground

level, whichever is lower.

f) Top of end wings walls is kept as 0.6 m and width at junction of foundation

concrete as (0.4*h)

g) Foundation of wings has been taken as 1.2 m below ground level.



h) Wearing coat in average thickness of 7.5 cm has been laid over R.C.C slab with

1:2:4 concrete.

i) Tell tale rings shall be provided and expansion joint of 25 mm thickness has been

provided in slab, which shall be filled with maxfalt mixed with wooden dust.

j) Bed block in M 20 concrete has been provided.

k) All pier and abutment work shall be done in M15

l) R.C.C work shall be in M20

m) Foundation concrete shall be in M10

n) Sand of Fineness Modulus shall not be less than 1.5.

o) Wearing coat shall be laid with stone ballast of 20 mm size (A20)

p) Clear Carriage way of 4.25 m has been provided for single lane bridge

Design Criteria for Major District Road Bridge

a) Waterway has been taken as bed width plus water depth.

b) Thickness of slab and reinforcement has been taken as per Ministry of

Transportation (MOT) Publication for Class-AA loading.

c) Free Board has been taken as 0.75 m.

d) Depth of Foundation has been taken as 2.0 m below bed /ground level (whichever

is lower)

e) Top width of abutment has been taken as 1.6 m and width of Abutment at

bed/ground level as (0.9*h), where h is the height of abutment above bed/ground

level, whichever is lower.

f) Top of end wings walls is kept as 0.6 m and width at junction of foundation

concrete as (0.4*h)

g) Foundation of wings has been taken as 1.2 m below ground level.

h) Wearing coat in average thickness of 7.5 cm has been laid over R.C.C slab with

1:2:4 concrete.

i) Tell tale rings shall be provided and expansion joint of 25 mm thickness has been

provided in slab, which shall be filled with max falt mixed with wooden dust.

j) Bed block in M 20 concrete has been provided.

k) All pier and abutment shall be done in M15 concrete

l) R.C.C work shall be in M20 concrete

m) Foundation concrete shall be in M 10 concrete

n) Sand of Fineness Modulus shall not be less than 1.5.



o) Wearing coat shall be laid with stone ballast of 20 mm size (A20)

p) Clear Carriage way of 7.5 cm has been provided.

q) For Four lane bridge carriage way has been kept as 14.5 m

The detailed drawings of Village Road Bridge for Left Bank Canal is shown in the

drawing no. WAP/WRD/MKMP/27 and WAP/WRD/MKMP/28 in the drawing

volume.

6.2.10Canal Network

a) Macro-Canalization Planning

The command area of the project lying on both sides of the river Kolab is proposed to

be served by construction of two canals- one on each side i.e. Right Main canal and

Left Main canal . Distribution systems such as minors/sub minors are also proposed to

off take from both canals in order to serve the separate pockets of command. Their

design criteria have already been outlined in previous para.

Micro –irrigation system operation and criteria for fixing the level of out-let/ off-

taking channels are described as under:

In order to achieve the utilization of full irrigation potential created under any

irrigation system, it is necessary that net-work of well aligned field channels/water

courses is laid, so that the beneficiaries get their allocated water at specified time. The

criteria for fixing the level of outlets and off-taking channels are enumerated below:

i. The level of the field proposed to be irrigated will determine the water level

required at the head of water courses

ii. It should be seen that F.S.L in the irrigation channel does not rise unnecessarily

high in an attempt to command isolated high patches, nor it would be lowered

too much at the cost of sizeable command.

iii. Head over Field 0.15 to 0.3 m depending on the conditions obtaining in each

canal

iv. Minimum working head at outlets 0.15 m.

v. The distribution systems are designed in a way so that they are able to draw full

designed discharge when the main canal is running at the designed F.S.D. This

would mean that F.S.L of the distribution system will be fixed 0.15m lower than

the F.S.D of the main canal



vi. Minimum driving head of 0.15 m adopted from Main canal to minors and from

minor to sub minors.

b) Drainage Network Planning

Micro Canalization comprises the irrigation network below the outlet upto

cultivated fields. The drainage network system is to be planned considering the entire

chak as unit and the entire water of the chak is being drained to the lowest point of the

chak by means of firm drains. The firm drains are to be constructed and maintained by

the farmers. The water so collected is planned to be disposed off to the natural nallah,

drain or river means of link or outfall drains and are defined as follows:

Link drain is one which collects water from the chak through an inlet structure and

leads upto the outfall drain i.e. outfall to the outfall drain. Outfall drain is one which

collects water from the chaks as well as from link drains and leads upto the natural -

nallah, drain or river for disposal.

Inlet structures have been provided where the water of the chak enters the link or

outfall drain and outfall structures have been provided where link drain meets with the

outfall drain or meets with the natural nallah, river. At the outfall point, a minimum

H.F.L difference of 0.10m has been provided for effective drainage.

c) Micro Planning

An area of 1189 ha out of 9633 ha, i.e., 12.3% of the total command area of the

project has been considered as pilot area from Right Main Canal (RMC) for macro &

micro canalization of the Project. Minors, sub minors, watercourses, field channels

including link & outfall drains were planned in the pilot area considering the

guidelines in view for network planning

Minor having a discharge of less than 1 cumec have been designed as lined

trapezoidal canals with bed slope of 1 in 3000, Rugosity coefficient of 0.017, free

board of 0.5 m is considered. Side slopes of 1.5: 1 is taken while designing the canal

sections. A CCA of 1189 ha was considered for planning of the 12.3 % of pilot area.

A duty of 650 ha/cumec is been utilized at arriving the discharges for minors & sub

minors including all losses.

Middle Kolab Multi-Purpose Project Detailed Project Report

Chapter-7: Irrigation Planning 7-1

CHAPTER – 7

IRRIGATION PLANNING

7.1 INTRODUCTION

Odisha state is having predominantly agrarian economy with nearly 25%

contribution from agriculture in net state domestic product. About 73% of total

work force is engaged in farming sector. Gross cropped area in the state is about

90.09 lakh hectares out of which only 33.08 lakh hectares (36.72%) is irrigated.

Climate in the state is quite variable and plays major role in agriculture economy of

the state. About 37% of total geographical area of the state is occupied by farming.

At the time of independence total food production in the state was estimated at 24

lakh MT which has increased to 92 lakh MT in 2007-08. Thus, Odisha state

contributes around 4% in national food production. Paddy is most important crop

in the state occupies about 60% of gross cropped area with average productivity of

about 1.7 ton/ha as against 2.1 ton/ha at national level. Food crops occupy almost

90% of gross cropped area which is mostly raised (62%). The use of improved

seed, fertilizers and pesticides are also much lower than the national level.

Cultivable land of the state can be divided into high lands (47%), medium (28.5%)

and low lands (24.5%).

Odisha state is characterized with subtropical climate with high temperature, high

humidity, medium to high rainfall and short winters. Average rainfall is about 1450

mm out of which about 80% is received from June to September and remaining

20% in winter months. The state suffers from natural calamities like floods,

droughts and cyclones almost every year.

Odisha state is having abundant water resources and extensive network of rivers

and streams. For judicious utilization of water resources, it is essential to have

proper infrastructure for conservation and management of water resources in the

state.

Water is essential input for plant growth and development. Full potential of crop

varieties can be exploited when water is not limiting. Several irrigation projects are

being implemented to augment irrigation potential in the state. By 2008 about

40.81 lakh hectare of irrigation potential has been created using surface and ground



water in the state.

At present about 33.08 lakh hectare area is irrigated which accounts to 81 % of

total irrigable area and about 36 % of gross cropped area. Major sources of

irrigation are ground water resources, lift and flow irrigation systems.

7.2 AGRO-CLIMATE

The State can be divided into ten agro-climatic zones on the basis of soil, weather

and other relevant characteristics. Its land can be classified into three categories,

low (24.5%), medium (28.5%) and up-lands (47%) with various types of soil like

red, yellow, red-loamy, alluvial, coastal alluvial, laterite and black soil etc. with

low and medium texture. Characteristics of different agro-climatic zones in Odisha

are presented in Table.

Sl.No.

Agro-climaticZone

AgriculturalDistricts

Climate Normal Broad SoilgroupsMean

annualrainfall(mm)

Meanmaximumsummer

temp (°C)

Meanminimum

wintertemp (°C)

1 NorthWesternPlateau

Sundargarh,parts ofDeogarh,Sambalpur &Jharsuguda

Hot &moistsub-humid

1600 38.0 15.0 Red, Brownforest, Red& Yellow,Mixed Red& Black

2 North CentralPlateau

Mayurbhanj,major parts ofKeonjhar,(exceptAnandapur &Ghasipurablock)

Hot &moistsub-humid

1534 36.6 11.1 Lateritic,Red &Yellow,Mixed Red& Black

3 North EasternCoastal Plain

Balasore,Bhadrak, partsof Jajpur &hatdihi blockof Keonjhar

Moistsub-humid

1568 36.0 14.8 Red,Lateritic,Deltalcalluvial,Coastalalluvial &Saline

4 East & SouthEasternCoastal Plain

Kendrapara,Khurda,Jagatsinghpur,part of Cuttack, Puri,Nayagarh &part ofGanjam

Hot &Humid

1577 39.0 11.5 Saline,Lateritic,Alluvial,Red &Mixed red& Black

5 North EasternGhat

Phulbani,Rayagada,Gajapati,Nabarangpur,part of

Hot &moist,sub-humid

1597 37.0 10.4 Brownforest,LateriticAlluvial,Red, Mixed



Sl.No.

Agro-climaticZone

AgriculturalDistricts

Climate Normal Broad SoilgroupsMean

annualrainfall(mm)

Meanmaximumsummer

temp (°C)

Meanminimum

wintertemp (°C)

Ganjam &small patchesof Koraput

Red &Black

6 Eastern GhatHigh Land

Major parts ofKoraput.

Warm &humid

1522 34.1 7.5 Red, MixedRed &Black,Mixed Red& Yellow

7 South EasternGhat

Malkangiri &part ofKeonjhar

Warm &humid

1710 34.1 13.2 Red,Lateritic,Black

8 WesternUndulatingZone

Kalahandi &Nuapada

Hot &moistsub-humid

1352 37.8 11.9 Red, MixedRed &Black andBlack

9 WesternCentral TableLand

Bargarh,Bolangir,Boudh,Sonepur, partsof Sambalpur& Jharsuguda

Hot &moistsub-humid

1614 40.0 12.4 Red &Yellow,Red &Black,Black,Brownforest,Lateritic

10 Mid CentralTable Land

Angul,Dhenkanal,parts ofCuttack &Jajpur

Hot &moistsub-humid

1421 38.7 14.0 Alluvial,Red,Lateritic,Mixed Red& Blac

The command area of Middle Kolab Multipurpose Project lies in Malakangiri

district of Odisha, which falls under semi-arid region which receives average

rainfall of 1597 mm per annum. Out of total rainfall, about 75-80 percent is

received during rainy season from June to September. The remaining 20-25%

rainfall is received in winter and summer months.

The project area is located in Koraput district. The minimum and maximum

temperature ranges from 12oC to 40oC.

It is seen that relative humidity is maximum in the month of August and minimum

in the month of March. The relative humidity in the basin varies from 88% to 93%

during July to September.

There are three distinct cropping seasons namely, Kharif, Rabi and Zaid. Kharif

season starts with onset of south-west monsoon in the month of June and

terminates in September-October. The crops are grown mainly as rain fed in Kharif



season. Owing to limited irrigation facilities Kharif is the main cropping season in

this region. Productivity of Kharif crops depends on timely rain and its distribution

in the season. The sowing of Kharif crops is mostly done in June- July but it

continues up to August in some cases. Kharif crops are harvested in October-

November. The sowing of Rabi crops starts in November as soon as the fields are

vacated from Kharif crops and continues till late December. Rabi crops are

harvested by April. In Zaid season, crops can be grown with assured irrigation

facilities. Short duration crops like Urad, mung or maize can be grown from

February to May-June. Some crops like paddy, maize, sorghum, vegetables etc. can

be grown throughout the year with assured irrigation.

7.3 EXISTING CROPPING PATTERN

In Malkangiri district, among cereals rice is principal crop occupying about 92.9

thousand hectares in kharif and 900 hectares in rabi season. In rabi season rice is

gross as irrigated while in kharif season about 55% area is rainfed. Coarse cereals

like maize and ragi, small millets like bajra and jawar are also grown in limited

areas.

Pulse crops like arhar, gram, urad and mung are grown with residual moisture

under rice-fallow rotation. The productivity of these crops is low mainly due to

conventional method of cultivation. Pulses occupy about 6000 ha area.

Major oilseed crops include ground nut, sesame, linseed, sactor, mustard,

sunflower, riger and safflower. These crops occupy about 30 thousand ha area in

the state. Oilseed crops are grown in uplands in Kharif and river beds and rice

fallow in Rabi. Most of the oilseeds expect ground nut have quite low productivity.

Low input application is the main reason for low yield of oilseed crops. Pulses and

oilseeds are mostly used for home consumption and very little surplus is available

for market.

Jute, mesta and cotton are important fibre crops occupying very limited area in the

distirict. The area of jute and mesta is shrinking due to availability of synthetic

fibre.

Cultivation of sugarcane is also gaining cash popularity due to establishment of

sugar mills in the state. Cash crops are being cultivated in about 2% of the total



cultivable area. Vegetables are also being grown in substantial area. Very limited

area is also occupied by fruits namely mango (7200 ha), citrus (700 ha), papaya (50

ha) and banana (500 ha). About 100 ha is occupied by spices.

7.4 IRRIGATION COMMAND

The water from the Kolab river will be diverted through a diversion barrage

constructed just downstream of the confluence of Joura Nallah and Kolab River,

which will be used to augment the water availability for the dam to be built on

Kerajodi Nallah. The water from reservoir will be carried through Power House

located at lower altitude on the left side of Kolab River near village Kodukugurah

in Odisha. The water finally released from power house back to Kolab River. An

irrigation barrage will be constructed in further downstream to envisage irrigation

to CCA of 24543 ha. Two canals, one with length of 77.1 Km (to the left bank of

Kolab River) and another with 27.4 Km (to the right bank of the Kolab River) will

take off from this Barrage. A schematic diagram (Index Map), showing the

command area and the location of Dam & Barrages, are given in Dwg. No.

WAP/WRD/MKP/INDEX MAP.

7.5 PROPOSED CROPPING PATTERN

The cropping pattern in a private area is influenced by prevailing climate

conditions like rainfall, temperature, and humidity and sunshine hours. In addition

soil fertility, topography and moisture status also affects selection of crops in a

particular season. Supply of agricultural inputs like seed, fertilizer, water and

pesticides also plays an important role in selection and success of a particular crop.

Development of infrastructure for irrigation can bring about significant changes in

cropping pattern.

At present Kharif crops occupy more than 70% of gross cropped area as these

crops can be grown as rainfed in rainy season. In Rabi season water becomes

limiting factor and crops can be grown only where irrigation is available. There are

some pulses and oilseed crops which can be grown in Rabi season with limited soil

moisture but their productivity is quite low. At present cropping in project area is

less than 80% which can easily be raised to 160% with availability of irrigation in



Rabi season. Some short duration crop like vegetables can also be incorporated into

cropping system with irrigation.

The cropping pattern in a particular area is governed by its climate including

maximum and minimum temperature, rainfall and its distribution, soil type and

topography, availability of irrigation facilities, supply of agricultural inputs and

capacity of farmers to buy them, and ultimately marketing support to the

agricultural produce associated with its demand. The availability of irrigation water

through this project is likely to bring perceptible change in existing crop scenario

in the district.

At present, rice occupies more than 70% cropped area in Kharif season and another

13% area in Rabi season. During Kharif season rice is mainly grown as rainfed

crop and it does not make use of irrigation water. But in Rabi season rice is grown

as irrigated crop. Rice having higher water requirement than other crops utilizes

sizable amount of irrigation water which can other wise be used to grow other

crops like pulses oil seeds and cash crops including vegetables, fruits and spices in

much larger area. Thus, if rice crop is replaced by more remunerative crops in Rabi

season like vegetables, fruits, pulses and oilseeds, it can fetch a better price and

bring about prosperity to the farmers in the district. It is therefore suggested that

rice cultivation may be restricted to Kharif season and replaced by other crops in

Rabi season with lesser water requirements. For instance, Maize can replace rice in

Rabi season. Pulse production in Rabi season can be increased by about 5%, if 5 to

6% area occupied by rice in Rabi season is spared.

Among vegetables/spices occupies 1% area in Kharif. Its area may be readjusted

and other vegetables, fruits and spice crops may be introduced with availability of

irrigation facilities. Sugarcane is other cash crops grown on very limited scale. Its

needs a closer look to decide their area under changed conditions keeping

economic considerations in view.

Flower cultivation can also be taken on small scale to start with and extended later

depending upon demand and market support. Flowers like marigold, gladiolus, rose

etc can be grown where irrigation facilities are available. It may have scope near

cities particularly in festival season.



The Suggested cropping pattern and crop calendar for Middle KolabMultipurpose Project

Sl.

No

Crop Crop Area

Hectares

Crop Period Crop duration

(No. of Days)

Kharif

1 Paddy-I 166405th June

135 days

2 Maize-I 1280 15th June 130 days

3 Green Gram-I 768 25th July 70 days

4 Groundnut-I 128 25th June 130 days

5 Mustard-I 4608 1st July 97 days

6 Vegetables-I 128 5th June 105 days

7 Fodder 384 5th June 90 days

8 Onion 128 15th June 150 days

9 Pulses 51.2 25th July 133 days

Rabi

10 Paddy-II 665.6 20th December 135 days

11 Maize-II 665.6 1st December 130 days

12 Green Gram-II 1459.2 1st January 70 days

13 Groundnut-II 13312 15th December 130 days

14 Mustard-II 307.2 20th September 97 days

15 Vegetables-II 128 1st November 105 days

16 Fodder 256 21st October 90 days

17 Pulses-II 51.2 5th January 133 days

Perennial

18 Mango 384 1st June 360 days

19 Citrus 128 1st June 360 days

20 Banana 256 1st July 360 days

7.6 ASSESSMENT OF CROP WATER REQUIREMENTS

Crop water requirement is defined as the depth of water needed to meet the water

loss through evapotranspiration of crop growing in large fields under non-

restricting soils, water and nutrient availability and achieving full production

potential under the given growing environment. The success of this objective

depends on matching the water availability at river source with the quantum of

water required for various crops in the command area for sustainable agricultural

production. In the present study, procedure adopted for calculation of crop water



requirements and irrigation requirements are mainly based on methodologies

presented in FAO Irrigation and Drainage papers No. 24 “Crop Water

Requirements” and No. 33 “Yield response to water” The software “CROPWAT

5.7” based on revised method for estimating reference crop evapotransipiration,

adopting the approach of Penman-Monteith as recommended by the FAO Expert

consultation held in 1990 in Rome has been used for calculation ETo and crop

water requirements for the selected crops.

Efficient use of water in crop production can only be attained when the planning,

design and operation of water supply and distribution system is geared towards

meeting requirements in quantity and time during the periods of water shortage, for

optimum and high yields of crops. For effective application in planning, design and

operation of irrigation system, it is necessary to analyse the effect of water supply

on growth of crops. The relationship between crop yield and water supply can be

evaluated when crop water requirements and crop water deficits on one hand and

maximum and actual crop yield on the other can be quantified. Deficit in water and

the resulting water stress on the plant, have an effect on crop evapotranspiration

and crop yield.

The following are the main factors which play an important role in determining

crop water requirements.

a) Climate or the ambient environment enveloping the plant determines the

evaporative demand. For instance, in sunny and hot climate, crops need more

water per day than in cloudy and cool climate,

b) Crops like banana and sugarcane having large leaf area need more water than

crops having smaller leaf area like beans and wheat,

c) The crops which are fully grown need more water than crops that have just

been planted and

d) On the whole, surface climatology including temperature, sunshine duration,

wind velocity, relative humidity and rainfall has a substantial effect.

7.6.1 Step-by-Step Procedure for Computing Crop Water Requirement

There are several methods for computing crop water requirements using

climatological and physiological approaches. The most practical and

comprehensive method for computing crop water requirements based on



climatological approach is “Modified Penman’s method”, which has been used to

compute crop water requirements for this project. The step-by-step procedure for

computing crop water requirement is summarized below:

Modified Penman’s Method

Based on the studies of the climate and measured grass evapo-transpiration data

from various research stations in the world, Dooven bas and Pruitt (1977) proposed

method known as modified Penman’s method for estimating reference crop

evapotransipiration (ETo) and gave tables for computations.

The procedure for computing crop water requirements is summarized below:

(1) Collection of climatologically data.

(2) Computation of reference evapotransipiration (ETo) based on two

components viz: radiation term and aero dynamic term.

(3) Selection of crop coefficient Kc

(4) Determination of effective rain fall.

(5) Computation of crop water requirements and irrigation requirements for the

proposed cropping pattern.

i) Collection of Climatologically Data

Crop water requirement is basically influenced by surface climatological data

including temperature, sunshine duration, wind velocity, relative humidity and

rainfall. It may be worthwhile to mention here that variation of climatological

parameters such as sunshine hour, relative humidity, maximum and minimum

temperature over the area is much less than variation rainfall. The Middle Kolab

Multipurpose Project command has two canal from the Irrigation Barrage, (i) right

main canal with CCA of 9391 hectares and (ii) left main canal irrigating CCA of

15152 hectares in Malkangiri district. For the present study, the climatological data

of Climatological Station, Koraput having Latitude of 18° - 49’ N, Longitude 82° -

43’ E and elevation of 913 m above MSL was used. However, for rainfall the data

of various stations falling within the project command were considered for finding

out the 75% dependable rainfall. It is to be noted that the rainfall significantly

influences the irrigation requirements.



ii) Computation of Reference Evapo-transpiration (ETo)

The crop water requirement (ETc) is calculated using following relation

ETC = ETO x KC

Where,

ETC = Crop evapo-transpiration, mm/day.

Actually ETC is defined as crop water requirement or consumptive use of crop

which is defined as the depth of water needed to meet the water loss through

evapotransipiration (ET crop) of a disease-free crop, growing in large fields under

non-restricting soil conditions including soil water, fertility and achieving full

production potential under the given growing environment.

ETo = Reference crop evapotransipiration in mm/day.

ETO represents the rate of evapotransipiration from an extended surface of 8 to 15

cm, green grass cover, actively growing, completely shading the ground and not

short of water.

KC = Crop co-efficient which varies with the crop genotype and growth stages.

More explicitly it is the function of crop canopy coverage. The KC of crop at

younger age is lower than that at full maturity stage.

iii) Selection of KC Values

The crop coefficient is the ratio of ETC/ETO. Whereas ETC is the crop

evapotransipiration of a crop and ETO is the reference evapotransipiration of grass

crop.

KC is defined as the canopy coverage factor, which is influenced by following

factors:

(i) Type of crop,

(ii) Growth stage of the crop,

(iii) Climate, and

(iv) Surface moisture condition of the field

With respect to type of crop the KC values of fully developed with large leaf area

of a crop like banana are higher than the KC values of fully developed with its

small leaf area such as gram crop. In fact the KC values are directly related to



extent of transpiration. KC value also differs with growth stage of a crop. For

instance the KC values of initial growth stage are much smaller than that of a full

grown crop. The climate influences the duration of the total growing period and

various growth stages. For example, in a cool climate, certain crop will grow

slower than in warm climate.

The crop factor KC is determined from following parameters:

(i) Crop genotype i.e. type of crop as cereal, vegetables, pulses, fiber crop etc.

(ii) The total growing period of each crop

(iii)Crop growth stages

The total growing period of a crop has been divided into four growth stages:

1. The initial growth stage: this is the period from sowing or transplanting when

the crop covers about 10% of the ground.

2. The crop development stage: this period starts at the end of the initial

growth stage and lasts until the full ground cover has been reached (ground

cover about 70-80%).

3. The mid-season stage: this period starts at the end of the crop development

stage and lasts until maturity; it includes flowering and grain-setting.

4. The late season stage: this period starts at the end of the mid season stage

and lasts until the last day of the harvest; it includes ripening.

In the present study the crop coefficient values for the crops under consideration as

recommended by FAO have been used and KC values interpolated for 10 daily

intervals are given in the tables containing crop evapotransipiration and irrigation

requirements data.

iv) Determining Effective Rainfall

The entire water received from rainfall is not utilized by the growing crop; a part of

it may be lost by surface runoff, deep percolation or evaporation. Only a portion of

heavy and high intensive rains can enter and be stored in the root zone. A part of

stored water is utilized by crop to meet its evapotransipiration. In the present study,

in the present “effective rainfall” has been computed using USBR method. The

monthly effective rainfall is given in Annexure-7.1



v) Irrigation Efficiencies

For the purpose of cropping pattern and crop water requirement the following

efficiencies are taken into consideration.

System Efficiency

ItemsSurface Irrigation

Ponded Non Ponded

1. Conveyance Efficiency (from canal

head to outlet head)

90% 90%

2. Field channel efficiency (from

outlet head to field gate)

70% 70%

3. Field application efficiency 85% 77%

Overall Efficiency 54% 49%

vi) Computation of Crop Water Requirements and Net Irrigation

Requirements

Crop water requirement (CWR) in practice are governed not only by the agro-

climatic conditions (temperature, humidity, wind velocity and bright sunshine

hours) and crop physiology i.e. crop coefficients (KC values) but also effective

rooting depth and soil moisture condition i.e. water depletion level affecting the

growth period. For design purposes, CWR is based on the assumption that no

restrictive conditions arising out of soil on water stress would apply. The ETC was

accordingly computed using KC factor values for particular crops and the ETO

values as computed by Penman – Monteith method. These are presented in

Annexure-7.1

For computing net irrigation requirement (NIR) effective rainfall using as

calculated by USBR method is accounted for and monthly net irrigation

requirement for various crops has been worked out and summarized in Annexure-

7.1. The summary gross requirement for 1000 ha of command area at plant root

and canal head is given in Table 7.1 (a). The detailed monthly net irrigation

requirements in mm for 1000 ha of command area for all the crops are summarized

in Table 7.1 (b). The gross irrigation requirements were determined for project



development using assumed water use efficiencies. The 10 daily, irrigation water

requirements for 1000 ha of command area for various crops is given in Table 7.1

(c).

vii) Overall Irrigation Requirement

The overall irrigation requirement at canal head is 228.03 MCM.

Canal GCA (inha)

CCA (inha)

Total WaterRequirement at CanalHead per 1000 ha(MCM)

Overall IrrigationRequirement at Canal Headfor total command area(MCM)

LMC 21638 15152

9.291

140.777

RMC 13415 9391 87.252

TOTAL 35053 24543 228.029

7.7 SOIL & LAND IRRIGABILITY CLASSIFACTION

On considering the local conditions of the Middle Kolab project areas, the

following soil properties are considered as class determining factors. These

include:

i) Effective soil cover (soil depth)

ii) Soil texture

iii) Water holding capacity

iv) Basic infiltration rate

v) Saturated hydraulic conductivity

vi) Soil drainability

vii) Soil erodability

viii) Electrical conductivity of saturation extract

ix) Exchangeable sodium percentage (ESP)

x) Macro land gradient and

xi) Rock out-crop

The critical limits of each above class determining factors will be based on the

requirement of the various crops to be grown in the area, cultural and social

practices adopted by the irrigators. The critical limits of class determining factors



for suggested probable cropping system in Middle Kolab Project are given in

Table – 7.2.

Table - 7.2

Critical Limits of Class Determining Factors for arable cropping

system

S.No.

Class DeterminingFactor

Critical Limits of Class-Determining Factor

S-1 S-2 S-3 N-1 N-21 Effective soil cover

(cm)>150 100-150 50-100 25-50 <25

2 Texture Silty loam,silty clay,sand clay,

loam

Silty clayloam, loamy

fine sand, siltyloam, sandyclay loam

clay, sandyloam, loamy

sand, finesand

Heavy clay,coarse sand,

gravellyloam

Dispersedclay gravelly

sand verygravelly sand

3 Basic infiltration rate(cm/hr)

0.5 - 3.5 3.5 - 6.5 6.5 - 12.5 12.5 - 25 or0.2 - 0.7

> 25 or < 0.2

4 Saturated hydraulicconductivity (m/day)

0.5 - 1.0 0.01 - 0.5 0.01 - 0.1 or1.5 - 3

< 0.01 or 3.6 < 0.01 or >6

5 Electricalconductivity ofsaturated soil sample(ds/m at 25oC)

0 -4 4 - 8 8 - 12 12 – 16 > 16

6 ExchangeableSodium Percentage(ESP)

< 10 10 – 20 20 -35 > 35 > 35

Sodium Absorptionratio (SAR)

< 8 8 – 18 18 - 38 > 38 > 38

7 Susceptibility toerosion hazard none

slight High severe Severe severe

8 Rock outcrop none None none slightlystony

stony

9 Land slope 0 - 0.5 0.5 - 1.0 1 - 5 5 – 10 > 10


Chapter-8: Command Area 8-1

CHAPTER-8

COMMAND AREA

8.1 GENERAL

Middle Kolabmultipurpose project is to be implemented in the district of Koraput

and command area of which lies in Malkangiri district in Odisha state. It is

envisaged that a CCA of 24543ha will be irrigated through two canal from the

Irrigation Barrage, (i) right main canal with CCA of 9391 hectares and (ii) left

main canal irrigating CCA of 15152 hectares in Malkangiri district.

Malkangiri district is located on a plateau having an area of 5791 sq. km and an

estimated population of 5,04,198. The inhabitants of the district are mainly tribal.

The literacy rate of the district is nearly 50%. Male to female ratio is round about

1000:997. The district is divided into 7 Tehsils and 7 blocks. Being close to tropic

of cancer, the district experiences tropical climate with warm and humid weather.

Frequent natural calamities like flood, drought, cyclone etc. are quite common.

Thus a cropping season is uncertain and variable.

Malkangiri district experiences three distinct weathers namely summer from March

to June, rainy season from July to September and winter from October to February.

District receives about 1700 mm annual average rainfall from south-west monsoon.

About 950mm rains are received from June to September and remaining in

October-November. The district experiences a long dry spell in winter and

summer.

Malkangiri district of Odisha is endowed with abundant water resources with

extensive network of rivers and streams. In spite of that only about 30% cropped

area is irrigated. Middle Kolab Multipurpose Project can create substantial

irrigation potential to cover more than 24500 ha of cropped area.

Total cultivable area is about 2,30,000 hectares which constitutes about 40 % of the

geographical area. In this total cultivable area about 1,36,000 hectares is under

single crop which is 59% of cultivable area and 23% of total geographical area.

Only 85,000 hectare is sown with second crop in a year. Total irrigated area is

estimated at 57,800 hectare accounting for 25 % of cultivable area.



8.2 PROPOSED CROPPING PATTERN

The cropping pattern in a private area is influenced by prevailing climate

conditions like rainfall, temperature, and humidity and sunshine hours. In addition

soil fertility, topography and moisture status also affects selection of crops in a

particular season. Supply of agricultural inputs like seed, fertilizer, water and

pesticides also plays an important role in selection and success of a particular crop.

Development of infrastructure for irrigation can bring about significant changes in

cropping pattern.

At present Kharif crops occupy more than 70% of gross cropped area as these

crops can be grown as rainfed in rainy season. In Rabi season water becomes

limiting factor and crops can be grown only where irrigation is available. There are

some pulses and oilseed crops which can be grown in Rabi season with limited soil

moisture but their productivity is quite low. At present cropping in project area is

less than 80% which can easily be raised to 160% with availability of irrigation in

Rabi season. Some short duration crop like vegetables can also be incorporated into

cropping system with irrigation. To make cropping pattern more remunerating

some of the following strategies may be adopted in Middle KolabMultipurpose

Project area.

i) Maximization of Kharif Crop Area

Basin water needs to be conserved and used judiciously. In rainy season paddy

should be grown only when water is not limiting. In water deficient areas crops

with low water requirement like pulses and oilseed should be grown. Cultivable

land should be covered with crops to the maximum extent possible even in rarified

area because crops can be grown without irrigation in rainy season which may not

be feasible in winter season.

ii) Promotion of Cash Crops in Kharif Season

Judicious use of Rabi water can be made by growing short duration cash crops like

vegetables in Kharif season. Long duration crops may suffer due to failure of

seasonal rains while short duration crops may escape with limited loss. Planting

time of short duration crops can also be adjusted according to onset of rains which

may not be possible for long duration of crops.



iii) Adoption of Important Technology

Modern package of practices should be adopted for cultivation of crops. It

envisages use of high yielding varieties, use of input like seed, fertilizers,

pesticides etc. and also non-monetary inputs like time of plantings intercultural,

harvesting etc. Emphasis should be laid on growing high value plantation crops

like tea, coffee etc. Extension services can play an important role for guidance and

providing necessary help to farmers.

iv) Efficient use of Conserved Moisture

Rain water must be conserved and should be put to proper use in the following

season. Planting time of Rabi crops may be advanced to make proper use of soil

moisture at germination stage. Growing crops with low water requirement in Rabi

season may be another approach in this direction. Water saving devices like

sprinkler and drip irrigation should be adopted wherever feasible to save water.

Significant amount of water can be saved by these techniques especially in widely

spaced crops. Allied enterprises like, flower cultivation, fishery, medicinal and

aromatic crops and poultry can be incorporated into the system to augment income

of the farmers.

v) Conjunctive use of Groundwater and Optimization of Cropping Pattern

The greatest potential for groundwater development rests in conjunctive use with

surface-supply to alleviate the problems associated with hydrological uncertainty.

Planning of Integrated development of Surface and Groundwater resources,with a

view to enhance the use of water resources optimally and to avoid problems such

as water loggings, soil salinity, which is now being increasingly realized in

irrigated command, is need of present day water resources development

requirement. In fact, National Water Policy enunciates that integrated and

coordinated development of surface water and ground water resources through

conjunctive use should be envisaged right from the project planning stage for such

projects.

The selection of an optimum cropping pattern is governed by a number of complex

factors viz., characteristics of soil, drainage requirements, general topography,

climatic conditions, size and type of farms, traditional crop practices, net return to



the farmer and other factors that determine market demand and prices. For a given

project, the relative influence of these agro-climatic, agro-economic and

sociological conditions must be considered for arriving at the most suitable

cropping system i.e., crops and cropping pattern. The constraints of land and water

availability are of course to be taken into account. While projecting a cropping

pattern and irrigation intensity, other factors as relevant to optimal design of an

irrigation system, (minimizing the cost of irrigation facilities) are:

(a) Time Pattern of availability of Water

The cropping pattern should be such that the seasonal/short duration irrigation

requirements of the crop follow more or less, the time pattern of availability of

water from the sources (e.g. rivers/reservoirs, tanks, groundwater, etc).

(b) Reducing peak (or flattening of water demand)

The peak water demand can be minimized by synchronizing periods of peak crop

water requirements with the period of rainfall and/or low evaporative demand by

adjusting seasonal cropping intensities.

(c) Minimizing total irrigation requirement

Optimum use of seasonal rainfall and water stored in soil needs to be planned to

minimize total irrigation requirements. This necessitates selection of crops with

low seasonal irrigation requirements, and use of efficient methods of field

irrigation.

(d) Feasibility

Actual crops, cropping patterns and cropping intensities very often differ from the

designed cropping pattern (and cropping intensities). While projecting most

suitable optimal cropping pattern, one must also consider constraints that may arise

due to canal capacity system and the land or water availability, and build into the

system required flexibility.

Based on these considerations, the proposed cropping for the command area of

Middle Kolab Multipurpose Project canal system has been planned.

vi) Availability of Credit

Farmers need money for buying inputs, machinery etc. to grow crops with

improved technology. Farmers may be in a position to grow high-input high-



output crops if their purchasing power improves. They may be able to grow crops

which may involve high risk. Credit at reasonable rates will go a long way in

improving financial conditions of the farmers in availing credit and improve their

standard of living.

8.3 AGRICULTURE

8.3.1 Irrigated and Rain fed Farm Practices

The rain fed crops are grown with the onset of monsoon intermittent dry spells

usually occur during the growing period. Farmers follow the repeated intercultural

operation to save their crops from moisture stress. Sometimes, heavy spells of rain

causes severe loss to crop yields. The surplus arrangements for runoff are adequate

in sloppy lands but the temporary water logging may occur in flat lands. The

application of fertilizers is below the recommendations in rain fed crops because of

uncertainty of production. However, there is not adequate supply of agriculture

input and a large no. of private and co-operative retail outlets are distributed all

over the area.

8.3.2 Farmers’ Attitude

In general farmers are willing to adopt new technologies. But their financial status

does not allow them to grow high input crops. Farmers are aware about high

yielding varieties and new technologies. If irrigation facilities are developed the

farmers will be willing to pay irrigation charges and grow more remunerative

crops. Paddy, which is main crop now, can be replaced by other crops like pulses

and oilseeds.

8.3.3 Extension Support

Extension support services should be made are available at Tehsil level. In this

project an extensive extension support will be required. Therefore, more extension

officers may be posted in the command area by reorganizing the available staff. In

this respect, Agriculture Department may reorganize the existing staff in the

interest of the project.

8.3.4 Strategy

It is proposed to make most effective use of water fromMiddle Kolab Multipurpose

Project for irrigation of standing crops and also to store excess water for future use



in tanks in the command area. The water stored in tanks will be used when supply

of water is not adequate for meeting the requirement of standing crops, especially

in Rabi and Kharif seasons. It is also proposed to make effective use of soil

moisture preserved from rainfall by advancing the planting of Rabi crops in such a

way that the seeds of Rabi crops germinate before the soil moisture is lost through

soil evaporation. To meet the above objectives, the following strategies are

proposed for adoption:

a) To maximize Kharif crop area

An attempt will be made to utilize rain water in Kharif season. For this, there is a

need to conserve soil moisture and then use it in all the command areas. Proper

conservation and utilization of rain water will result in increase in the area of

Kharif crops. Here, the crops with low water requirement should be preferred over

paddy.

b) Promoting cash crops in Kharif season to maximize the use of available water

In Kharif season, the cultivation of vegetables will be given priority. In addition,

crops like groundnut, oilseeds, etc., which are highly responsive to irrigation

should be adopted. On the other hand, the traditional crops like paddy, maize, ragi

should be reduced in area owing to their high water requirement and / or low

productivity. Attempts should be made to advance the planting of these crops so

that crops make better use of rain water which is not feasible at germination stage.

If crops are well-established before the onset of monsoon, they can consume water

more efficiently.

c) Supplementary irrigation to paddy crop

There is considerable area under wetlands in the command area where a traditional

crop of paddy is grown. In these areas, paddy is a productive and low risk crop

which also provides necessary staple food to the people. Due to uneven rainfall, it

sometimes becomes essential to provide irrigation to paddy crop. Paddy is a well-

established crop of the area and farmers cannot replace it with other crops in the

near future. It is also desirable that farmers should be encouraged to grow

improved varieties/ hybrids of paddy crop along with intensive plant protection

measures and judicious use of inputs like fertilizers and water.



d) Emphasis on high value crops and plantation crops

High value crops like tobacco, oilseeds, groundnuts etc.with low water requirement

should be introduced in the command area. In addition, plantation crops, which

require little water after initial growth and establishment are to be given priority.

Plantation and other perennial crops have low water requirement and usually

require lifesaving irrigation in summer season, which can be provided by tanks or

ground water.

Fruit crops can also be promoted after considering their marketing facilities,

processing and local consumption. These crops survive on consumptive use of

ground water after establishment in initial years.

e) Advancement of planting of Kharif crops

Nursery for paddy transplanting should be raised 2-3 weeks early, through ground

water irrigation. Thus the nursery will be ready for transplanting in early July

immediately on the onset of monsoon. The crop thus transplanted early has been

proved to give higher yield with consumption of the same quantity of water as

compared to late planted crop.

Similarly, other Kharif crops like maize and ragi also perform better if the crops

have established themselves in the field before actual start of the rainy season.

f) Early planting of Rabi crops to make use of residual moisture

Advancement of Rabi sowing to September-October should be emphasized so that

seeds may germinate with residual moisture in the soil and the crop can be grown

with one or two irrigations in Rabi season. At initial germination stage, moisture is

required in the top layer of the soil which has to be provided by a pre-sowing

irrigation under late sown condition. Thus, one irrigation can be saved by early

sowing on residual soil moisture. If a crop germinates satisfactorily, the plants can

withstand adverse conditions at later stages of growth.

g) Efficient use of late rains, tank and ground water for Rabi season crops

Agro-climatic conditions in the project area can support the crops throughout the

year. In general, the yield potential of crops is higher in Rabi season as compared

to Kharif season. But the cultivation in Rabi crop season mainly depends on

irrigation from tanks or ground water plus winter rains and conserved moisture



from rainy season. To make judicious use of water resources for Rabi crops, the

following strategy is proposed:

i) Early sowing to make best possible use of conserved residual soil moisture

ii) Growing crops having low water requirement like pulses: After

harvesting of Kharif crops, pulses like Bengal gram, blackgram and

greengram can be sown on residual moisture. It will make double cropping

feasible, thereby increasing the income of farmers. Pulses (legumes) not

only work as water savers but also improve soil fertility by fixing

atmospheric nitrogen in the soil though their roots. Attempts are therefore,

to be made to maximize area under pulses in Rabi season.

iii) Adoption of efficient methods of irrigation for better use of tanks and

ground water resources: There is considerable loss of water through

open flood method of irrigation. It is advised that more efficient methods

should be adopted to minimize wastage of irrigation water. Use of pipes in

place of open channels can save water loss through leaching. Also,

improvised methods can be adopted for irrigation of wide spaced and

plantation crops. In field crops, ridge and furrows, contour or rings method

of irrigation can be adopted depending upon the crop and field conditions.

iv) Judicious use of water resources through pressurized irrigation

systems: The availability of water from tanks or ground water is limited in

Rabi season. This limited quantity of water can be efficiently used to cover

maximum cropped area by adopting sprinkler method for narrowly spaced

crops and drip irrigation for widely spaced and plantation crops. Crops like

groundnut, vegetables, flowers etc. can be successfully irrigated by

sprinkler method, while crops like fruits and vegetables can be grown with

drip irrigation. Sprinkler and drip methods save significant amount of

irrigation water without adversely affecting productivity and quality of

produce.

v) Augmenting water storage capacity of tanks: It is, therefore, proposed

that water storage capacity should be increased by increasing the number of

tanks and / or increasing the capacity of existing tanks. Tanks not only

supply irrigation water in Rabi season, but also recharge soil moisture level

in the surrounding fields.



vi) Cultivation of high yield potential crops in Rabi season: In winter

season, remunerative crops like maize, vegetables and fruits should be

given priority over other crops.

vii) Allied enterprises: Where irrigation water is available, non-conventional

activities like flower cultivation, cultivation of medicinal and aromatic

plants like mentha, citronella, lemongrass etc., animal husbandry, fisheries,

poultry etc. can also be adopted to supplement the income of farmers.

8.3.5 Potential Problems

Input and credit support facilities are not adequate in project area. Market linkages

are also weak for the farm products. A large number of cooperative societies are

functioning in the area but their area of working has to be specifically defined.

There is also need for aggressive extension support and adaptive trials in command

area. New technologies like drip irrigation and sprinkler also need to be supported

by extension department. With proper planning and implementation potential

problems can be overcome.

8.4 SOCIO–DEMOGRAPHIC PROFILE OF COMMAND AREA

The entire command area lies in Malkangiri district.The socio-demographic

profiles of the command district are as follows:

Particulars MalkangiriDist.

Total Population(2001) 5,04,198

Male 2,52,507Female 2,51,691

Density ofPopulation as per

Sq. Km87

Literacya) Male

b) Female60.29%38.95%

It can be seen that the sex ratio in the Malkangiri district is 1000:997. The literacy

rate among the male population is about 60% whereas in the female population it is

nearly 39%. The population density in the district is also on the lower side and the

total population of the district is 5,04,198 only.

Middle Kolab Multipurpose Project Feasibility Report

Chapter-9: Power Potential Studies 9-1

CHAPTER – 9

POWER POTENTIAL STUDIES

9.1 GENERAL

Power Potential Studies of a hydroelectric scheme forms a primary step in the

planning of a hydroelectric project. It is carried out for assessment of the available

power potential of a river /basin based on a certain set of inflows and head conditions

available at the site in years of different degree of reliability, in different periods of an

year and the estimation of generating capacity (KW), which is needed to be provided

in power station in order to generate the assessed quantity of energy (kwh). Moreover,

the power potential assessment forms the basis for the planning of layout and design

of the scheme and estimation of cost and evaluation of the financial aspect of the

scheme. In general, it can be used for examination of various configurations,

simulation of integration of new facilities into existing networks, establishment of the

performance of the facilities under various operating policies, optimizations of the

design of hydraulic components and evaluation of energy and power benefits etc.

Apart from above roles for the case of new hydro facilities, it also plays a very

important role in establishing the optimal operation for existing hydro facilities. It

permits the identification of policies likely to be able to increase the profitability of

the existing projects. It can also be used to examine various approaches concerning

the operation of hydro developments like regroupment of several developments in a

river system, sequential simulation involving production and/or hydraulic

importations from one complex to another, joint operation of numerous complexes

acting together to meet a common production objective etc. In the planning of

hydropower developments and deciding its installed capacity, two inter-connection

viz, with the water resource development of the river basin and with the power system

are to be kept in view because hydro-electric project form an integral part of the

overall development of the water resources of the river basin.

In the present chapter, the Power Potential studies have been carried out for Middle

Kolab Multipurpose Project, in which a powerhouses is proposed on head race tunnel

from Kerajodi Dam. The Projected power supply position for 12th Plan indicates that

there would be shortage of peak power in Odisha. The Execution of this project would

help in reducing the gap between supply and demand of power.



9.2 AVAILABLE DATA

Power potential studies have been carried out based on the following data:

a) Monthly Discharge Data of Middle Kolab River near proposed diversion barrage

and monthly discharge of Kerajodi Nallah for the period 1971-72 to 1997-98 (i.e.

27 years data) was made available and the same has been used as inflow for the

power potential assessment after taking into account the downstream

environmental flow requirement below proposed diversion barrage.

b) Revised area capacity curve after taking into consideration the sedimentation

effect as work out

c) FRL, MDDL were taken as per the topographic condition, submergence and other

criteria used for fixation of these levels. A brief descriptions for the methods

used for fixation of these levels are given in this chapter in ensuing paragraphs.

9.3 WATER AVAILABILITY

The Computed yield series at the Project Site (from its own catchment and water

diverted through diversion barrage) on the monthly flow basis for the period 1971-72

to 1997-98 (i.e. for 27 years data) has been worked out and analyzed in Chapter – 5 on

“Hydrology”. The availability of water for power generation is estimated considering

two different cases.

a) Case-I:

Considering full inflow at the project site (water diverted through diversion

barrage and yield from its own catchment) after releasing 20% as Environmental

Flow (when full contribution from Joura Nallah is available if present

contribution continues in future as well)

b) Case-II:

Considering 50% flow from diversion barrage and full yield from its own

catchment (when the weir proposed by CWC is commissioned on Joura Nallah to

check the spill of Indravati River through it)

9.4 FIXATION OF FRL AND MDDL

To start with minimum draw down level (MDDL) of the reservoir was adopted based

on (i) Consideration of silting during the life of the project (ii) Optimization of power



benefits and (iii) safe limit of operating heads of the generating units taking into

consideration site specific constraints, if any.

To start with, full reservoir level (FRL) for the scheme is determined based on the

approximate assessment storage requirement considering inflow data and with the

help of mass curve of inflow series by varying FRL & MDDL.

In second step, FRL and MDDL were varied and for each alternative, assessments of

power benefits were made. The technical constraints in raising the dam height,

various others related aspects of submergence and rehabilitation etc. are kept in view.

The fall in the efficiency of generating unit at heads lower and higher than rated head

were also considered in computing energy benefits and variations in tailrace level

considered. The benefits in case of each alternative are computed considering

appropriate value of firm and secondary energy generation. The selection of optimum

FRL & MDDL is based on the consideration of maximization of benefits and benefits

to cost ratio being more than unity.

9.4.1 Fixation of Tailrace Water Level (TWL)

The minimum tail water level, which corresponds to discharge of one generating unit

at 100% load and the maximum TWL corresponds to all the units running at full

loads. In the present study to be on safer side, TWL has been taken as per site

condition.

9.5 HEAD LOSSES

Net head is computed by deducting the tailrace level from the upstream water level

and the losses in the water conductor system. The Losses in water conductor system

comprise of:

(a) Hydraulic losses up to forebay,

(b) Hydraulic losses in penstock

The total head loss in the water conductor system has been worked out taking into

consideration the head loss up to forebay consisting of a) entrance loss at diversion

intake and b) head loss due to friction in water conductor and the head loss in

Penstock consisting of a) friction loss, b) entrance loss, c) bend loss, d) loss in reducer

pipe and e) loss in manifold. The total head loss for the present scheme has been

worked out as 6% of gross head in present study.



9.6 ASSESSMENT OF POWER POTENTIAL AND DEPENDABLE YEAR

As per Central Electricity Authority (CEA) guideline, the planning of HE Project is

carried out based on 90% dependability criteria where the 90% dependable year is

defined as a year that has the annual generation, which has the probability of being

equal to or exceeded 90 percent during the expected period of operation of the

scheme. Hence, if the total energy generation in the year for which hydrological data

is available (say N year) is arranged in descending order, the (N+1) x 0.9th year would

represent the 90 percent dependable year. On similar logic 50% dependable year

worked out. The 90% & 50% dependable year have been determined on the following

basis, where N is the number of years for which inflow data is available.

90% year - (N+1) x 0.9 = 28 x 0.9 = 25th Year

50% year - (N+1) x 0.5 = 28 x 0.5 = 14th Year

Based on the above, 1988-89 and 1986–87 are worked out to be 90% & 50%

dependable years respectively.

In the present study for determining 90% & 50% dependable year, annual energy

generation for all the 27 years (1971-72 to 1997-98) have been computed assuming

unlimited install capacity using the conventional method suggested by CEA for

computation of annual energy.

In the conventional approach, the annual energy for unlimited installed capacity was

worked out wherein the net operating head for turbines has been calculated from the

following formula.

= MDDL + 2/3(FRL – MDDL) - Average Tail Water Level - Head losses

The Results of year wise power potential and energy generation calculated using

conventional approach assuming FRL as RL 528m aMSL and MDDL as RL 482m

aMSL. Tail water level has been taken as RL 260m aMSL. The detailed calculations

are given in Annexure 9.1 (for Case-I) and Annexure-9.2 (for Case-II).

9.7 INSTALLED CAPACITY

In the present study installed capacity has been computed for both the cases, i.e.,

Case-I (With Full Jourah Nalla Contribution if present contribution continues in

future as well and 20% released downstream as environmental flow) and Case-II



(With 50% Contribution of Jourah Nalla as compared to present contribution after

construction of proposed weir by CWC). Installed capacity is selected after carrying

out incremental analysis for the most attractive alternative and also considering load

factor. Benefits due to the project with different possible installed capacities are

evaluated to determine the optimum installed capacity. Energy generation and firm

power in 50% and 90% dependable year for FRL 528m has been computed for both

the cases.

For optimization of installed capacity, annual energy generation (KWh), incremental

energy generation d(KWh) and ratio of incremental energy to incremental installed

capacity d(KWh)/d(KW) have been computed for 90% and 50% dependable years for

installed capacity ranging from 280 MW to 340 MW and 190 MW to 212 MW for

Case-I and Case-II respectively. The results are indicated in Table-6 to 8 of

Annexure-9.1 and Annexure-9.2 for both the cases. For both the scenario, it would

be seen there from that d(KWh)/d(KW) has steep drop for increase in installed

capacity from 315 MW to 320 MW for Case-I and from 200 MW to 205 MW for

Case-II. Keeping these into consideration, the install capacity has been kept as 315

MW and 200MW for Case-I & Case-II respectively.

9.8 NUMBER, TYPE OF TURBINE AND RATING

Regarding number of units to be installed for the storage based scheme; there could be

wide variety of options. However, following three options viz. Very large unit and

Small Unit Size for generating units are considered here under

We studies hydrology thoroughly, and keeping in mind the overall project

components, overall costs, indigenously available top quality products, etc., and also

considered various options before taking final choice in the matter. It was finally

decided that three unit of 100MW each will be suitable for this purpose, because if

present trend of Joura nallah continues then all the three unit will be operational with

S. No. Number of Units

1 1 unit of 200 MW

2 2 units of 100 MW each

3 3 units of 100 MW each



5 to 10 % percent overloading. In case Joura nallah flow get reduced the two unit will

run full and remaining one unit will be used for peaking and/or standby.

Francis turbine is the appropriate choice in this case considering rated head of about

237.5 m and rated discharge of 94.2 cumecs. The following efficiencies pertaining to

Francis turbine driven generating unit have been considered for power potential

studies:

- Efficiency of Turbine - 93.5%

- Efficiency of Generator - 98.0%

- Combined efficiency of - 91.63%

turbine and generator

9.9 TURBINE SIZING AND POWERHOUSE DIMENSIONING

The dimension of various component of proposed Francis turbine has been worked

out and the details of the same are given in Annexure-9.3

9.10 RESULTS OF STUDIES

Annual energy generation in 90% dependable year and that for 50% dependable year

are indicated in Annexure-9.1 and Annexure 9.2 and also indicated below. Design

energy is indicated in Table-8 and Summary of power potential studies is shown in

Table-.7

Case-II Case-I

i) Installed capacity 2x 100 MW 3X105MW

ii) 90% dependable year

a) Energy generation 670.32 MU 1059.83

b) Lean flow L.F. 18.02% 28.61%

c) Annual average L.F. 38.26% 38.41%

d) Design Energy 648.76 MU 1025.05

iii) Energy Generation in 50% 709.60 MU 1123.86 MU

dependable year

iii) Gross head 252.7 m 252.7m

iv) Net Head 237.5 m 237.5m

v) Design discharge of Each unit 47.1 cumecs 49.4 cumecs

vi) Total discharge of all units 94.2 cumecs 148.3 cumecs



9.11 CONCLUSION

Middle Kolab Multipurpose Project is proposed to be storage based development.

Installed Capacity of 315 MW (3X105 MW) and 200 MW (2X100 MW) for Case-I

and Case-II would be necessary to derive optimum benefits. The project would afford

total annual energy generation of 1059.83 MU and 1123.86 MU (for Case-I) and

670.32 MU and 709.6 MU (for Case-II) in 90% and 50% dependable years

respectively.

Annexure-9.1

Unit : MCMS.No Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Annual

1 1971 - 1972 303.60 331.53 484.85 402.32 239.15 124.42 74.82 60.19 45.17 39.43 37.72 40.45 2183.652 1972 - 1973 90.75 559.35 311.23 725.23 252.75 166.59 77.83 61.79 46.67 46.24 34.20 37.24 2409.863 1973 - 1974 74.63 776.69 674.21 476.18 346.53 156.58 81.62 67.91 48.01 45.74 47.69 46.07 2841.864 1974 - 1975 194.00 201.99 407.35 284.23 270.08 121.07 61.30 49.94 39.38 34.93 26.29 30.59 1721.155 1975 - 1976 376.90 430.32 759.21 786.07 366.71 170.87 135.16 116.15 47.67 44.33 38.12 39.90 3311.396 1976 - 1977 37.76 508.11 817.07 547.63 143.34 124.51 67.28 52.52 42.70 40.41 63.61 83.44 2528.387 1977 - 1978 65.25 547.51 987.39 885.13 347.94 200.24 160.53 73.62 58.70 51.54 50.06 65.17 3493.088 1978 - 1979 160.77 647.46 1512.20 625.23 250.28 144.26 138.38 61.70 48.48 41.32 30.21 36.50 3696.799 1979 - 1980 466.42 269.55 439.96 383.53 398.41 115.93 120.06 101.64 37.61 35.58 36.58 44.21 2449.50

10 1980 - 1981 280.09 565.12 718.41 1020.10 338.39 123.09 75.30 64.80 43.59 55.72 34.23 53.94 3372.8011 1981 - 1982 75.54 141.69 545.88 397.75 166.27 106.05 56.10 44.11 33.52 33.17 29.28 63.12 1692.4812 1982 - 1983 72.45 282.67 740.70 401.53 181.36 113.56 109.79 42.24 38.51 30.35 25.45 43.12 2081.7313 1983 - 1984 279.11 340.38 531.42 572.57 360.05 116.45 118.16 53.21 42.86 34.11 78.00 32.81 2559.1514 1984 - 1985 298.26 501.40 1098.85 309.48 158.67 109.42 114.91 56.30 38.23 33.71 28.72 37.73 2785.6815 1985 - 1986 224.57 442.12 625.59 471.73 272.01 123.71 117.77 107.83 46.53 37.05 32.14 42.42 2543.4516 1986 - 1987 141.52 420.82 998.29 290.75 213.83 123.70 119.27 55.97 40.95 38.86 34.63 51.18 2529.7817 1987 - 1988 77.69 362.94 336.57 369.83 231.27 190.50 72.68 51.67 40.15 35.56 32.17 38.84 1839.8718 1988 - 1989 116.70 399.55 402.59 409.33 198.41 99.17 49.21 40.18 30.80 33.98 21.90 27.27 1829.0819 1989 - 1990 230.78 228.78 546.69 461.35 189.24 66.32 71.79 60.99 50.26 67.60 43.63 224.23 2241.6720 1990 - 1991 334.08 433.14 710.77 787.01 1020.37 273.59 193.54 152.57 68.65 69.74 56.01 61.66 4161.1321 1991 - 1992 324.49 640.34 785.21 634.48 770.05 232.02 126.69 94.62 64.56 60.05 50.26 49.93 3832.7022 1992 - 1993 116.89 634.29 960.43 852.11 223.35 133.85 85.69 64.97 49.00 44.46 42.67 53.69 3261.4323 1993 - 1994 182.57 421.24 455.43 701.28 263.41 140.52 130.56 59.68 46.04 37.95 37.46 47.45 2523.5924 1994 - 1995 179.30 816.73 927.33 1295.44 299.28 159.30 146.86 143.10 99.96 54.41 36.01 222.58 4380.3125 1995 - 1996 80.50 725.97 562.93 734.89 277.57 171.88 95.48 76.93 63.43 63.43 61.03 53.66 2967.7226 1996 - 1997 69.49 341.27 537.73 332.58 177.02 81.61 68.85 63.77 90.04 224.67 106.73 56.02 2149.7827 1997 - 1998 89.25 172.26 522.59 515.95 151.73 138.21 356.54 244.19 93.72 55.69 45.59 47.32 2433.04

183.09 449.75 681.51 580.51 300.28 141.76 112.08 78.61 51.67 51.48 42.98 60.39 2734.11Average

Table No-1

Inflows at diversion barrage after releasing 20% as Environmental flow and Kerajodi Nalla Flow

Year

Middle Kolab Multipurpose Project

Annexure-9.1

Unit : m3/sec

S.No Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr MayAnnual (MCM)

1 1971 - 1972 117.1 123.8 181.0 155.2 89.3 48.0 27.9 22.5 18.0 14.7 14.6 15.1 2183.62 1972 - 1973 35.0 208.8 116.2 279.8 94.4 64.3 29.1 23.1 19.3 17.3 13.2 13.9 2409.93 1973 - 1974 28.8 290.0 251.7 183.7 129.4 60.4 30.5 25.4 19.8 17.1 18.4 17.2 2841.94 1974 - 1975 74.8 75.4 152.1 109.7 100.8 46.7 22.9 18.6 16.3 13.0 10.1 11.4 1721.15 1975 - 1976 145.4 160.7 283.5 303.3 136.9 65.9 50.5 43.4 19.0 16.5 14.7 14.9 3311.46 1976 - 1977 14.6 189.7 305.1 211.3 53.5 48.0 25.1 19.6 17.7 15.1 24.5 31.2 2528.47 1977 - 1978 25.2 204.4 368.6 341.5 129.9 77.3 59.9 27.5 24.3 19.2 19.3 24.3 3493.18 1978 - 1979 62.0 241.7 564.6 241.2 93.4 55.7 51.7 23.0 20.0 15.4 11.7 13.6 3696.89 1979 - 1980 179.9 100.6 164.3 148.0 148.7 44.7 44.8 37.9 15.0 13.3 14.1 16.5 2449.5

10 1980 - 1981 108.1 211.0 268.2 393.6 126.3 47.5 28.1 24.2 18.0 20.8 13.2 20.1 3372.811 1981 - 1982 29.1 52.9 203.8 153.5 62.1 40.9 20.9 16.5 13.9 12.4 11.3 23.6 1692.512 1982 - 1983 28.0 105.5 276.5 154.9 67.7 43.8 41.0 15.8 15.9 11.3 9.8 16.1 2081.713 1983 - 1984 107.7 127.1 198.4 220.9 134.4 44.9 44.1 19.9 17.1 12.7 30.1 12.3 2559.114 1984 - 1985 115.1 187.2 410.3 119.4 59.2 42.2 42.9 21.0 15.8 12.6 11.1 14.1 2785.715 1985 - 1986 86.6 165.1 233.6 182.0 101.6 47.7 44.0 40.3 19.2 13.8 12.4 15.8 2543.516 1986 - 1987 54.6 157.1 372.7 112.2 79.8 47.7 44.5 20.9 16.9 14.5 13.4 19.1 2529.817 1987 - 1988 30.0 135.5 125.7 142.7 86.3 73.5 27.1 19.3 16.0 13.3 12.4 14.5 1839.918 1988 - 1989 45.0 149.2 150.3 157.9 74.1 38.3 18.4 15.0 12.7 12.7 8.4 10.2 1829.119 1989 - 1990 89.0 85.4 204.1 178.0 70.7 25.6 26.8 22.8 20.8 25.2 16.8 83.7 2241.720 1990 - 1991 128.9 161.7 265.4 303.6 381.0 105.6 72.3 57.0 28.4 26.0 21.6 23.0 4161.121 1991 - 1992 125.2 239.1 293.2 244.8 287.5 89.5 47.3 35.3 25.8 22.4 19.4 18.6 3832.722 1992 - 1993 45.1 236.8 358.6 328.7 83.4 51.6 32.0 24.3 20.3 16.6 16.5 20.0 3261.423 1993 - 1994 70.4 157.3 170.0 270.6 98.3 54.2 48.7 22.3 19.0 14.2 14.5 17.7 2523.624 1994 - 1995 69.2 304.9 346.2 499.8 111.7 61.5 54.8 53.4 41.3 20.3 13.9 83.1 4380.325 1995 - 1996 31.1 271.0 210.2 283.5 103.6 66.3 35.6 28.7 25.3 23.7 23.5 20.0 2967.726 1996 - 1997 26.8 127.4 200.8 128.3 66.1 31.5 25.7 23.8 37.2 83.9 41.2 20.9 2149.827 1997 - 1998 34.4 64.3 195.1 199.1 56.6 53.3 133.1 91.2 38.7 20.8 17.6 17.7 2433.0

70.6 167.9 254.4 224.0 112.1 54.7 41.8 29.4 21.2 19.2 16.6 22.5 2734.1

Table No-2

Inflows at diversion barrage after releasing 20% as Environmental flow and Kirajori Nalla Flow

Year

Average


Annexure-9.1

Unit: MW continuosS.No. Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May

1 1971 - 1972 248.73 262.84 384.41 329.60 189.60 101.93 59.32 47.72 38.28 31.26 30.90 32.072 1972 - 1973 74.35 443.47 246.75 594.15 200.38 136.48 61.70 48.99 40.97 36.66 28.02 29.523 1973 - 1974 61.14 615.78 534.53 390.12 274.74 128.28 64.71 53.84 42.15 36.26 39.07 36.524 1974 - 1975 158.93 160.14 322.96 232.85 214.13 99.19 48.60 39.59 34.57 27.69 21.54 24.255 1975 - 1976 308.78 341.17 601.92 643.99 290.74 139.98 107.16 92.08 40.40 35.14 31.23 31.636 1976 - 1977 30.94 402.85 647.80 448.65 113.64 102.00 53.34 41.64 37.48 32.04 52.11 66.167 1977 - 1978 53.45 434.08 782.83 725.15 275.86 164.04 127.27 58.37 51.53 40.87 41.01 51.678 1978 - 1979 131.71 513.32 1198.92 512.22 198.43 118.19 109.71 48.92 42.55 32.76 24.75 28.949 1979 - 1980 382.12 213.71 348.81 314.21 315.87 94.98 95.19 80.59 31.88 28.21 29.97 35.0510 1980 - 1981 229.47 448.04 569.57 835.72 268.29 100.84 59.70 51.37 38.27 44.18 28.05 42.7711 1981 - 1982 61.88 112.33 432.79 325.86 131.83 86.88 44.48 34.97 29.43 26.30 23.98 50.0412 1982 - 1983 59.36 224.11 587.24 328.96 143.79 93.03 87.04 33.49 33.80 24.06 20.85 34.1913 1983 - 1984 228.66 269.86 421.33 469.08 285.46 95.40 93.68 42.19 36.32 27.04 63.90 26.0114 1984 - 1985 244.35 397.52 871.20 253.54 125.80 89.64 91.10 44.64 33.56 26.72 23.53 29.9215 1985 - 1986 183.98 350.53 495.98 386.46 215.66 101.35 93.37 85.49 40.84 29.38 26.33 33.6316 1986 - 1987 115.94 333.64 791.47 238.20 169.53 101.34 94.56 44.38 35.94 30.81 28.37 40.5817 1987 - 1988 63.64 287.75 266.85 302.99 183.36 156.07 57.62 40.96 34.03 28.19 26.36 30.7918 1988 - 1989 95.61 316.78 319.18 335.35 157.31 81.24 39.01 31.86 27.03 26.94 17.94 21.6219 1989 - 1990 189.07 181.38 433.43 377.97 150.04 54.33 56.91 48.36 44.11 53.59 35.75 177.7820 1990 - 1991 273.69 343.40 563.52 644.76 808.97 224.14 153.45 120.96 60.26 55.29 45.89 48.8821 1991 - 1992 265.84 507.68 622.54 519.80 610.52 190.09 100.44 75.02 54.72 47.61 41.17 39.5822 1992 - 1993 95.76 502.88 761.45 698.10 177.08 109.66 67.94 51.51 43.02 35.25 34.96 42.5723 1993 - 1994 149.57 333.97 361.08 574.53 208.84 115.12 103.51 47.31 40.41 30.09 30.69 37.6224 1994 - 1995 146.89 647.53 735.21 1061.29 237.28 130.50 116.44 113.45 87.74 43.14 29.50 176.4725 1995 - 1996 65.95 575.57 446.31 602.06 220.07 140.82 75.70 61.00 53.76 50.29 50.00 42.5526 1996 - 1997 56.93 270.57 426.32 272.47 140.35 66.86 54.59 50.56 79.03 178.13 87.44 44.4127 1997 - 1998 73.12 136.57 414.33 422.70 120.29 113.23 282.67 193.60 82.27 44.15 37.35 37.52 152.95 365.04 545.17 477.62 242.60 116.25 81.41 57.28 43.54 40.69 35.13 48.28Average

Table No-3(A)Middle Kolab Multipurpose Project

Unrestricted Power Potential

Year

Annexure-9.1

Unit :GWhS.No. Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Annual

1 1971 - 1972 179.08 195.55 286.00 237.31 141.06 73.39 44.13 35.50 26.65 23.26 22.25 23.86 1288.052 1972 - 1973 53.53 329.94 183.58 427.78 149.09 98.27 45.91 36.45 27.53 27.28 20.17 21.97 1421.493 1973 - 1974 44.02 458.14 397.69 280.88 204.41 92.36 48.14 40.06 28.32 26.98 28.13 27.17 1676.314 1974 - 1975 114.43 119.15 240.28 167.65 159.31 71.41 36.16 29.46 23.23 20.60 15.51 18.05 1015.245 1975 - 1976 222.32 253.83 447.83 463.67 216.31 100.79 79.73 68.51 28.12 26.15 22.48 23.53 1953.276 1976 - 1977 22.28 299.72 481.96 323.03 84.55 73.44 39.68 30.98 25.19 23.83 37.52 49.22 1491.407 1977 - 1978 38.49 322.96 582.42 522.11 205.24 118.11 94.69 43.43 34.63 30.40 29.53 38.44 2060.448 1978 - 1979 94.83 381.91 891.99 368.80 147.63 85.10 81.63 36.40 28.60 24.37 17.82 21.53 2180.609 1979 - 1980 275.13 159.00 259.52 226.23 235.01 68.38 70.82 59.96 22.19 20.99 21.58 26.08 1444.8710 1980 - 1981 165.22 333.34 423.76 601.72 199.61 72.61 44.42 38.22 25.71 32.87 20.19 31.82 1989.4911 1981 - 1982 44.56 83.58 321.99 234.62 98.08 62.56 33.09 26.02 19.77 19.57 17.27 37.23 998.3312 1982 - 1983 42.74 166.74 436.91 236.85 106.98 66.98 64.76 24.92 22.72 17.90 15.01 25.44 1227.9313 1983 - 1984 164.64 200.78 313.47 337.74 212.38 68.69 69.70 31.39 25.28 20.12 46.01 19.36 1509.5514 1984 - 1985 175.93 295.76 648.17 182.55 93.59 64.54 67.78 33.21 22.55 19.88 16.94 22.26 1643.1715 1985 - 1986 132.47 260.79 369.01 278.25 160.45 72.97 69.47 63.60 27.44 21.86 18.96 25.02 1500.2916 1986 - 1987 83.48 248.23 588.85 171.50 126.13 72.97 70.35 33.02 24.15 22.92 20.43 30.19 1492.2217 1987 - 1988 45.82 214.09 198.53 218.15 136.42 112.37 42.87 30.48 23.68 20.97 18.98 22.91 1085.2718 1988 - 1989 68.84 235.68 237.47 241.45 117.04 58.50 29.03 23.70 18.17 20.04 12.92 16.08 1078.9119 1989 - 1990 136.13 134.95 322.47 272.14 111.63 39.12 42.34 35.98 29.64 39.87 25.74 132.27 1322.2820 1990 - 1991 197.06 255.49 419.26 464.23 601.88 161.38 114.16 90.00 40.49 41.14 33.04 36.37 2454.4921 1991 - 1992 191.40 377.71 463.17 374.26 454.22 136.86 74.73 55.81 38.08 35.42 29.64 29.45 2260.7722 1992 - 1993 68.95 374.15 566.52 502.63 131.75 78.96 50.55 38.33 28.91 26.23 25.17 31.67 1923.8023 1993 - 1994 107.69 248.48 268.64 413.66 155.37 82.89 77.01 35.20 27.16 22.39 22.10 27.99 1488.5724 1994 - 1995 105.76 481.76 547.00 764.13 176.54 93.96 86.63 84.41 58.96 32.10 21.24 131.29 2583.7925 1995 - 1996 47.48 428.22 332.05 433.49 163.73 101.39 56.32 45.38 37.42 37.41 36.00 31.65 1750.5526 1996 - 1997 40.99 201.30 317.18 196.18 104.42 48.14 40.61 37.62 53.11 132.53 62.95 33.04 1268.0827 1997 - 1998 52.65 101.61 308.26 304.34 89.50 81.53 210.31 144.04 55.28 32.85 26.89 27.91 1435.16

110.13 271.59 405.61 343.89 180.49 83.70 60.57 42.62 29.53 30.27 25.29 35.92 1619.58Average

Table No-3(B)Middle Kolab Multipurpose Project

Unrestricted Energy

Year

Annexure-9.1

Unit :GWh

S.No. Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Annual Lean Period1 1971 - 1972 179.08 195.55 234.36 226.80 141.06 73.39 44.13 35.50 26.65 23.26 22.25 23.86 1225.90 85.412 1972 - 1973 53.53 234.36 183.58 226.80 149.09 98.27 45.91 36.45 27.53 27.28 20.17 21.97 1124.92 91.253 1973 - 1974 44.02 234.36 234.36 226.80 204.41 92.36 48.14 40.06 28.32 26.98 28.13 27.17 1235.11 95.364 1974 - 1975 114.43 119.15 234.36 167.65 159.31 71.41 36.16 29.46 23.23 20.60 15.51 18.05 1009.32 73.285 1975 - 1976 222.32 234.36 234.36 226.80 216.31 100.79 79.73 68.51 28.12 26.15 22.48 23.53 1483.46 122.776 1976 - 1977 22.28 234.36 234.36 226.80 84.55 73.44 39.68 30.98 25.19 23.83 37.52 49.22 1082.21 80.007 1977 - 1978 38.49 234.36 234.36 226.80 205.24 118.11 94.69 43.43 34.63 30.40 29.53 38.44 1328.47 108.468 1978 - 1979 94.83 234.36 234.36 226.80 147.63 85.10 81.63 36.40 28.60 24.37 17.82 21.53 1233.42 89.369 1979 - 1980 226.80 159.00 234.36 226.23 234.36 68.38 70.82 59.96 22.19 20.99 21.58 26.08 1370.74 103.13

10 1980 - 1981 165.22 234.36 234.36 226.80 199.61 72.61 44.42 38.22 25.71 32.87 20.19 31.82 1326.19 96.8011 1981 - 1982 44.56 83.58 234.36 226.80 98.08 62.56 33.09 26.02 19.77 19.57 17.27 37.23 902.88 65.3612 1982 - 1983 42.74 166.74 234.36 226.80 106.98 66.98 64.76 24.92 22.72 17.90 15.01 25.44 1015.33 65.5313 1983 - 1984 164.64 200.78 234.36 226.80 212.38 68.69 69.70 31.39 25.28 20.12 46.01 19.36 1319.50 76.7914 1984 - 1985 175.93 234.36 234.36 182.55 93.59 64.54 67.78 33.21 22.55 19.88 16.94 22.26 1167.96 75.6415 1985 - 1986 132.47 234.36 234.36 226.80 160.45 72.97 69.47 63.60 27.44 21.86 18.96 25.02 1287.75 112.9016 1986 - 1987 83.48 234.36 234.36 171.50 126.13 72.97 70.35 33.02 24.15 22.92 20.43 30.19 1123.86 80.0917 1987 - 1988 45.82 214.09 198.53 218.15 136.42 112.37 42.87 30.48 23.68 20.97 18.98 22.91 1085.27 75.1418 1988 - 1989 68.84 234.36 234.36 226.80 117.04 58.50 29.03 23.70 18.17 20.04 12.92 16.08 1059.83 61.9119 1989 - 1990 136.13 134.95 234.36 226.80 111.63 39.12 42.34 35.98 29.64 39.87 25.74 132.27 1188.83 105.5020 1990 - 1991 197.06 234.36 234.36 226.80 234.36 161.38 114.16 90.00 40.49 41.14 33.04 36.37 1643.52 171.6321 1991 - 1992 191.40 234.36 234.36 226.80 234.36 136.86 74.73 55.81 38.08 35.42 29.64 29.45 1521.29 129.3222 1992 - 1993 68.95 234.36 234.36 226.80 131.75 78.96 50.55 38.33 28.91 26.23 25.17 31.67 1176.02 93.4623 1993 - 1994 107.69 234.36 234.36 226.80 155.37 82.89 77.01 35.20 27.16 22.39 22.10 27.99 1253.32 84.7424 1994 - 1995 105.76 234.36 234.36 226.80 176.54 93.96 86.63 84.41 58.96 32.10 21.24 131.29 1486.42 175.4725 1995 - 1996 47.48 234.36 234.36 226.80 163.73 101.39 56.32 45.38 37.42 37.41 36.00 31.65 1252.31 120.2126 1996 - 1997 40.99 201.30 234.36 196.18 104.42 48.14 40.61 37.62 53.11 132.53 62.95 33.04 1185.25 223.2527 1997 - 1998 52.65 101.61 234.36 226.80 89.50 81.53 210.31 144.04 55.28 32.85 26.89 27.91 1283.72 232.17

108.27 209.97 231.03 219.16 157.88 83.70 60.57 42.62 29.53 30.27 25.29 35.92 1234.20 102.41Average

Year


Restricted Energy

Annexure-9.1

Unit: MW continuos

S.No. Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Lean Period1 1971 - 1972 248.73 262.84 315.00 315.00 189.60 101.93 59.32 47.72 38.28 31.26 30.90 32.07 39.092 1972 - 1973 74.35 315.00 246.75 315.00 200.38 136.48 61.70 48.99 40.97 36.66 28.02 29.52 42.213 1973 - 1974 61.14 315.00 315.00 315.00 274.74 128.28 64.71 53.84 42.15 36.26 39.07 36.52 44.084 1974 - 1975 158.93 160.14 315.00 232.85 214.13 99.19 48.60 39.59 34.57 27.69 21.54 24.25 33.955 1975 - 1976 308.78 315.00 315.00 315.00 290.74 139.98 107.16 92.08 40.40 35.14 31.23 31.63 55.886 1976 - 1977 30.94 315.00 315.00 315.00 113.64 102.00 53.34 41.64 37.48 32.04 52.11 66.16 37.057 1977 - 1978 53.45 315.00 315.00 315.00 275.86 164.04 127.27 58.37 51.53 40.87 41.01 51.67 50.258 1978 - 1979 131.71 315.00 315.00 315.00 198.43 118.19 109.71 48.92 42.55 32.76 24.75 28.94 41.419 1979 - 1980 315.00 213.71 315.00 314.21 315.00 94.98 95.19 80.59 31.88 28.21 29.97 35.05 46.8910 1980 - 1981 229.47 315.00 315.00 315.00 268.29 100.84 59.70 51.37 38.27 44.18 28.05 42.77 44.6111 1981 - 1982 61.88 112.33 315.00 315.00 131.83 86.88 44.48 34.97 29.43 26.30 23.98 50.04 30.2312 1982 - 1983 59.36 224.11 315.00 315.00 143.79 93.03 87.04 33.49 33.80 24.06 20.85 34.19 30.4513 1983 - 1984 228.66 269.86 315.00 315.00 285.46 95.40 93.68 42.19 36.32 27.04 63.90 26.01 35.1814 1984 - 1985 244.35 315.00 315.00 253.54 125.80 89.64 91.10 44.64 33.56 26.72 23.53 29.92 34.9715 1985 - 1986 183.98 315.00 315.00 315.00 215.66 101.35 93.37 85.49 40.84 29.38 26.33 33.63 51.9016 1986 - 1987 115.94 315.00 315.00 238.20 169.53 101.34 94.56 44.38 35.94 30.81 28.37 40.58 37.0417 1987 - 1988 63.64 287.75 266.85 302.99 183.36 156.07 57.62 40.96 34.03 28.19 26.36 30.79 34.3918 1988 - 1989 95.61 315.00 315.00 315.00 157.31 81.24 39.01 31.86 27.03 26.94 17.94 21.62 28.6119 1989 - 1990 189.07 181.38 315.00 315.00 150.04 54.33 56.91 48.36 44.11 53.59 35.75 177.78 48.6920 1990 - 1991 273.69 315.00 315.00 315.00 315.00 224.14 153.45 120.96 60.26 55.29 45.89 48.88 78.8421 1991 - 1992 265.84 315.00 315.00 315.00 315.00 190.09 100.44 75.02 54.72 47.61 41.17 39.58 59.1222 1992 - 1993 95.76 315.00 315.00 315.00 177.08 109.66 67.94 51.51 43.02 35.25 34.96 42.57 43.2623 1993 - 1994 149.57 315.00 315.00 315.00 208.84 115.12 103.51 47.31 40.41 30.09 30.69 37.62 39.2724 1994 - 1995 146.89 315.00 315.00 315.00 237.28 130.50 116.44 113.45 87.74 43.14 29.50 176.47 81.4525 1995 - 1996 65.95 315.00 315.00 315.00 220.07 140.82 75.70 61.00 53.76 50.29 50.00 42.55 55.0126 1996 - 1997 56.93 270.57 315.00 272.47 140.35 66.86 54.59 50.56 79.03 178.13 87.44 44.41 102.5727 1997 - 1998 73.12 136.57 315.00 315.00 120.29 113.23 282.67 193.60 82.27 44.15 37.35 37.52 106.67 150.37 282.22 310.52 304.39 212.20 116.25 81.41 57.28 43.54 40.69 35.13 48.28 47.17


Restricted Power Potential

Average

Year

Annexure-9.1

Sl. No.

Energy Potential (GWh)

Energy Potential in Descending Order

Exceedence Probabilty

1 1971 - 1972 1288.05 2583.79 3.572 1972 - 1973 1421.49 2454.49 7.143 1973 - 1974 1676.31 2260.77 10.714 1974 - 1975 1015.24 2180.60 14.295 1975 - 1976 1953.27 2060.44 17.866 1976 - 1977 1491.40 1989.49 21.437 1977 - 1978 2060.44 1953.27 25.008 1978 - 1979 2180.60 1923.80 28.579 1979 - 1980 1444.87 1750.55 32.1410 1980 - 1981 1989.49 1676.31 35.7111 1981 - 1982 998.33 1643.17 39.2912 1982 - 1983 1227.93 1509.55 42.8613 1983 - 1984 1509.55 1500.29 46.4314 1984 - 1985 1643.17 1492.22 50.0015 1985 - 1986 1500.29 1491.40 53.5716 1986 - 1987 1492.22 1488.57 57.14 50% Dep. Year17 1987 - 1988 1085.27 1444.87 60.7118 1988 - 1989 1078.91 1435.16 64.29 90% Dep. Year19 1989 - 1990 1322.28 1421.49 67.8620 1990 - 1991 2454.49 1322.28 71.4321 1991 - 1992 2260.77 1288.05 75.0022 1992 - 1993 1923.80 1268.08 78.5723 1993 - 1994 1488.57 1227.93 82.1424 1994 - 1995 2583.79 1085.27 85.7125 1995 - 1996 1750.55 1078.91 89.2926 1996 - 1997 1268.08 1015.24 92.8627 1997 - 1998 1435.16 998.33 96.43

Year

Table-5

Middle Kolab Multipurpose ProjectAssessment of 50% and 90% Dependable Year

Annexure-9.1

S.No. Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May

Total energy (GWh)

Lean Period Power (MWc) (Jan-Mar)

Increamental Energy(GWh)

Increamental Capacity(MWc)

dE/dP (GWh/MWc)

1 45.0 149.2 150.3 157.9 74.1 38.3 18.4 15.0 12.7 12.7 8.4 10.22 95.61 316.78 319.18 335.35 157.31 81.24 39.01 31.86 27.03 26.94 17.94 21.623 68.84 235.68 237.47 241.45 117.04 58.50 29.03 23.70 18.82 20.04 12.92 16.08 1079.564 Power(MWc) 95.61 280.00 280.00 280.00 157.31 81.24 39.01 31.86 27.03 26.94 17.94 21.62 28.61

Energy(GWh) 68.84 208.32 208.32 201.60 117.04 58.50 29.03 23.70 18.17 20.04 12.92 16.08 982.555 Power(MWc) 95.61 285.00 285.00 285.00 157.31 81.24 39.01 31.86 27.03 26.94 17.94 21.62 28.61

Energy(GWh) 68.84 212.04 212.04 205.20 117.04 58.50 29.03 23.70 18.17 20.04 12.92 16.08 993.59 11.04 5.00 2208.006 Power(MWc) 95.61 290.00 290.00 290.00 157.31 81.24 39.01 31.86 27.03 26.94 17.94 21.62 28.61










Energy(GWh) 68.84 235.68 237.47 241.45 117.04 58.50 29.03 23.70 18.17 20.04 12.92 16.08 1078.91 0.25 5.00 49.84

Power Potential With Different Installed Capacity in a 90% Dependable Year

Installed Capacity 300




Power Potential (MWc)








Unrestricted Energy(GWh)


Table No-6(A)


Inflows (Cumecs)Particulars

Annexure-9.1


Total energy (GWh)




dE/dP (GWh/MWc)

1 54.6 157.1 372.7 112.2 79.8 47.7 44.5 20.9 16.9 14.5 13.4 19.12 115.94 333.64 791.47 238.20 169.53 101.34 94.56 44.38 35.94 30.81 28.37 40.583 83.48 248.23 588.85 171.50 126.13 72.97 70.35 33.02 24.15 22.92 20.43 30.19 1492.224 Power(MWc) 115.94 280.00 280.00 238.20 169.53 101.34 94.56 44.38 35.94 30.81 28.37 40.58

Energy(GWh) 83.48 208.32 208.32 171.50 126.13 72.97 70.35 33.02 24.15 22.92 20.43 30.195 Power(MWc) 115.94 285.00 285.00 238.20 169.53 101.34 94.56 44.38 35.94 30.81 28.37 40.58











Energy(GWh) 83.48 248.23 252.96 171.50 126.13 72.97 70.35 33.02 24.15 22.92 20.43 30.19

10.00 1488.00Installed Capacity 330 1146.18

37.0414.88

5.00 1488.00

Installed Capacity 315 1123.86


37.047.44

37.047.44 5.00 1488.00


37.047.44 5.00 1488.00

1488.00


37.04


37.047.44 5.00 1488.00

7.44

7.44 5.00

5.00 1488.00


37.047.44 5.00

1071.78

Power Potential (MWc)Unrestricted Energy(GWh)

1488.00Installed Capacity 290 1086.66

37.04

Table No-6(B)

5.001488.00


37.04

37.046.43




37.047.44


5.00 1285.17


37.043.72 5.00 744.00


Annexure-9.1

MWc LF(%)1 1971 - 1972 2183.65 1288.05 1225.90 44.43 39.09 12.412 1972 - 1973 2409.86 1421.49 1124.92 40.77 42.21 13.403 1973 - 1974 2841.86 1676.31 1235.11 44.76 44.08 13.994 1974 - 1975 1721.15 1015.24 1009.32 36.58 33.95 10.785 1975 - 1976 3311.39 1953.27 1483.46 53.76 55.88 17.746 1976 - 1977 2528.38 1491.40 1082.21 39.22 37.05 11.767 1977 - 1978 3493.08 2060.44 1328.47 48.14 50.25 15.958 1978 - 1979 3696.79 2180.60 1233.42 44.70 41.41 13.159 1979 - 1980 2449.50 1444.87 1370.74 49.68 46.89 14.8910 1980 - 1981 3372.80 1989.49 1326.19 48.06 44.61 14.1611 1981 - 1982 1692.48 998.33 902.88 32.72 30.23 9.6012 1982 - 1983 2081.73 1227.93 1015.33 36.80 30.45 9.6713 1983 - 1984 2559.15 1509.55 1319.50 47.82 35.18 11.1714 1984 - 1985 2785.68 1643.17 1167.96 42.33 34.97 11.1015 1985 - 1986 2543.45 1500.29 1287.75 46.67 51.90 16.4816 1986 - 1987 2529.78 1492.22 1123.86 40.73 37.04 11.7617 1987 - 1988 1839.87 1085.27 1085.27 39.33 34.39 10.9218 1988 - 1989 1829.08 1078.91 1059.83 38.41 28.61 9.0819 1989 - 1990 2241.67 1322.28 1188.83 43.08 48.69 15.4620 1990 - 1991 4161.13 2454.49 1643.52 59.56 78.84 25.0321 1991 - 1992 3832.70 2260.77 1521.29 55.13 59.12 18.7722 1992 - 1993 3261.43 1923.80 1176.02 42.62 43.26 13.7323 1993 - 1994 2523.59 1488.57 1253.32 45.42 39.27 12.4724 1994 - 1995 4380.31 2583.79 1486.42 53.87 81.45 25.8625 1995 - 1996 2967.72 1750.55 1252.31 45.38 55.01 17.4626 1996 - 1997 2149.78 1268.08 1185.25 42.95 102.57 32.5627 1997 - 1998 2433.04 1435.16 1283.72 46.52 106.67 33.86

Table No. 7Middle Kolab Multipurpose Project

LEAN FLOWSr No.

ANNUAL Load Factor

(%)

Summary Of Power Potential Studies

ANNUAL INFLOWS (MCM)

ENERGY POTENTIAL (GWh)

ENERGY GEN. with IC=315MW (GWh)

Year

Annexure-9.1

S. NO.

Installed Capacity

(MW)

Annual Energy

Generation (GWh)

ANNUAL Load

Factor (%)

Lean Flow Load Factor

(%)

KWh/ KW d (KWh)/ d (KW)

1 280 982.55 40.06 10.22 3509.09 -2 285 993.59 39.80 10.04 3486.27 2208.003 290 1004.63 39.55 9.87 3464.23 2208.004 295 1015.67 39.30 9.70 3442.94 2208.005 300 1026.71 39.07 9.54 3422.35 2208.006 305 1037.75 38.84 9.38 3402.45 2208.007 310 1048.79 38.62 9.23 3383.18 2208.008 315 1059.83 38.41 9.08 3364.53 2208.009 320 1067.86 38.09 8.94 3337.06 1606.3910 330 1075.06 37.19 8.67 3257.75 720.0011 335 1078.66 36.76 8.54 3219.88 720.0012 340 1078.66 36.22 8.41 3172.52


Table No -8

Increamental Energy Benefits( 90% Dependable Year )

500700900

11001300150017001900210023002500

280 285 290 295 300 305 310 315 320 325 330 335 340


Annexure-9.1

MWc GWh MWc GWhJun 45.02 95.61 95.61 68.84 95.61 68.84Jul 149.18 316.78 315.00 234.36 299.25 222.64Aug 150.31 319.18 315.00 234.36 299.25 222.64Sep 157.92 335.35 315.00 226.80 299.25 215.46Oct 74.08 157.31 157.31 117.04 157.31 117.04Nov 38.26 81.24 81.24 58.50 81.24 58.50Dec 18.37 39.01 39.01 29.03 39.01 29.03Jan 15.00 31.86 31.86 23.70 31.86 23.70Feb 12.73 27.03 27.03 18.17 27.03 18.17Mar 12.69 26.94 26.94 20.04 26.94 20.04Apr 8.45 17.94 17.94 12.92 17.94 12.92May 10.18 21.62 21.62 16.08 21.62 16.08Total* 1829.08 1079.56 1059.83 1025.05* Total of inflows is in MCM and Potential in GWh

Table -9


Capacity and Energy Benefit in 90% Dependable Year

Design EnergyMonths Inflows (Cumecs)

Potential (MWc)

Output for Installed Capacity( 395 MW )

Annexure-9.2

Unit : MCMS.No Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Annual

1 1971 - 1972 190.73 208.32 304.73 252.62 150.47 78.09 47.06 37.84 28.39 24.76 23.72 25.48 1372.212 1972 - 1973 57.07 351.96 195.48 456.38 159.09 104.69 48.95 38.84 29.32 29.06 21.48 23.40 1515.703 1973 - 1974 46.96 488.10 423.20 298.91 217.94 98.28 51.31 42.70 30.16 28.72 30.01 28.95 1785.244 1974 - 1975 121.78 126.84 256.82 178.86 170.20 76.12 38.61 31.43 24.76 21.94 16.53 19.28 1083.175 1975 - 1976 237.00 270.07 477.58 494.68 231.16 107.48 84.87 72.88 29.98 27.86 23.97 25.07 2082.586 1976 - 1977 23.75 319.06 513.83 344.02 90.03 78.21 42.32 33.02 26.83 25.38 40.09 52.53 1589.077 1977 - 1978 41.05 344.06 620.88 556.52 218.36 125.94 100.76 46.29 36.90 32.38 31.47 41.04 2195.658 1978 - 1979 101.00 406.29 951.20 392.78 157.50 90.64 86.85 38.81 30.48 25.95 18.98 22.97 2323.449 1979 - 1980 292.63 169.12 276.79 241.89 250.00 72.86 75.33 63.74 23.65 22.38 23.04 27.85 1539.28

10 1980 - 1981 175.88 355.62 451.59 641.57 212.31 77.30 47.41 40.79 27.41 35.03 21.54 34.01 2120.4511 1981 - 1982 47.58 89.37 343.03 250.43 104.39 66.59 35.30 27.75 21.08 20.85 18.42 39.86 1064.6512 1982 - 1983 45.55 177.57 466.42 252.67 114.26 71.38 68.87 26.58 24.20 19.07 16.01 27.15 1309.7513 1983 - 1984 175.72 213.90 334.57 359.41 227.05 73.14 74.18 33.51 26.98 21.46 49.09 20.70 1609.7014 1984 - 1985 186.88 314.91 691.23 194.36 99.59 68.61 72.01 35.37 24.00 21.16 18.04 23.72 1749.8915 1985 - 1986 141.24 278.04 392.71 296.89 171.11 77.70 73.89 67.64 29.23 23.29 20.22 26.72 1598.6816 1986 - 1987 89.11 264.48 627.89 182.64 134.56 77.75 74.85 35.22 25.75 24.44 21.84 32.29 1590.8417 1987 - 1988 49.00 228.34 212.16 232.39 145.71 119.86 45.84 32.58 25.28 22.37 20.28 24.49 1158.3018 1988 - 1989 73.32 251.38 252.97 257.77 124.85 62.33 31.03 25.31 19.39 21.40 13.80 17.20 1150.7419 1989 - 1990 145.01 143.90 343.56 289.52 118.91 41.77 45.13 38.32 31.55 42.43 27.38 140.55 1408.0220 1990 - 1991 209.73 271.71 446.51 493.83 639.96 171.73 121.37 95.64 43.09 43.75 35.15 38.79 2611.2621 1991 - 1992 203.90 402.44 492.81 397.95 482.11 145.43 79.48 59.35 40.50 37.64 31.53 31.35 2404.5022 1992 - 1993 73.57 398.31 603.30 535.22 140.51 84.12 53.87 40.83 30.78 27.91 26.85 33.77 2049.0423 1993 - 1994 114.48 264.85 286.26 440.72 165.58 88.20 81.88 37.51 28.92 23.83 23.58 29.84 1585.6624 1994 - 1995 112.59 512.96 581.81 813.10 187.76 99.92 92.07 89.65 62.62 34.13 22.62 139.59 2748.8225 1995 - 1996 50.38 456.65 353.77 460.89 174.42 107.82 59.96 48.30 39.80 39.78 38.28 33.67 1863.7326 1996 - 1997 43.67 214.73 337.82 209.05 111.19 51.31 43.29 40.08 56.43 140.59 66.84 35.18 1350.1727 1997 - 1998 56.26 108.79 328.03 324.05 95.36 86.76 223.12 152.83 58.72 34.92 28.66 29.76 1527.25

115.03 282.66 428.41 364.78 188.68 89.04 70.36 49.36 32.45 32.31 27.02 37.97 1718.07Average

Table No-1

50% Inflows at Diver sion Barrage and Kirajori discharge at Proposed dam Site

Year


Annexure-9.2

Unit : m3/sec

S.No Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr MayAnnual (MCM)

1 1971 - 1972 73.6 77.8 113.8 97.5 56.2 30.1 17.6 14.1 11.3 9.2 9.2 9.5 1372.22 1972 - 1973 22.0 131.4 73.0 176.1 59.4 40.4 18.3 14.5 12.1 10.8 8.3 8.7 1515.73 1973 - 1974 18.1 182.2 158.0 115.3 81.4 37.9 19.2 15.9 12.5 10.7 11.6 10.8 1785.24 1974 - 1975 47.0 47.4 95.9 69.0 63.5 29.4 14.4 11.7 10.2 8.2 6.4 7.2 1083.25 1975 - 1976 91.4 100.8 178.3 190.8 86.3 41.5 31.7 27.2 12.0 10.4 9.2 9.4 2082.66 1976 - 1977 9.2 119.1 191.8 132.7 33.6 30.2 15.8 12.3 11.1 9.5 15.5 19.6 1589.17 1977 - 1978 15.8 128.5 231.8 214.7 81.5 48.6 37.6 17.3 15.3 12.1 12.1 15.3 2195.78 1978 - 1979 39.0 151.7 355.1 151.5 58.8 35.0 32.4 14.5 12.6 9.7 7.3 8.6 2323.49 1979 - 1980 112.9 63.1 103.3 93.3 93.3 28.1 28.1 23.8 9.4 8.4 8.9 10.4 1539.3

10 1980 - 1981 67.9 132.8 168.6 247.5 79.3 29.8 17.7 15.2 11.3 13.1 8.3 12.7 2120.411 1981 - 1982 18.4 33.4 128.1 96.6 39.0 25.7 13.2 10.4 8.7 7.8 7.1 14.9 1064.612 1982 - 1983 17.6 66.3 174.1 97.5 42.7 27.5 25.7 9.9 10.0 7.1 6.2 10.1 1309.713 1983 - 1984 67.8 79.9 124.9 138.7 84.8 28.2 27.7 12.5 10.8 8.0 18.9 7.7 1609.714 1984 - 1985 72.1 117.6 258.1 75.0 37.2 26.5 26.9 13.2 9.9 7.9 7.0 8.9 1749.915 1985 - 1986 54.5 103.8 146.6 114.5 63.9 30.0 27.6 25.3 12.1 8.7 7.8 10.0 1598.716 1986 - 1987 34.4 98.7 234.4 70.5 50.2 30.0 27.9 13.2 10.6 9.1 8.4 12.1 1590.817 1987 - 1988 18.9 85.3 79.2 89.7 54.4 46.2 17.1 12.2 10.1 8.4 7.8 9.1 1158.318 1988 - 1989 28.3 93.9 94.4 99.4 46.6 24.0 11.6 9.5 8.0 8.0 5.3 6.4 1150.719 1989 - 1990 55.9 53.7 128.3 111.7 44.4 16.1 16.8 14.3 13.0 15.8 10.6 52.5 1408.020 1990 - 1991 80.9 101.4 166.7 190.5 238.9 66.3 45.3 35.7 17.8 16.3 13.6 14.5 2611.321 1991 - 1992 78.7 150.3 184.0 153.5 180.0 56.1 29.7 22.2 16.2 14.1 12.2 11.7 2404.522 1992 - 1993 28.4 148.7 225.2 206.5 52.5 32.5 20.1 15.2 12.7 10.4 10.4 12.6 2049.023 1993 - 1994 44.2 98.9 106.9 170.0 61.8 34.0 30.6 14.0 12.0 8.9 9.1 11.1 1585.724 1994 - 1995 43.4 191.5 217.2 313.7 70.1 38.5 34.4 33.5 25.9 12.7 8.7 52.1 2748.825 1995 - 1996 19.4 170.5 132.1 177.8 65.1 41.6 22.4 18.0 15.9 14.9 14.8 12.6 1863.726 1996 - 1997 16.8 80.2 126.1 80.7 41.5 19.8 16.2 15.0 23.3 52.5 25.8 13.1 1350.227 1997 - 1998 21.7 40.6 122.5 125.0 35.6 33.5 83.3 57.1 24.3 13.0 11.1 11.1 1527.2

44.4 105.5 159.9 140.7 70.4 34.4 26.3 18.4 13.3 12.1 10.4 14.2 1718.1

Table No-2

50% Inflows at Diver sion Barrage and Kirajori discharge at Proposed dam Site

Year

Average


Annexure-9.2

Unit: MW continuosS.No. Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May

1 1971 - 1972 156.26 165.16 241.60 206.96 119.30 63.97 37.31 30.00 24.06 19.63 19.44 20.202 1972 - 1973 46.76 279.04 154.98 373.89 126.13 85.77 38.81 30.79 25.74 23.04 17.60 18.553 1973 - 1974 38.47 386.98 335.52 244.88 172.79 80.52 40.68 33.85 26.47 22.77 24.58 22.964 1974 - 1975 99.77 100.56 203.61 146.53 134.94 62.36 30.61 24.92 21.73 17.40 13.54 15.295 1975 - 1976 194.16 214.12 378.64 405.27 183.27 88.05 67.28 57.78 25.41 22.09 19.64 19.886 1976 - 1977 19.46 252.96 407.38 281.84 71.38 64.08 33.56 26.18 23.55 20.12 32.84 41.657 1977 - 1978 33.63 272.78 492.25 455.93 173.12 103.18 79.89 36.70 32.39 25.67 25.79 32.548 1978 - 1979 82.75 322.12 754.14 321.79 124.87 74.25 68.85 30.77 26.75 20.58 15.55 18.219 1979 - 1980 239.74 134.08 219.45 198.17 198.20 59.69 59.72 50.54 20.05 17.75 18.88 22.0810 1980 - 1981 144.09 281.95 358.03 525.61 168.32 63.33 37.59 32.34 24.06 27.77 17.65 26.9611 1981 - 1982 38.98 70.85 271.97 205.17 82.76 54.55 27.99 22.00 18.50 16.53 15.09 31.6012 1982 - 1983 37.31 140.78 369.79 207.01 90.59 58.48 54.60 21.07 21.24 15.12 13.12 21.5213 1983 - 1984 143.96 169.58 265.26 294.45 180.01 59.92 58.81 26.57 22.86 17.01 40.22 16.4114 1984 - 1985 153.10 249.67 548.03 159.23 78.96 56.21 57.09 28.04 21.06 16.77 14.78 18.8115 1985 - 1986 115.71 220.43 311.35 243.23 135.66 63.66 58.58 53.62 25.66 18.46 16.57 21.1816 1986 - 1987 73.01 209.69 497.81 149.63 106.68 63.70 59.34 27.93 22.61 19.38 17.90 25.6017 1987 - 1988 40.14 181.04 168.21 190.38 115.52 98.19 36.34 25.83 21.42 17.74 16.61 19.4118 1988 - 1989 60.06 199.30 200.56 211.18 98.98 51.06 24.60 20.07 17.02 16.96 11.31 13.6419 1989 - 1990 118.80 114.09 272.39 237.19 94.28 34.22 35.78 30.38 27.69 33.64 22.43 111.4320 1990 - 1991 171.82 215.42 354.01 404.57 507.38 140.69 96.22 75.82 37.82 34.69 28.79 30.7621 1991 - 1992 167.05 319.07 390.71 326.02 382.23 119.15 63.01 47.06 34.32 29.84 25.83 24.8522 1992 - 1993 60.27 315.79 478.32 438.48 111.40 68.92 42.71 32.37 27.02 22.13 22.00 26.7723 1993 - 1994 93.79 209.98 226.95 361.06 131.27 72.26 64.92 29.74 25.38 18.90 19.32 23.6624 1994 - 1995 92.24 406.69 461.27 666.13 148.86 81.86 72.99 71.08 54.97 27.06 18.54 110.6725 1995 - 1996 41.27 362.04 280.48 377.59 138.29 88.34 47.54 38.30 33.73 31.54 31.36 26.7026 1996 - 1997 35.78 170.24 267.83 171.26 88.15 42.04 34.32 31.78 49.53 111.46 54.76 27.8927 1997 - 1998 46.09 86.25 260.07 265.48 75.60 71.08 176.90 121.17 51.54 27.68 23.48 23.59 96.09 229.40 342.71 300.13 152.44 73.02 51.12 35.98 27.35 25.54 22.08 30.35Average


Unrestricted Power Potential

Year

Annexure-9.2

Unit :GWhS.No. Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Annual

1 1971 - 1972 112.50 122.88 179.75 149.01 88.76 46.06 27.76 22.32 16.74 14.61 13.99 15.03 809.422 1972 - 1973 33.66 207.61 115.31 269.20 93.84 61.75 28.87 22.91 17.30 17.14 12.67 13.80 894.063 1973 - 1974 27.70 287.91 249.63 176.32 128.56 57.97 30.27 25.19 17.79 16.94 17.70 17.08 1053.054 1974 - 1975 71.83 74.82 151.49 105.50 100.39 44.90 22.77 18.54 14.60 12.94 9.75 11.37 638.925 1975 - 1976 139.80 159.30 281.71 291.79 136.35 63.40 50.06 42.99 17.68 16.43 14.14 14.79 1228.446 1976 - 1977 14.01 188.20 303.09 202.93 53.11 46.14 24.97 19.48 15.83 14.97 23.65 30.99 937.347 1977 - 1978 24.21 202.95 366.23 328.27 128.80 74.29 59.44 27.31 21.76 19.10 18.57 24.21 1295.148 1978 - 1979 59.58 239.66 561.08 231.69 92.90 53.46 51.23 22.89 17.98 15.31 11.19 13.55 1370.519 1979 - 1980 172.61 99.76 163.27 142.68 147.46 42.98 44.43 37.60 13.95 13.20 13.59 16.43 907.9710 1980 - 1981 103.74 209.77 266.38 378.44 125.23 45.60 27.97 24.06 16.17 20.66 12.71 20.06 1250.7711 1981 - 1982 28.07 52.71 202.34 147.72 61.58 39.28 20.82 16.37 12.43 12.30 10.86 23.51 628.0012 1982 - 1983 26.87 104.74 275.12 149.04 67.40 42.11 40.62 15.68 14.28 11.25 9.45 16.01 772.5713 1983 - 1984 103.65 126.17 197.35 212.01 133.93 43.14 43.75 19.77 15.91 12.66 28.96 12.21 949.5014 1984 - 1985 110.23 185.75 407.73 114.65 58.75 40.47 42.48 20.86 14.16 12.48 10.64 13.99 1032.2015 1985 - 1986 83.31 164.00 231.65 175.12 100.93 45.83 43.59 39.90 17.24 13.74 11.93 15.76 943.0016 1986 - 1987 52.57 156.01 370.37 107.74 79.37 45.86 44.15 20.78 15.19 14.42 12.89 19.05 938.3817 1987 - 1988 28.90 134.69 125.15 137.08 85.95 70.70 27.04 19.22 14.91 13.20 11.96 14.44 683.2418 1988 - 1989 43.25 148.28 149.21 152.05 73.64 36.76 18.30 14.93 11.44 12.62 8.14 10.15 678.7819 1989 - 1990 85.54 84.88 202.66 170.78 70.14 24.64 26.62 22.60 18.61 25.03 16.15 82.90 830.5420 1990 - 1991 123.71 160.27 263.38 291.29 377.49 101.30 71.59 56.41 25.41 25.81 20.73 22.88 1540.2921 1991 - 1992 120.27 237.38 290.69 234.74 284.38 85.79 46.88 35.01 23.89 22.20 18.60 18.49 1418.3222 1992 - 1993 43.40 234.95 355.87 315.71 82.88 49.62 31.78 24.09 18.16 16.46 15.84 19.92 1208.6523 1993 - 1994 67.53 156.23 168.85 259.97 97.67 52.03 48.30 22.12 17.06 14.06 13.91 17.60 935.3224 1994 - 1995 66.42 302.58 343.19 479.62 110.75 58.94 54.31 52.88 36.94 20.13 13.35 82.34 1621.4325 1995 - 1996 29.72 269.36 208.68 271.86 102.89 63.60 35.37 28.49 23.48 23.46 22.58 19.86 1099.3426 1996 - 1997 25.76 126.66 199.26 123.31 65.58 30.27 25.54 23.64 33.28 82.93 39.43 20.75 796.4127 1997 - 1998 33.19 64.17 193.50 191.14 56.25 51.18 131.61 90.15 34.64 20.60 16.90 17.55 900.87

69.19 170.67 254.98 216.10 113.41 52.57 38.03 26.77 18.55 19.00 15.90 22.58 1017.75Average


Unrestricted Energy

Year

Annexure-9.2

Unit :GWh

S.No. Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Annual Lean Period1 1971 - 1972 112.50 122.88 148.80 144.00 88.76 46.06 27.76 22.32 16.74 14.61 13.99 15.03 773.46 53.672 1972 - 1973 33.66 148.80 115.31 144.00 93.84 61.75 28.87 22.91 17.30 17.14 12.67 13.80 710.05 57.343 1973 - 1974 27.70 148.80 148.80 144.00 128.56 57.97 30.27 25.19 17.79 16.94 17.70 17.08 780.79 59.924 1974 - 1975 71.83 74.82 148.80 105.50 100.39 44.90 22.77 18.54 14.60 12.94 9.75 11.37 636.23 46.095 1975 - 1976 139.80 148.80 148.80 144.00 136.35 63.40 50.06 42.99 17.68 16.43 14.14 14.79 937.24 77.106 1976 - 1977 14.01 148.80 148.80 144.00 53.11 46.14 24.97 19.48 15.83 14.97 23.65 30.99 684.72 50.277 1977 - 1978 24.21 148.80 148.80 144.00 128.80 74.29 59.44 27.31 21.76 19.10 18.57 24.21 839.28 68.178 1978 - 1979 59.58 148.80 148.80 144.00 92.90 53.46 51.23 22.89 17.98 15.31 11.19 13.55 779.69 56.189 1979 - 1980 144.00 99.76 148.80 142.68 147.46 42.98 44.43 37.60 13.95 13.20 13.59 16.43 864.88 64.75

10 1980 - 1981 103.74 148.80 148.80 144.00 125.23 45.60 27.97 24.06 16.17 20.66 12.71 20.06 837.79 60.8911 1981 - 1982 28.07 52.71 148.80 144.00 61.58 39.28 20.82 16.37 12.43 12.30 10.86 23.51 570.73 41.1012 1982 - 1983 26.87 104.74 148.80 144.00 67.40 42.11 40.62 15.68 14.28 11.25 9.45 16.01 641.20 41.2013 1983 - 1984 103.65 126.17 148.80 144.00 133.93 43.14 43.75 19.77 15.91 12.66 28.96 12.21 832.95 48.3414 1984 - 1985 110.23 148.80 148.80 114.65 58.75 40.47 42.48 20.86 14.16 12.48 10.64 13.99 736.31 47.5015 1985 - 1986 83.31 148.80 148.80 144.00 100.93 45.83 43.59 39.90 17.24 13.74 11.93 15.76 813.83 70.8816 1986 - 1987 52.57 148.80 148.80 107.74 79.37 45.86 44.15 20.78 15.19 14.42 12.89 19.05 709.60 50.3817 1987 - 1988 28.90 134.69 125.15 137.08 85.95 70.70 27.04 19.22 14.91 13.20 11.96 14.44 683.24 47.3318 1988 - 1989 43.25 148.28 148.80 144.00 73.64 36.76 18.30 14.93 11.44 12.62 8.14 10.15 670.32 38.9919 1989 - 1990 85.54 84.88 148.80 144.00 70.14 24.64 26.62 22.60 18.61 25.03 16.15 82.90 749.91 66.2420 1990 - 1991 123.71 148.80 148.80 144.00 148.80 101.30 71.59 56.41 25.41 25.81 20.73 22.88 1038.25 107.6321 1991 - 1992 120.27 148.80 148.80 144.00 148.80 85.79 46.88 35.01 23.89 22.20 18.60 18.49 961.53 81.1022 1992 - 1993 43.40 148.80 148.80 144.00 82.88 49.62 31.78 24.09 18.16 16.46 15.84 19.92 743.73 58.7023 1993 - 1994 67.53 148.80 148.80 144.00 97.67 52.03 48.30 22.12 17.06 14.06 13.91 17.60 791.87 53.2424 1994 - 1995 66.42 148.80 148.80 144.00 110.75 58.94 54.31 52.88 36.94 20.13 13.35 82.34 937.65 109.9525 1995 - 1996 29.72 148.80 148.80 144.00 102.89 63.60 35.37 28.49 23.48 23.46 22.58 19.86 791.05 75.4326 1996 - 1997 25.76 126.66 148.80 123.31 65.58 30.27 25.54 23.64 33.28 82.93 39.43 20.75 745.95 139.8527 1997 - 1998 33.19 64.17 148.80 144.00 56.25 51.18 131.61 90.15 34.64 20.60 16.90 17.55 809.03 145.38

68.09 132.94 146.60 138.88 99.40 52.57 38.03 26.77 18.55 19.00 15.90 22.58 779.32 64.32Average

Year


Restricted Energy

Annexure-9.2

Unit: MW continuos

S.No. Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Lean Period1 1971 - 1972 156.26 165.16 200.00 200.00 119.30 63.97 37.31 30.00 24.06 19.63 19.44 20.20 24.562 1972 - 1973 46.76 200.00 154.98 200.00 126.13 85.77 38.81 30.79 25.74 23.04 17.60 18.55 26.523 1973 - 1974 38.47 200.00 200.00 200.00 172.79 80.52 40.68 33.85 26.47 22.77 24.58 22.96 27.704 1974 - 1975 99.77 100.56 200.00 146.53 134.94 62.36 30.61 24.92 21.73 17.40 13.54 15.29 21.355 1975 - 1976 194.16 200.00 200.00 200.00 183.27 88.05 67.28 57.78 25.41 22.09 19.64 19.88 35.096 1976 - 1977 19.46 200.00 200.00 200.00 71.38 64.08 33.56 26.18 23.55 20.12 32.84 41.65 23.287 1977 - 1978 33.63 200.00 200.00 200.00 173.12 103.18 79.89 36.70 32.39 25.67 25.79 32.54 31.598 1978 - 1979 82.75 200.00 200.00 200.00 124.87 74.25 68.85 30.77 26.75 20.58 15.55 18.21 26.039 1979 - 1980 200.00 134.08 200.00 198.17 198.20 59.69 59.72 50.54 20.05 17.75 18.88 22.08 29.4410 1980 - 1981 144.09 200.00 200.00 200.00 168.32 63.33 37.59 32.34 24.06 27.77 17.65 26.96 28.0611 1981 - 1982 38.98 70.85 200.00 200.00 82.76 54.55 27.99 22.00 18.50 16.53 15.09 31.60 19.0112 1982 - 1983 37.31 140.78 200.00 200.00 90.59 58.48 54.60 21.07 21.24 15.12 13.12 21.52 19.1513 1983 - 1984 143.96 169.58 200.00 200.00 180.01 59.92 58.81 26.57 22.86 17.01 40.22 16.41 22.1514 1984 - 1985 153.10 200.00 200.00 159.23 78.96 56.21 57.09 28.04 21.06 16.77 14.78 18.81 21.9615 1985 - 1986 115.71 200.00 200.00 200.00 135.66 63.66 58.58 53.62 25.66 18.46 16.57 21.18 32.5816 1986 - 1987 73.01 200.00 200.00 149.63 106.68 63.70 59.34 27.93 22.61 19.38 17.90 25.60 23.3017 1987 - 1988 40.14 181.04 168.21 190.38 115.52 98.19 36.34 25.83 21.42 17.74 16.61 19.41 21.6618 1988 - 1989 60.06 199.30 200.00 200.00 98.98 51.06 24.60 20.07 17.02 16.96 11.31 13.64 18.0219 1989 - 1990 118.80 114.09 200.00 200.00 94.28 34.22 35.78 30.38 27.69 33.64 22.43 111.43 30.5720 1990 - 1991 171.82 200.00 200.00 200.00 200.00 140.69 96.22 75.82 37.82 34.69 28.79 30.76 49.4421 1991 - 1992 167.05 200.00 200.00 200.00 200.00 119.15 63.01 47.06 34.32 29.84 25.83 24.85 37.0822 1992 - 1993 60.27 200.00 200.00 200.00 111.40 68.92 42.71 32.37 27.02 22.13 22.00 26.77 27.1723 1993 - 1994 93.79 200.00 200.00 200.00 131.27 72.26 64.92 29.74 25.38 18.90 19.32 23.66 24.6724 1994 - 1995 92.24 200.00 200.00 200.00 148.86 81.86 72.99 71.08 54.97 27.06 18.54 110.67 51.0325 1995 - 1996 41.27 200.00 200.00 200.00 138.29 88.34 47.54 38.30 33.73 31.54 31.36 26.70 34.5226 1996 - 1997 35.78 170.24 200.00 171.26 88.15 42.04 34.32 31.78 49.53 111.46 54.76 27.89 64.2627 1997 - 1998 46.09 86.25 200.00 200.00 75.60 71.08 176.90 121.17 51.54 27.68 23.48 23.59 66.80 94.56 178.68 197.05 192.89 133.61 73.02 51.12 35.98 27.35 25.54 22.08 30.35 29.62


Restricted Power Potential

Average

Year

Annexure-9.2

Sr No.

Energy Potential (GWh)

Energy Potential in Descending Order

Exceedence Probabilty

1 1971 - 1972 809.42 1621.43 3.572 1972 - 1973 894.06 1540.29 7.143 1973 - 1974 1053.05 1418.32 10.714 1974 - 1975 638.92 1370.51 14.295 1975 - 1976 1228.44 1295.14 17.866 1976 - 1977 937.34 1250.77 21.437 1977 - 1978 1295.14 1228.44 25.008 1978 - 1979 1370.51 1208.65 28.579 1979 - 1980 907.97 1099.34 32.1410 1980 - 1981 1250.77 1053.05 35.7111 1981 - 1982 628.00 1032.20 39.2912 1982 - 1983 772.57 949.50 42.8613 1983 - 1984 949.50 943.00 46.4314 1984 - 1985 1032.20 938.38 50.0015 1985 - 1986 943.00 937.34 53.5716 1986 - 1987 938.38 935.32 57.14 50% Dep. Year17 1987 - 1988 683.24 907.97 60.7118 1988 - 1989 678.78 900.87 64.29 90% Dep. Year19 1989 - 1990 830.54 894.06 67.8620 1990 - 1991 1540.29 830.54 71.4321 1991 - 1992 1418.32 809.42 75.0022 1992 - 1993 1208.65 796.41 78.5723 1993 - 1994 935.32 772.57 82.1424 1994 - 1995 1621.43 683.24 85.7125 1995 - 1996 1099.34 678.78 89.2926 1996 - 1997 796.41 638.92 92.8627 1997 - 1998 900.87 628.00 96.43

Year

Table-5

Middle Kolab Multipurpose ProjectAssessment of 50% and 90% Dependable Year

Annexure-9.2


Total energy (GWh)




dE/dP (GWh/MWc)

1 28.3 93.9 94.4 99.4 46.6 24.0 11.6 9.5 8.0 8.0 5.3 6.42 60.06 199.30 200.56 211.18 98.98 51.06 24.60 20.07 17.02 16.96 11.31 13.643 43.25 148.28 149.21 152.05 73.64 36.76 18.30 14.93 11.85 12.62 8.14 10.15 679.194 Power(MWc) 60.06 190.00 190.00 190.00 98.98 51.06 24.60 20.07 17.02 16.96 11.31 13.64 18.02

Energy(GWh) 43.25 141.36 141.36 136.80 73.64 36.76 18.30 14.93 11.44 12.62 8.14 10.15 648.765 Power(MWc) 60.06 192.00 192.00 192.00 98.98 51.06 24.60 20.07 17.02 16.96 11.31 13.64 18.02











Energy(GWh) 43.25 148.28 149.21 152.05 73.64 36.76 18.30 14.93 11.44 12.62 8.14 10.15 678.78 0.85 2.00 423.05












Table No-6(A)



Power Potential (MWc)



Unrestricted Energy(GWh)

Annexure-9.2


Total energy (GWh)




dE/dP (GWh/MWc)

1 34.4 98.7 234.4 70.5 50.2 30.0 27.9 13.2 10.6 9.1 8.4 12.12 73.01 209.69 497.81 149.63 106.68 63.70 59.34 27.93 22.61 19.38 17.90 25.603 52.57 156.01 370.37 107.74 79.37 45.86 44.15 20.78 15.19 14.42 12.89 19.05 938.384 Power(MWc) 73.01 190.00 190.00 149.63 106.68 63.70 59.34 27.93 22.61 19.38 17.90 25.60












Energy(GWh) 52.57 156.01 157.73 107.74 79.37 45.86 44.15 20.78 15.19 14.42 12.89 19.05

2.00 1488.00Installed Capacity 208 721.51

23.302.98

2.00 1488.00



23.302.98

23.302.98 2.00 1488.00


23.302.98 2.00 1488.00

1488.00


23.30


23.302.98 2.00 1488.00

2.98

2.98 2.00

2.00 1488.00


23.302.98 2.00

694.72

Power Potential (MWc)Unrestricted Energy(GWh)

1488.00Installed Capacity 194 700.67

23.30

Table No-6(B)

2.001488.00


23.30

23.302.74




23.302.98


2.00 1370.99


23.301.49 2.00 744.00


Annexure-9.2

MWc LF(%)1 1971 - 1972 1372.21 809.42 773.46 44.15 24.56 12.282 1972 - 1973 1515.70 894.06 710.05 40.53 26.52 13.263 1973 - 1974 1785.24 1053.05 780.79 44.57 27.70 13.854 1974 - 1975 1083.17 638.92 636.23 36.31 21.35 10.675 1975 - 1976 2082.58 1228.44 937.24 53.50 35.09 17.556 1976 - 1977 1589.07 937.34 684.72 39.08 23.28 11.647 1977 - 1978 2195.65 1295.14 839.28 47.90 31.59 15.798 1978 - 1979 2323.44 1370.51 779.69 44.50 26.03 13.029 1979 - 1980 1539.28 907.97 864.88 49.37 29.44 14.7210 1980 - 1981 2120.45 1250.77 837.79 47.82 28.06 14.0311 1981 - 1982 1064.65 628.00 570.73 32.58 19.01 9.5112 1982 - 1983 1309.75 772.57 641.20 36.60 19.15 9.5713 1983 - 1984 1609.70 949.50 832.95 47.54 22.15 11.0714 1984 - 1985 1749.89 1032.20 736.31 42.03 21.96 10.9815 1985 - 1986 1598.68 943.00 813.83 46.45 32.58 16.2916 1986 - 1987 1590.84 938.38 709.60 40.50 23.30 11.6517 1987 - 1988 1158.30 683.24 683.24 39.00 21.66 10.8318 1988 - 1989 1150.74 678.78 670.32 38.26 18.02 9.0119 1989 - 1990 1408.02 830.54 749.91 42.80 30.57 15.2820 1990 - 1991 2611.26 1540.29 1038.25 59.26 49.44 24.7221 1991 - 1992 2404.50 1418.32 961.53 54.88 37.08 18.5422 1992 - 1993 2049.04 1208.65 743.73 42.45 27.17 13.5923 1993 - 1994 1585.66 935.32 791.87 45.20 24.67 12.3424 1994 - 1995 2748.82 1621.43 937.65 53.52 51.03 25.5225 1995 - 1996 1863.73 1099.34 791.05 45.15 34.52 17.2626 1996 - 1997 1350.17 796.41 745.95 42.58 64.26 32.1327 1997 - 1998 1527.25 900.87 809.03 46.18 66.80 33.40

Table No. 7Middle Kolab Multipurpose Project

LEAN FLOWSr No.

ANNUAL Load Factor

(%)

Summary Of Power Potential Studies

ANNUAL INFLOWS (MCM)

ENERGY POTENTIAL (GWh)

ENERGY GEN. with IC=200MW (GWh)

Year

Annexure-9.2

S. NO.

Installed Capacity

(MW)

Annual Energy

Generation (GWh)

ANNUAL Load

Factor (%)

Lean Flow Load Factor

(%)

KWh/ KW d (KWh)/ d (KW)

1 190 648.76 38.98 9.48 3414.51 -2 192 653.17 38.83 9.38 3401.94 2208.003 194 657.59 38.69 9.29 3389.63 2208.004 196 662.00 38.56 9.19 3377.57 2208.005 198 666.42 38.42 9.10 3365.76 2208.006 200 670.32 38.26 9.01 3351.59 1948.607 202 672.17 37.99 8.92 3327.59 927.458 204 673.61 37.69 8.83 3302.02 720.009 206 675.05 37.41 8.75 3276.95 720.0010 208 676.49 37.13 8.66 3252.37 720.0011 210 677.93 36.85 8.58 3228.25 720.0012 212 677.93 36.50 8.50 3197.80


Table No -8

Increamental Energy Benefits( 90% Dependable Year )

500700900

1100130015001700190021002300250027002900

190 192 194 196 198 200 202 204 206 208 210 212


Annexure-9.2

MWc GWh MWc GWhJun 28.29 60.06 60.06 43.25 60.06 43.25Jul 93.86 199.30 199.30 148.28 190.00 141.36Aug 94.45 200.56 200.00 148.80 190.00 141.36Sep 99.45 211.18 200.00 144.00 190.00 136.80Oct 46.61 98.98 98.98 73.64 98.98 73.64Nov 24.05 51.06 51.06 36.76 51.06 36.76Dec 11.58 24.60 24.60 18.30 24.60 18.30Jan 9.45 20.07 20.07 14.93 20.07 14.93Feb 8.02 17.02 17.02 11.44 17.02 11.44Mar 7.99 16.96 16.96 12.62 16.96 12.62Apr 5.33 11.31 11.31 8.14 11.31 8.14May 6.42 13.64 13.64 10.15 13.64 10.15Total* 1150.74 679.19 670.32 648.76* Total of inflows is in MCM and Potential in GWh

Table -9


Capacity and Energy Benefit in 90% Dependable Year

Design EnergyMonths Inflows (Cumecs)

Potential (MWc)

Output for Installed Capacity( 300MW )

TURBNPRO Version 3 - FRANCIS TURBINE SOLUTION SUMMARY

Page 1

Solution File Name: No File Name

TURBINE SIZING CRITERIA _______________________

Rated Discharge: 1663.1 cfs / 47.1 m3/s Net Head at Rated Discharge: 779.2 feet / 237.5 meters Gross Head: 829.1 feet / 252.7 meters Site Elevation: 853 feet / 260 meters Water Temperature: 77 Degrees F / 25 Degrees C Setting to Tailwater: 3.3 feet / 1.0 meters Efficiency Priority: 5 System Frequency: 50 Hz Minimum Net Head: 721.8 feet / 220.0 meters Maximum Net Head: 820.2 feet / 250.0 meters

FRANCIS TURBINE SOLUTION DATA _____________________________

Arrangement: VERTICAL WITH RUNNER ON TURBINE SHAFT Intake Type: SPIRAL CASE Draft Tube Type: ELBOW Runner Diameter: 107.8 inches / 2737 mm Unit Speed: 187.5 rpm Multiplier Efficiency Modifier: 0.980 Flow Squared Efficiency Modifier: 0.0000 Specific Speed at Rated Net Head - (US Cust.) (SI Units) At 100% Turbine Output: 16.5 63.1 At Peak Efficiency Condition: 15.8 60.3

SOLUTION PERFORMANCE DATA _________________________................................................................................. At Rated Net Head of: 779.2 feet / 237.5 meters

% of Rated Discharge Output (KW) Efficiency (%) cfs m3/s ** 107.9 104742 88.5 1793.9 50.8 100 98363 89.6 1663.1 47.1 * 90.9 89870 90.1 1511.9 42.8 75 73443 89.2 1247.3 35.3 50 45929 83.7 831.6 23.6 25 18453 67.3 415.8 11.8 + 43.9 39130 81.1 730.9 20.7 ** - Overcapacity * - Peak Efficiency Condition + - Peak Draft Tube Surging Condition................................................................................. At Maximum Net Head of: 820.2 feet / 250.0 meters

Sigma Allowable Max. Output (KW) Efficiency (%) cfs m3/s 0.035 111164 88.8 1802.2 51.0................................................................................. At Minimum Net Head of: 721.8 feet / 220.0 meters

Sigma Allowable Max. Output (KW) Efficiency (%) cfs m3/s 0.040 93418 88.0 1737.2 49.2.................................................................................

TURBNPRO Version 3 - FRANCIS TURBINE SOLUTION SUMMARY

Page 2

Solution File Name: No File Name

MISCELLANEOUS DATA __________________

Maximum Runaway Speed (at Max. Net Head): 302 rpm

Turbine Discharge at: Runaway Speed (at Rated Net Head & 100% gate): 655 cfs / 18.6 m3/s Synchronous Speed-No-Load (at Rated Net Head): 123 cfs / 3.5 m3/s

Site's Atmospheric Pressure minus Vapor Pressure: 31.8 feet / 9.7 meters

Sigma Allowable (at 100% Output & Rated Net Head): 0.028 Sigma Plant (at 100% Output & Rated Net Head): 0.037

Maximum Hydraulic Thrust (at Max. Net Head): 334207 lbs / 151912 kg

Approximate Runner and Shaft Weight: 116892 lbs / 53133 kg Vel. at Draft Tube Exit (at Rated Head & Discharge): 3.8 fps / 1.2 m/s

DIMENSIONAL DATA ________________................................................................................. Intake Type: SPIRAL CASE inches / mm Inlet Diameter: 102.0 2591 Inlet Offset: 226.1 5744 Centerline to Inlet: 236.4 6004 Outside Radius A: 277.1 7039 Outside Radius B: 265.6 6746 Outside Radius C: 252.1 6404 Outside Radius D: 234.3 5952................................................................................. Draft Tube Type: ELBOW inches / mm Centerline to Invert: 353.4 8976 Shaft Axis to Exit Length: 517.2 13138 Exit Width: 323.3 8211 Exit Height: 194.0 4927................................................................................. Shafting Arrangement: VERTICAL WITH RUNNER ON TURBINE SHAFT inches / mm Centerline to Shaft Coupling: 192.0 4877 Turbine Shaft Diameter: 38.8 986................................................................................. Miscellaneous: inches / mm Wicket Gate Height: 14.8 377 Wicket Gate Circle Diameter: 211.1 5361.................................................................................

**** All information listed above is typical only. Detailed characteristics will vary based on turbine manufacturer's actual designs.

TURBNPRO Version 3.0 - FRANCIS TURBINE SOLUTION GRAPHICS

Page 1

Solution File Name: No File Name Runner Diameter: 2737 mm Net Head at Rated Discharge: 237.50 meters Unit Speed: 187.5 rpm


Chapter-10: Construction Programme 10-1

CHAPTER-10CONSTRUCTION PROGRAMME, EQUIPMENT PLANNINGAND

PROJECT ORGANISATION

10.1 GENERAL

Middle Kolab Multipurpose Project envisages construction of diversion barrage onriver Kolab near village Chhatarala and to divert the water through a link channel oflength 38.55 Km to the proposed dam to be constructed on Kerajodi nallah. Thiswater will be carried out to power house through HRT for generation of 200 MW andwill be released back to the Kolab River. There will be another barrage in thedownstream for the irrigation purposewhich will irrigate a command area of 24543 hain Malkangiri district through LMC and RMC of length 77.1 Km and 27.4 Kmrespectively.

The project has been proposed to be constructed in 5 years. For construction ofvarious components of the project it is proposed to mobilize the latest equipment inorder to get consistent quality and faster progress rate. Special attention has been paidto equipment planning so as to optimize the equipment cost and extract faster progressof construction works. It is essential to optimize the construction cost andconstruction period taking into consideration price escalation and interest duringconstruction as well as cost benefit due to delay in completion.

Provision of machinery like Dumper, motor graders, excavation dozers, road rollerand other Q-special T&P required for carrying out infrastructure works has been madein the estimate.

Construction activities are planned in such a way that the project will be completed ina stipulated time period. The following assumptions have been made for constructionmethodology and equipment planning of the project.

All the preconstruction activities like land acquisition, infrastructure works andgovernment approvals are completed before the start of the construction of maincomponents of the project.

The major works for execution of the project includes Barrages, dams, link channel,CD and CM works, Powerhouse. HRT, surge shaft, Penstock, RMC&LMC, etc. aswell as electro mechanical works.

All civil, hydro-mechanical and electro-mechanicalworks will be executed infollowing packages.

i) Package I –Construction of diversion barrage & Head Regulator.ii) Package II – Construction of link channel CD & CM works.iii) Package III – Construction of Earthen dam



iv) Package IV – Construction of Intake, HRT, Desilting Tank.v) Package V – Construction of Surge Tank.vi) Package VI – Power House, Tail race channelvii)Package VII – Hydro-mechanical works comprising gates for barrages,

regulators, intake, HRT, power house, etc.viii) Package VIII – Electro mechanical works comprising generating units MIVSix) Package IX – Construction of Irrigation Barragex) Package X-Construction of LMC & RMCxi) Package XI- Construction of Head Regulator, Cross regulator, CM & CD works

The above packages can be executed through private agencies/contractorsindependently.

Construction Planning of Main Components of projectThe project has been planned to have the following main components structuresand the construction schedule has been prepared accordingly and has beenenclosed vide Annexure-10.2.

Civil Worka) Upstream & Downstream Coffer Damb) Diversion barrages, Head regulatingc) Earthen Damd) Link Canale) HRT, Intake, Desilting Tankf) Surge Shaftg) Penstockh) Power House, Tail race channeli) LMC & RMCj) CM & CD works

10.2 CONSTRUCTION PLANNING

The working period is considered as 7 to 8 months starting from October in a year toMay depending upon the onset and withdrawal of monsoons and some interruptions inwork due to unavoidable circumstances or natural calamities.The construction of theproject is proposed to be completed within a time span of 5 years i.e. 60 months and 6months of pre-construction and infrastructure activities. The testing of material andcommissioning of project will be planned in such a manner that full benefits can bederived along the construction period.

Project headquarter is proposed to be located at Koraput and site office near theproject site itself. Various site offices will be set up near all major components such asdam and barrage, major CD and CM works. For the construction of various



components of the project it is proposed to mobilize the latest equipment in order toget consistent quality and faster progress rate. Special attention has been paid for theequipment planning for the construction of Dam and Barrage works so as to optimizethe equipment cost and extract faster progress rate as construction of Dam, Barrageworks will be critical considering the restricted working space and geologicaluncertainties to be encountered. It is essential to optimize the construction cost andconstruction period taking into consideration price escalation and interest duringconstruction as well asenhanced cost due to delay in completion. Hence, it isimportant to strictly follow the construction schedule to restrict the cost of the project.

10.3 CONSTRUCTION METHODOLOGY & CONSTRUCTION SCHEDULE

A) Mobilization

After handing over of the site, mobilization of resources such as men, material,machines is to be carried out and will be continued in phases as per workrequirement till all the resources are deployed. The infrastructure developmentworks will be taken up during this phase. These works include:a) Construction of Offices, living accommodation, lab and colony, workshops,

steel, fabrication shops, and other related facilities.b) Construction of facilities such as water supply system, electric power system,

and distribution arrangements, telecommunication system. The water will beused after necessary treatment meeting the technical specifications fordomestic use as well as construction works.

c) Setting up of fabrication shop and compressed air supply system. Thefabricated material will be transported to the location using trucks.

d) Mobilization of plant and machinery requirements, layouts for plants such asaggregate processing plant, concrete batching and mixing plant, cementhandling and storage system.

e) Drawing up of micro-operation plan and procurement of plant and machineryand materials required for work. Appropriate maintenance services will beestablished for upkeep, repair and maintenance of all infrastructures createdfor the performance of the works.

B) Diversion Works

Construction of following diversion structures is planned:i) Upstream cofferdamii) Downstream cofferdam

River diversion works has been planned for construction of Diversion Barrage.The construction of Barrage has to be taken up after the pre-construction actionis over. For construction of barrage in the river bed, the river flows will need to



be diverted away from the work area by constructing coffer dams both u/s and d/susing locally available material.

Barrage

Diversion Barrage to be constructed on the Kolab River has a total lengthincluding the abutment as 177m. The barrage shall consist of a single concretesection to be constructed in the water-way. Guide bunds shall be provided on theleft and right bank, in continuation to the concrete section.

Construction of Barrage will be taken up from Jan to June after construction ofcoffer dams. In the first season, construction work shall commence on left sideportion of barrage. The floor shall be constructed and piers shall be raised. In thesecond season, construction work on remaining portion of barrage shall be takenup. The floor shall be constructed and piers shall be raised. Guide bund of leftside will be taken up in the second season and will be completed. In the thirdseason barrage on right hand side and the regulator will be constructed.

To achieve the desired results, half the length of the barrage shall be taken up inthe first season and concreting completed up to the maximum height in differentblocks keeping the height difference in two adjacent blocks within thepermissible limits. The same process shall be adopted for balance half of thebarrage. The upstream and downstream coffer dam will be constructed acrossthe river on the left bank of river to divert the flow of river for dry workingarea to carry out the construction of Barrage. The construction of Barrage shallbe taken during the period October to June in second working season and will becompleted within two sub-sequent working seasons.

On both end sides of barrage there will be a guide bund of local available material(soil and rock) to guide the river flow through barrage. For construction of thesebunds, excavators, road rollers and motor graders shall be used.

In view of the strata available, overburden material shall be removed throughconventional method with the help of dozers, excavators, and haulers. Theexcavated material shall be dumped at disposal yard at a distance of about 1 kmfrom barrage site, on the downstream so that the excavated material should notget deposited in river bed during operation stage. During deep excavation belowwater level, seepage water shall be dewatered with the help of dewatering pumpby making sump.

Barrage construction involves construction of piers, floors, divide walls, sheetpiling, deck bridges, on the top and second stage, during concreting for hydromechanical works. Keeping in view, the volume of concrete to be poured inavailable time period, tower cranes shall be used for placement of concrete whichshall be fed by concrete buckets transported on trucks mounted with concrete



buckets. Specially, for second stage concreting, concrete pumps with concretemixers shall be used.

The Irrigation barrage in the d/s of river Kolab is proposed to be constructed insimilar way.

C) Construction of Link Canal, LMC, RMC and Major Structures

Construction of link canal will be taken up right from the second year and will becontinued in different packages as per the construction schedule. During thesecond year, canal excavation in deep cut and heavy embankment portions will bestarted and will be completed by fourth year in phases. The construction of majorstructures like aqueducts, siphons, single lane, double Lane Bridge, NationalHighways along with other structures, will be started in third year and will becompleted by second half of fifth year. The construction of canal in balancereaches also is programmed to be started in fourth year and is to be completed byfifth year.

Construction of LMC and RMC will be taken up in second year and will becompleted by fourth year. Construction of major structures as mentioned abovewill also be constructed simultaneously from 2nd year to fourth year.

D) Earthen Dam

Construction of earthen dam will be started from second year (from Oct to June)after construction of small diversion works and this work will continue up tofourth year. At the start, foundation of the dam shall be completely stripped anddrilling & grouting will be done. Subsequently earthen layers/core filling to betaken up simultaneously and proper compaction to be done by various mechanicalmeans.

E) Chute Spillway

The chute spillway will be constructed along with the construction of dam. It willbe started from second year and will be completed by fourth year. The workconsists excavation, gated regulator and construction of chute channel and stillingbasin.

F) Power House

The construction of power house will be started from second working season. Inthis season, concreting of substructure will also be taken up. Block outs will beleft for generating units and other parts which will be gradually filled as theseequipment are erected. The substructure concreting will be completed in thebeginning of the third working season. In the third working season, the concretingof super structure will also start. The first priority will be columns for E.O.T.



Crane. The columns in the service bay will be ready in the third quarter of thethird year, when the erection of E.O.T Crane will start. Other columns will alsobe ready soon. Next priority will be given to roofing of the power house. Thiswill be achieved by the end of the third working season. After erection of roof itwill be possible to work on the erection of power house units and auxiliary unitseven during rainy months. The work on superstructure will be completed by theend of third year. Some finishing works may continue even after that time thoughtesting and commissioning of generating units will continue simultaneously. Theerection of draft tube gates and hoist will be completed in the first quarter of fifthyear.

G) Hydro-Mechanical works

The hydro-mechanical works are to be carried out at different locations within theproject area. The major hydro-mechanical works to be taken up are gates ofbarrages, head regulator etc. which will be done in the fifth year after completion ofcivil works of barrage. It is proposed to complete the erection of the barrage gatesand hoists in the fourth year. The final testing and commissioning of the barragegates will be carried out in the middle of fifth year.

Installingvertical gate works for barrage comprises of erection of first & secondstage embedded parts, cable anchorage system, vertical gates hoisting systemthrough rope drum mechanism, stop logs and their first and second stageembedded parts, gantry crane with rail on the top of barrage for handling of stoplog. Since crest of gates is on floor level itself erection of gate and theirembedded parts shall be done even without deck bridge and may be carried out atmany places which will be worked out in detail at execution stage only. Firststage embedded parts shall be erected during concreting whereas necessary blockouts shall be left for second stage embedded parts erection. All the hydromechanical erection shall be carried out with the help of a 100 T, 40T & 10/12 Tcrane and winches. Final welding of gates shall be done at site only. For this 400& 600 amp welding sets shall be used.

The supply and installation of all hydro mechanical equipment required at differentlocations shall be ensured to be completed in time so that the works related tocomponents can be completed in scheduled time.

10.4 KEY MATERIALS PLANNING

Study of availability and quality of construction materials has to be carried at differentlocations of the project area to determine the quantity and quality of materials.Further, construction materials used in surrounding projects will be used for theconstruction of various components.

10.5CONSTRUCTION EQUIPMENT PLANNING



In order to attain faster progress while achieving consistent quality simultaneously,mechanical construction has been planned for almost all types of constructionactivities. Extra care has been taken up for equipment planning for excavation andother construction work to expedite the construction.

To ensure optimum utilization of equipment and its total requirement at a time,wherever possible, construction activities have been planned in such a manner thatequipment from one activity, on its completion can be shifted to the related nextactivity.

The existing access roads are neither adequate nor suitable for movement of men andmaterials at the project. These need to be repaired, remodeled and renovated in thepreconstruction stage and new roads need to be constructed prior to the start of mainwork. Arrangement to install construction power should be accorded due attention andpriority.

a) Scheduled Working Hours

Requirement of equipment is worked out based on equipment planning and thenumber of working days available. About 8 months i.e., October to May willform the working season in the barrage area. All the surface works are proposed tobe executed in two shifts except the barrage area, which is proposed to be executedin three-shift operations. The scheduled working hours considering 25 working daysper month accordingly works out as under:

No. ofShift

TotalTime

Availabilityfactor

ActualAvailable

Time

Days/Year

ScheduleMachine

Hour

Utilizationfactor

ScheduleProduction

Hour

1 2 3 4=(2x3) 5 6=(4x5) 7 8=(6x7)

(No.) (Hr.) (Hr.) (No.) (Hr.) (Hr.)

1 8 0.9 7.2 200 1440 0.85 1224

2 16 0.8 12.8 200 2560 0.8 2048

3 24 0.7 16.8 200 3360 0.75 2520

On the basis of the above computation, in accordance with “Guidelines forDetailed Calculations for the Requirement of Each Category and Size of theProduction Equipment, August 2000 published by the Central Water Commission”following scheduled working hours have been considered in surface works.

Single shift work/day - 1200 hrs.



Two shift work/day - 2000 hrs. Three shift work/day - 2500 hrs.

The production capability would be affected during monsoon months especially forthe supplies/services and muck disposal, etc., suitable reduction in the progresshas been taken into account for the year as a whole. Two shifts working ofequipment is normally considered most economical in view of the high cost ofthree shift working on account of low availability of equipment and higher stand-byequipment requirement.

Thus, planning for all over ground works has been carried out based on two shiftsper day working. The work in the dam especially below the crest level will have tobe completed within the non-monsoon period only and as such planned for the 3shift working.

Provision of stand by equipment has been considered as follows:

Single shift working - 10%

Two shift working - 20% Three shift working - 30%

b) Construction Time Duration

A construction period of 60 months has been considered for completion of wholeof the project which also includes testing and commissioning. It is proposed to startall the works immediately and simultaneously in the first year itself. Theconstruction stage surveys, investigations, details design etc. are proposed to betaken up simultaneously along with the work.

10.6 PROJECT ORGANISATION

To facilitate construction activity and its management and quality control. All civilhydro-mechanical and electro-mechanical works are logically divided into variouscontract packages which are independent nature wise and have manageable interfaceproblems.

The following are the project components:

a) Major Structuresb) Water Conductor and Delivery System

The major structures include the Barrage and intake structures at off take fromVansadhra River cross drainage works, bridges and intake and off take structure onintervening reservoirs etc.



The water conductor and delivery system includes Open gravity canals, and all thesecondary canals complete with distributaries, structures, outlets, intervening smallcross drainage works, road bridges, falls etc.

Project Execution Programme:

It is proposed to execute the project in the following two phases:

Phase I: Preconstruction work lasting about 6 months

Phase II: Main Construction Work spanning over 60 months

Thus the whole project will be completed within a span of 66 months i.e. 5.5 years.

10.6.1 Details of Proposed Organization Structure

The organization structure has been planned keeping in view the quantum of workincluded and the site conditions present therein. An efficient management systemcoupled with close coordination would be necessary for completion of the project by thestipulated time schedule. The organization structure planned for Phase I and Phase II isoutlined at Annexure 10.1. The broad features of this structure are illustrated below:

A) PHASE I: PRECONSRTRUCTION WORKS

This includes mainly the following – Acquisition of land, construction/ Remodelingof approach road, construction of stores, lab for sampling and tests, procurement ofmaterials etc. Making CD works workable, arrangement of construction Power,Mobilizing men and machines, construction of temporary offices, workshops etc

B) PHASE II: CONSTRUCTION OF MAIN CIVIL WORKS

This includes construction of main civil works link wise and package wisealongside attending to Hydro mechanical works includes commissioning. Theseworks also include cross drainage works, command irrigation, infrastructure andallied works.

10.6.2 Phase I: Pre construction Works (6 months)

Implementation Schedule

During the initial stage i.e. During Phase I, there will be Project Head supported byone SE (Civil). SE (Civil) will be assisted by two EE (Civil) and three AE (Civil).They will be entrusted with the infrastructure contraction work namely the road,bridges, buildings (temporary), water supply and approach facilities besides theconstruction of cable way leading to different components of the project.



There will be one SE(Finance and Accounts) supports by one Accounts Officer alongwith supporting staff responsible for managing Finance and Accounts work.

There will also be one SE (Admin.) to deal with administration, public health andsecurity. One senior Administrator Officer will Assist SE (Admin). There will be paramedical staff for first aid. Besides there will be security officer along withFirefighting unit under SE (Admin.).

Besides, there will be one S.E (HQ & Monitoring) under the Project Head supportedby one E.E and one A.E to look after the overall working of the project. Afterestablishment of infrastructural facilities and finalization of contract of packagesduring Phase 1 period, the organizational structure will need to be strengthened totake up the construction activities during Phase- II.

10.6.3 Phase –II Main construction Works: (5 years)

This phase lasting 5 years (60 Months) would require a Project Head (Chief Engineer)supported by six (06) SE’s namely 2 S.E civil works, One SE (Electrical), OneSE(finance & accounts), One SE (Admin) and one EE Quality control with supportingAEs. Besides, there will be one SE (HQ & Monitoring) stationed at Head Quarter tocoordinate & monitor to keep the project Head (C.E) duly appraised by the overallposition of the project.

Further, there is a Technical Review Board of eminent experts who will have to bedirectly involved at the instance of the project head for necessary expert advice onevery aspect relating to design, construction and planning of the project.

Project Head: The overall responsibility for all aspects of the project rests with theProject Head. He has to be kept duly apprised by the overall position with adequatefeedback and up to date status of all aspects of the project, so that the problems aretimely addressed.

SE (civil) – Two Nos. SE (Civil) will be responsible for all Civil &Mechanical worksfor all Packages of the project.

The details of works is entrusted to respective officers Package wise to each of thetwocivil SEs and six supporting EEs along with the corresponding AEs.

SE (Electrical) –SE (Electrical) will be responsible for construction of power houseand all other Electrical works including power generation for the project. He will besupported by three EEs along with corresponding 6 AEs.

SE (Finance and Accounts) - CE will be assisted by SE (Finance & Accounts) fordealing with Financial and Account matters. Works involving accounts of regular and



work charged staff will be handled by SE (Finance and Account) with the help of onesenior accounts officer with allied staff.

SE (Admin): SE (Admin) will assist CE for project administration. Establishment,Health, Security and Fire Fighting aspects will be under the charge of SE (Admin).One senior Administrative officer, one senior personnel officer along with twoassistant officers will help SE (Admin) in sorting out the Establishment issues.Besides, a chief medical officer along with two doctors and other auxiliary medicalstaff will assist SE (Admin). Assistance will also be rendered by a chief security andFire Fighting officer along with security staff for maintaining vigilance and securityaspects of the project area.

EE (Quality Control): CE will be assisted by EE (Quality Control) for maintainingthe entire quality control aspect of the material, equipment and machinery employedin the project. One AEs civil and one AE (E&M) will assist the EE (Quality Control)in discharging his duties so far as quality control aspect is concerned.

10.6.4 Reviews/Report of progress of project

The program of the project will be reviewed every month. The program report wouldhighlight the program vis-à-vis its financial and cost aspects besides highlighting theproblem area experienced. Suitable remedial step and corrective measures will betaken from time to time to resolve/sort out the problems confronted on the basis ofsuggestions offered by the eminent experts of Technical Review Board.

10.7 REQUIREMENT OF MAN POWER (EXECUTIVE/NON-EXECUTIVEWORKERS)

In addition to main construction work at site, the project staff is also required forplanning, monitoring and control, construction and maintenance of buildings androads, quality control, procurement stores, mechanical works, electrical works,geology, personnel and administration, financial and accounts, vigilance and otherrelated works. Project organization chart and category requirement of different staff isshown in Table-10.1 and Table-10.2

Project organization shall consist of 23 Nos of Executives (EE/Equivalent& Higher),82 Nos of Non-Executives and 85 Nos of field executives/technicians. The totalstrength of man power during peak construction period is proposed to be 195 Nos.The organization set up is based on contract basis. In addition to above, the servicesfor casual works like R&M at site office, guest house, field hostel, G&D sites,cleaning and sweeping jobs,etc. shall be carried out on contract basis.

10.8 CONSULTANTS

Consultants are engaged for carrying out various studies for the project and forpreparing Feasibility Study Reports, socio-Economic and Environment Monitoringand EI report and



Detailed project Report etc. during project construction stage, the requirement of aproject management consultant shall be examined and if the requirement isestablished, a competent project management consultant shall be engaged as per theapproved procedure of the contracting agency. In addition, the contracting agencymay also engage experts from reputed institution on need basis if required during theproject construction.

Table10.1

PROJECTHEAD /C.E

Requirement of Executive Staff

SE(CIVIL)

SE(Electrical)

SE(F&A)

SE(Admin.)

TOTAL

EE/ Senior officer 2 8 3 1 4 18

AE/JE/EQIVALENT 3 23 6 2 4 35

Draughtsman/Assistant 3 9 2 2 2 18

Attendant 2 15 2 2 2 23

Para medical Staff 11 11

TOTAL 105

Table-10.2REQUIREMENT OF FIELD WORKERS/TECHICIANS/FOREMAN

S.No CATEGORY Nos REQUIRED

1 Senior Foreman (C) 32 Senior Foreman (E&M) 23 Gauge Reader 14 Lab assistant/ Silt Analyst 55 Auto-Electrician 26 Driller 17 Fitter 28 Welder 49 Mechanic 410 Carpenter 411 Mason 1012 Belder/Helper 413 Plumber 214 Painter 215 Dozer operator 216 Loader operator 217 Electrician 518 DG Set operator 519 Compressor operator 2



20 Pump operator 121 Crane operator 222 Care taker 223 Cook 924 Safaiwala 9

Total 85


Chapter-11: Reservoir Simulation Studies 11-1

CHAPTER – 11RESRVOIR SIMULATION STUDIES

11.1 GENERAL

The Inflow series from 1971-72 to 1997-98 has been considered to carry out the

reservoir simulation studies on monthly basis for Middle Kolab Multipurpose Project.

The pattern of water availability on monthly basis reveals that the water availability in

the month of May also corresponds to lean flow and the effect of rains in increasing

the water availability starts from the month of June onwards. The hydrological year

for reservoir simulation studies, therefore, has been considered from the month of

June to May. The reservoir levels have been varied depending upon the quantum of

water in the reservoir. Tail water levels corresponding to the water discharges

through the canal have been determined. The friction loss in the water conductor

system has been also considered. The details of reservoir operation studies on

monthly basis are given in Annexure – 11.1

11.2 AVAILABLE DATA

Power potential studies have been carried out based on the following data:

a) Monthly Discharge Data for the period 1971-72 to 1997-98 (i.e. 27 years data)

b) Revised area capacity curve after taking into consideration the sedimentation

effect as work out in Chapter-5 (Hydrology)

c) Monthly Evaporation loss (in mm) data have been considered, which is

enumerated below:

Jun. Jul. Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May

144 105.4 99.2 108 114.7 93 83.7 86.8 98 142.6 162 179.8

d) FRL, MDDL were taken as per the topographic condition, submergence and other

criteria used for fixation of these levels. The tail water level and head loss were

taken as per the actual calculation for these parameters.

11.3 FIXATION OF FRL AND MDDL

To start with minimum draw down level (MDDL) of the reservoir was adopted based

on (i) Consideration of silting during the life of the project (ii) Optimization of power

benefits and (iii) safe limit of operating heads of the generating units taking into



consideration site specific constraints, if any. To start with, full reservoir level (FRL)

for the scheme is determined based on the approximate assessment storage

requirement considering inflow data and with the help of mass curve of inflow series

by varying FRL & MDDL.

In second step, FRL and MDDL were varied and for each alternative, assessments of

power benefits were made. The technical constraints in raising the dam height,

various others related aspects of submergence and rehabilitation etc are kept in view.

The fall in the efficiency of generating unit at heads lower and higher than rated head

were also considered in computing energy benefits and variations in tailrace level

considered. The benefits in case of each alternative are computed considering

appropriate value of firm and secondary energy generation. The selection of optimum

FRL & MDDL is based on the consideration of maximization of benefits and benefits

to cost ratio being more than unity.

Reservoir simulations studies were carried out for entire hydrological data to work out

firm power and 90% dependable energy generation benefits corresponding to

alternative combination of FRLs and MDDL to select FRL form incremental cost and

benefits, submergence, stability and design considerations etc.

11.4 FIXATION OF TAILRACE WATER LEVEL (TWL)

The Computation of the Tail water-rating curve, which indicates the tail water level in

the reservoir at various discharges, was carried out considering gradually varied flow

condition d/s dam. The Analysis of gradually varied flow was accomplished by

computing the water surface profile using the energy equation, where the energy

equation was written in terms of water surface elevation (WS= y+z). It can be written

as

2y

V

2

22 + WS2 = 2

y

V

2

21 + WS1 + HL ---------------------------------------------(1)

Where Subscript 1 refers to the d/s section, Subscript 2 refers to the upstream section

and is the velocity head coefficient =QV

dQv2

2



Where v is the velocity for the incremental sub area, V is the average velocity for the

cross-section and Q is the total discharge for the cross-section. For a compound

section in a natural channel is estimated as

=

])/[(

])/[(3

3

iii

iii

AAQ

AAQ3

223

)(

))](/[(

i

iii

Q

AAQ

The flow (Qi) for each sub-area in written in terms of conveyance (Ki)

2/1fii SKQ ; Where Sf in the slope of the energy line for the cross-section. The

Value of the velocity head coefficient can be computed for each cross-section as

=3

2

32

)(

k

A

k A

i

i-------------------------------------------------(2)

Where A = Ai K= Ki

The Value of for a natural channel range from about 1.1 to 2.0. The head loss term

in the energy equation is computed from the following equation

HL =g

VVKx

SS imff

2

)(

2

222

2121

-------------(3)

Where subscript 1 and 2 refer to downstream and upstream cross-sections,

respectively, Km is the minor loss-coefficient and is equal to Km for constriction and

equal to -km for expansion.

Putting Eq. (3) and Eq. (2) in Eq (1), and rearranging the term, finally we get

022

)1(22

)1()( 1

2

1

12

112

2

2

22

222

WS

x

K

Q

g

VKmWS

x

K

Q

g

VKyf m

Above can be solved using the iterative Newton Raphson method or any other

suitable method for solving non-linear equations.

Based on above governing equations, the tail water rating curve has been worked out

taking Manning coefficient as n=0.014 canal. However, for the present study FSL of

the canal has been taken as TWL, to have conservative estimate of energy for

feasibility level report. Detail analysis, will be encorporated in DPR level study.

.



11.5 HEAD LOSSES

Net head is computed by deducting the tailrace level from the upstream water level

and the losses in the water conductor system. The Losses in water conductor system

comprise of:

(a) Hydraulic losses upto forebay

(b) Hydraulic losses in penstock

The total head loss in the water conductor system has been worked out taking into

consideration the head loss up to forebay consisting of a) entrance loss at diversion

intake and b) head loss due to friction in water conductor and the head loss in

Penstock consisting of a) friction loss, b) entrance loss, c) bend loss, d) loss in reducer

pipe and e) loss in manifold. The total head loss for the present scheme has been

worked out as 6% of Gross head.

11.6 RESERVOIR OPERATION

In General the Reservoir operation and energy generation is a function of power pool

volume (i.e., the volume of the reservoir allocated for power generation), the length of

the critical (dry) period, cumulative stream flow, the upstream storage (i.e. the

discharge into the reservoir), the average power head for generation and the schedule

needed to meet load requirements.. The constraint used for the optimizing of the

irrigation and power are enumerated below:

a) Mass Balance

tttttt REVPPQFSTST 1 For all t

Where STt, QFt, PPt and Evt are the storage, inflow, and precipitation,

Evaporation during period t.

b) Relations between total release ( )( tR and releases for various purposes

tintwstint RRRR ... For all t

tinthp RR .. For all t

Where tintws RR .,. and thpR . are respectively releases for irrigation, water supply, in

stream flow requirement and hydropower generation during period t.

c. Reservoir capacity and per period storage relation

dt KKST For all t

where dK is the dead storage.



All the constraint used for the determination of firm power can be summarized below

1 Conservationof mass

ttttt REVPPQFSTST 1 tPP and tEV can be

approximated asfunctions of

2/)( 1 tt STSTST

2 Minimumandmaximum

ttt STSTST .max.min Generally, tST .min and

,.max tST vary with t

3 Hydropowerrequirements

dredtt HPHP .. dredHP . = Required

hydropower energy tHP

is a nonlinear functionof tST and tR

4 Waterrequirement

dredtt WR .. dtredW . = Required water

in period t5 Minimum

andmaximumreleases

ttttn RRR .max. tR .min and tR .max may

vary with t

6 Generatorlimitations

ttt PHP .max maxP = Maximum power

output of hydropowerplant t = duration of

period t.

The head is calculated as a function of initial and final storages and the net height is

computed by deducting the tail water level and the frictional head loss in penstocks from

the total head.

The results are obtained sequentially using historic inflow data of 27 years. The carry

over storage of a year is taken care by giving the final storage of last month of previous

year as the initial storage to the next year first month. The nonlinear programming model

handles the nonlinearity in hydropower production representing the real world situation

in a better way and also incorporates the nonlinear over flow constraints effectively.

The details of the reservoir operation calculation are given in at the end of this chapter in

Annexure 11.1 (Sheet 1 through 27).



11.7 CONCLUSION

The results obtained from non-linear programming model for 27 years of historical

data were used to evaluate the performance of irrigation system in terms of the

percentage irrigation deficit. It can be seen from the tables of results given in

Annexure-11.1, that the irrigation deficit occurs mainly in the month of June – July,

whenever the monsoon in weak during this period for a year under consideration.

Simulation studies based on 27 years of data shows that, there are success in more

than 75% of the year (i.e. failure in less than 7 years of the magnitude of irrigation

deficit more than 5%). As such the proposed Middle Kolab scheme will be able to

provide reliable irrigation supplies as per CWC norms.


Chapter-12: Environmental Aspects 12-1

CHAPTER 12

ENVIRONMENTAL, ECOLOGY & FOREST ASPECTS

12.1 INTRODUCTION

The Middle Kolab Multipurpose Project falls in the district of Koraput in Orissa state.

It lies at a latitude of 17o 4’ N to 20o 7’ N and longitude of 81o 24’ E to 84o 2’ E. It is

bounded by Rayagada and Srikaklam district on its East side, Bastar district on the

west, Malkangiri district on South-west side, Nabarangpur district on north and

Vishakhapatnam on south.

Middle Kolab Project is aimed to construct/generate

a) A barrage on the River Kolab near Dumajodi village downstream of the

confluence of Joura Nallah the spill channel of Indrāvati river, for diversion of

its flows in the catchment of Kerajodi Nallah a tributary of the Kolab joining it

from the left downstream of the proposed barrage;

b) A 38.55 Km long flood flow channel for diversion of flows at Diversion barrage

to the catchment of Kerajodi Nallah.

c) A cross drainage work over the above two Nallahs (Kasbal Nallah & MaulaJodi

Nallah) to allow the diverted flows from Diversion Barrage to flow

uninterrupted;

d) A balancing reservoir with gross capacity of 13500 Ha-m at Kerajodi, about 24

km downstream of the Kasabal Moulijori Nallah, to regularize flows to the

power house near village Kodukugurah with tail race tunnel leading to the main

river.

e) Another barrage on the Kolab further downstream for irrigation of about 24,543

Ha.

f) Two canals one with length of 77.1 Km (to the left bank of Kolab River) and

another with 27.4 Km (to the right bank of the Kolab River).

The salient features of the proposed project are given at the start of the report.



12.2 STAGES IN EIA STUDY

The purpose of this Section is to enumerate the steps in brief to be followed for

conducting an Environmental Impact Assessment (EIA) Study. The same are briefly

described in the following paragraphs.

Scoping: An exhaustive list of all likely impacts drawing information from as many

sources as possible is prepared. The next step is to select a manageable number of

attributes, which are likely to be affected as a result of the proposed project. The

various criteria applied for selection of the important impacts are as follows:

- magnitude

- extent

- significance

- special sensitivity.

The Scoping Matrix proposed to be used as a part of the EIA study for the proposed

project is outlined in Table-2.

TABLE-12.1Scoping Matrix for EIA study for the proposed project

Aspect of Environment Likely ImpactsA. Land EnvironmentConstruction phase - Increase in soil erosion

- Pollution by construction spoils- Use of land for labour colonies- Problems due to muck disposal- Solid waste from labour colonies- Acquisition of land for various project

appurtenancesB. Water resources & water qualityConstruction phase - Increase in turbidity of nearby

receiving water bodies- Degradation of water quality due to

disposal of wastes from labour colonyand construction sites

Operation phase - Disruption of hydraulic regime- Sedimentation and siltation risks- Impacts on D.O. due to increased

residence time in reservoir- Eutrophication risks

C. Aquatic EcologyConstruction phase - Increased pressure on aquatic ecology

as a result of indiscriminate fishing.



Aspect of Environment Likely Impacts- Reduced productivity due to increase

in turbidityOperation phase - Impacts on migratory fish species

- Impacts on spawning and breedinggrounds

- Degradation of riverine ecologyD. Terrestrial EcologyConstruction phase - Increased pressure on nearby forests

due to labour force to meet their fuelwood and timber requirements

- Adverse impacts due to migration oflabour population

- Impacts on terrestrial flora- Impacts on nature reserves due to

various project appurtenances- Impacts on wildlife movement- Impacts on wildlife habitats- Impacts on diversity and productivity

of flora- Impacts on economically important

plant species

E. Socio-EconomicsConstruction phase - Acquisition of land and private

properties- Impacts on archaeological & cultural

monuments- Impacts on mineral reserves- Improved employment potential

during the project construction phase- Development of allied sectors leading

to greater employment- Pressure on existing infrastructure

facilities- Friction between guest and host

communityOperation phase - Increased revenue from power

generationF. Air Pollution -Construction Phase - Impacts due to emissions generated by

crushers and other equipment.- Impacts due to increased vehicular

movement- Fugitive emissions from various

sources.

G. Noise PollutionConstruction Phase - Noise due to operation of various



Aspect of Environment Likely Impactsequipment

- Noise due to increased vehicularmovement

- Noise due to blasting activities

H. Public HealthConstruction Phase - Increased incidence of water related

diseases- Transmission of diseases by

immigrant labour populationOperation phase - Increased incidence of vector borne

diseases

The relevant environmental impacts out of the entire gamut of issues outlined in the

Scoping Matrix shall be identified. For these impacts or aspects, environmental

baseline data shall be collected from secondary as well as primary data sources.

Baseline study: Before the start of the project, it is essential to ascertain the baseline

levels of appropriate environmental parameters, which could be significantly affected

by the implementation of the project. The planning of baseline survey shall emanate

from short-listing of impacts prepared during identification. The baseline study

involves both fieldwork and review of existing documents, which is necessary for

identification of data, which may already have been collected for other purposes.

Impact prediction: is essentially a process to forecast the future environmental

conditions of the project area that might be expected to occur as a result of the

construction and operation of the proposed project. An attempt shall be made to

forecast future environmental conditions quantitatively to the extent possible. But for

certain parameters which cannot be quantified, qualitative assessment shall be done so

that planners and decision makers are aware of their existence as well as their possible

implications.

Environmental Management Plan: The approach for formulation of an

Environmental Management Plan (EMP) is to maximize the positive environmental

impacts and minimize the negative ones. The steps taken shall consist of

modifications of plans, engineering designs, construction schedules and techniques, as

well as operational and management practices. After selection of suitable



environmental mitigation measures, cost required for implementation of various

management measures shall also be estimated, to have an idea of their cost-

effectiveness.

Environmental Monitoring Programme: A post-project environmental monitoring

programme shall be suggested to oversee the environmental safeguards, to ascertain

the agreement between prediction and reality and to suggest remedial measures not

foreseen during the planning stage but arising during operation and to generate data

for further use.

12.3 DESCRIPTION OF ENVIRONMENT

The baseline status on Environment has been described in the following sections.

12.3.1 PHYSIO-CHEMICAL ASPECTS

a. Meteorology

The Project area has the typical tropical monsoon climate with high summer

temperature and heavy rainfall between June and October. The mean maximum

temperature rises to about 38o C in April and May. The minimum temperature

falls to 12o C in December. The average rainfall is 1522 mm. The mean relative

humidity recorded in the morning and evenings are 51.72 and 26.6% respectively.

Mean daily evaporation is about 3 mm in the district. The wind velocity ranges

from 4-11 km/hr. The maximum relative humidity is 72% while the maximum

and minimum evaporation ranges from 1.2 mm to 7.9 mm.

b. Temperature

December and January are the coldest with mean daily maximum and minimum

temperatures being 24.5oC and 10.3oC. Both of these temperatures increase

thereafter till may which is hottest month with mean daily maximum and

minimum temperatures at 34.3oC and 21.4oC. On individual days in the month of

May and June before the onset of the monsoon, the temperature may shoot above

44oC. The highest recorded at Koraput was 46.6oC on 06 June 1967 and the

minimum 3.0o C on 27 Dec 1969.

c. Wind

Winds are generally light throughout the year except during the southwest

monsoon season, when winds are stronger.



d. Geology

The strata of Orissa state forms a part of the north eastern extension of the

Peninsular shield. Orissa state is by and large underlain by Precambrian rocks. A

little less than 25 percent of the total area of the state is constituted of the

Phanerozoic rocks, quaternary formations and the recent to sub-recent alluvium.

Particularly in Koraput district, the existence of remnants of Laterite and Bauxite

covered plantation surfaces (erosion plains) at different altitudes leaves no doubt

that the land was subjected to one of the most epeirogenic movements, probably

in the quaternary period.

It is proposed to include the group of Meta sediments and basic rock (Sukma

Group) occurring in the South-Western part of Orissa in Koraput district in the

iron ore group. However, the trends vary from north-south in the Sukma rocks

(Koraput) to east-western in the Sambalpur district. Orissa has been divided into

five major morphological regions, which are as under:

1) Orissa Coastal plain in the east.

2) The middle mountains.

3) The Central Plateau

4) The Western rolling uplands

5) The major flood plains

The Kolab/Sabari basin lies in Nabarangpur - Jeypore Plateau. The Plateau is

most eroded plateau forming the western slopes of Eastern Ghats with elevation

varying from 305-610 meters.

e. Soils

Taking into account the soil type, climate and topography the state has been

divided into ten agro climatic zones as shown in the table below. The soil quality

index of Orissa state (0.54) is very low as compared to the neighboring states.

The state has different types of soil types ranging from fertile alluvial deltaic soils

in coastal plains, mixed red and black soils in central table land, red and yellow

soils with low fertility in northern plateau and red, black and brown forest soils in

Eastern Ghats region.

SL.No

Agro climatic Zone Climate Soil Group

1 North Western Plateau Hot and Moist Red and Yellow



2 North Central Plateau Hot and Moist Red Loamy3 North Eastern Coastal

PlateauHot and moist & subhumid

Alluvial

4 East and South EasternPlateau

Hot and Humid Coastal alluvial saline ( near thecoastline)

5 North Eastern Ghat Hot and moist , subhumid

Laterite and brown forest

6 Eastern Ghat High Land Warm and Humid Red7 South Eastern Ghat Warm and Humid Red, mixed red and yellow8 Western Undulating Warm and moist Black, mixed red and black9 West Central Table Land Hot and moist Red, heavy textured colourous10 Mid Central Table Land Hot and dry sub

humidRed loamy, laterite mixed redand black.

The Koraput district follows under the northern Eastern Ghats agro climatic zone.

The north Eastern Ghats agro climatic zone comprises of brown forest soils,

sandy loam, loamy & clay, medium textured. The soil type is loamy but in higher

elevation the soil is rocky with small to big boulders. On the basis of aridity

index, the state can be divided into four zones:

Sr No Zone classification based upon aridity index Classification of district1 High moisture deficit zone(45 and above) North-western districts2 Moderately high moisture deficit zone(40 to 45) South coastal districts3 Medium moisture deficit zone(35 to 40) Central table-land districts4 Low moisture deficit zone(35 and less) North coastal districts

f. Water quality

Based on literature review, water quality of River Kolab does not indicate

presence of harmful ingredients in the water at intake site and water is suitable for

meeting irrigation or domestic water requirement. As a part of the EIA study,

water quality of River Kolab at the intake site shall be monitored. In addition,

groundwater quality in the command area too will be monitored at various

locations to assess the suitability of water for meeting domestic and irrigation

requirements.

g. Ambient air quality

Based on the review of secondary data, ambient air quality of the command area

can be considered to be good. This is attributed to absence of large scale

emissions from the air polluting industries. Vehicular density is quite low in the

area to cause any significant impact on the ambient air quality.



As a part of the EIA study, it is proposed to monitor ambient air quality at various

locations in the project area. The parameters to be monitored shall be PM2.5 and

PM10, Respirable Particulate Matter (RPM), Sulphurdioxide (SO2) and Nitrogen

Oxides (NOx).

h. Ambient noise levels

As part of EIA Study a detailed ambient noise monitoring shall be carried out at

various locations in the project area. It is proposed to monitor hourly equivalent

noise level during day time, subsequently day time equivalent noise levels will be

estimated and compared with permissible standards.

12.4 PREDICTION OF IMPACTS

12.4.1 Positive Impacts

The major anticipated positive impacts considered as a part of the study are listed as

below:

Higher yields

Industrialization and urbanization

Improvement in livestock

Reduction in soil erosion

Improvement in socio-economic condition

a. Higher yields

The project will provide sustained irrigation over an area of 24543 ha. This will

improve the irrigation intensity and correspondingly the yields would increase

resulting in increased agriculture production.

b. Industrialization and urbanization

The proposed project will lead to a significant improvement leap in the agricultural

production of the command area. This, subsequently, will increase the money flow in

the command areas. The increased agricultural production will automatically lead to

industrialization and demand for better infrastructural facilities. There will be an

increased migration in the command area as it will provide better economic avenues



in comparison with the surrounding area. There will be an increase in small scale

agro-based industries.

The secondary benefit of industrialization and higher crop yields is to increase the

demand for improvement in infrastructural facilities. This will lead to improvements

in roads, communication, markets, storage yards, service yards, etc. as tertiary

benefits. The construction and operation of these facilities will also lead to an

improvement in the employment scenarios in the post-project phase.

c. Improvement in Livestock

The improvement in the irrigation in the command area will indirectly improve the

quality of livestock. The improvement in agriculture production would lead to

increased availability of fodder as a result of use of agriculture by products as fodder.

This increased availability of fodder will reduce the stresses on existing pastures. This

is a significant positive impact.

d. Reduction in soil erosion

After introduction of irrigation, there will be an increase is soil moisture, vegetal

cover, and improved land grading conditions which would help reducing soil erosion.

Generally it has been observed that with introduction of irrigation, the farm

management practices improve resulting in reduction of soil erosion from fauna.

e. Improvement in socio-economic conditions

In post-project phase, agricultural production will add to earnings in the pre-project

phase. Inflow of money will increase demands for services such as sewerage system,

communication, transportation, recreation, schools, hospitals, etc. The presumed

benefit of all these development is generation of additional employment. This array of

services can provide amenities hitherto lacking and stimulate changes in the tasks

performed by women in society and to the status of women within the society.

However, unless the aggregate supply of consumer goods and services available to the

workers and small farmers increases in proportion to the change in aggregate

increases, additional employment may only trigger a rise in price levels, leaving only

owners of land and capital on beneficiaries. These contingencies should be met with

careful planning, construction, operation and maintenance of infrastructure facilities.



12.4.2 Negative Impacts

Water Resources Projects, like all other development projects, contribute to many

desirable and undesirable environmental and social effects. A wide variety of subjects

are of significance in major water resources projects, encompassing physical sciences

such as hydrology, landuse, agricultural development; biological sciences such as

forests, wildlife, social sciences such as rehabilitation, human health and general

poultry alleviation. All these issues have a bearing on the overall environmental

quality, both directly and indirectly. In recent years much public attention has been

focused on the dependence of development activities on the careful planning and

management of natural resources for ensuring sustainable development. This section

deals with anticipated negative impacts likely to result due to proposed project. The

impacts are classified under the following categories:

impacts due to project location

impacts due to project design

impact due to project construction

impacts due to project operation

a. Impacts due to project location

The potential impacts due to project location are:

displacement of population due to project appurtenances

loss of lands due to siting of the project components

Displacement of population due to canal network in the command area

The proposed canal network in the command area will pass through several villages.

The endeavour will be to avoid acquisition of homestead. However, village including

private/panchayat/government land is likely to be as a result of canal alignment

through various villages. Since the acquisition involves only of a narrow strip of land,

there will not be any displacement of population involved due to proposed canal

network. However, adequate compensation needs to be given as per the norms of

National Policy for Resettlement & Rehabilitation (2003).

b. Impacts due to project design

The potential impacts due to project design are:



disruption of hydrological balance

effect on water resources

Disruption of Hydrological balance

Sufficient water is available in the river between February to October. During the

months from November to January, to avoid disruption of hydrological balance, a

minimum of 20% of flow in River Kolab downstream of the proposed intake point

would be released.

Effect of Water Resources

The main objective of irrigation is to maintain the moisture content of the root zone

above a given level. This increases the soil moisture content. The higher soil moisture

content decreases the gradient of the downward flow near the surface and the

infiltration as well. Since, a balance has to be maintained, this process causes an

increase in surface runoff. On the other hand, infiltration through the surface is

smaller due to the decreased tension difference. The positive accretion is greater

because the storage capacity is filled by irrigation water and therefore almost the total

amount of infiltrating precipitation reaches the water table. The other consequence of

the continuous high moisture content near the surface is the decrease of negative

accretion. The tension on the surface of the thicker water film is small and therefore

part of the total potential directed upwards is also reduced. Generally, it becomes

smaller than the gravitational ground water only if the water potential is near the

surface. The excess recharge and the considerable decrease is vertical drainage

disturbs the natural balance of the ground water; hence irrigation results in a

continuous rise of the water table.

c. Impacts due to construction works

The impacts due to project construction are generally short term in nature.

Appropriate measures should be included in the work plan. The impacts included in

this category are:

soil erosion at construction sites

pollution by construction spoils

health risks



Soil erosion at construction sites

Runoff from the unprotected excavated areas, quarry sites, can result in soil erosion.

However, in the proposed project a canal network is proposed to be constructed, the

construction sites will be linear in nature, level the effect of soil erosion will not be as

severe as it is normally for a site like dam, reservoir etc.

Pollution by construction spoils

The construction material will be required for various structures. Generally, such

materials are collected from nearby sites. Hence, a large quantity of earth work is

likely to be excavated. Normally construction waste is disposed in a haphazard

manner, without proper disposal. This can lead to water and land pollution.

Appropriate management measures shall be suggested as a part of the EIA study.

Health Risks

Generally, the workers during construction phase live in slum type conditions near the

construction sites. These sites do not have potable water or adequate sanitary

condition. This can lead to increased incidence of water-related diseases. Besides,

migration of labour from adjacent areas or labour already at site can be reservoir of

infection of various diseases. This can put the entire labour population of risk.

Proper care is also not given to drainage facilities in labour camps/colonies which can

lead to formation of small pool of stagnant water. This may serve as appropriate

breeding sites for mosquitoes and other vectors. It can also lead to increased incidence

of vector borne diseases like malaria.

d. Impacts due to Project Operation

The project will increase the irrigation intensity thus leading to higher yields which

will subsequently reduce soil nutrients. It will lead to reduction in fertility which will

be made up by the increased use of fertilizers. The possible environmental effects due

to the project operation can be summarised as follows:

Impacts on soil

Changes in water quality and risk of eutrophication

Increased incidence of water related diseases



Impacts on soil

The introduction of irrigation increases the cropping intensity which could cause

change in soil fertility, soil structure and texture. Another noteworthy impact is the

reduction in permeability which along-with rise in ground water level could result in

water logging. The use of fertilizers is likely to increase in the post project phase.

Changes in water quality and risk of eutrophication

Water quality is an important concern of any water resources project. The increased

use of agro-chemicals is one of the major sources of water pollution. As mentioned

earlier, the continuous irrigation increases the runoff. The agro-chemicals are also

transported along-with runoff. The runoff ultimately gets stored in a stagnant water

body or small streams. In both the cases, the increased concentration of agro-

chemicals can cause eutrophication of water bodies. The project will also lead to

industrialization and urbanization. The effluent from these sources if disposed

without treatment can lead to water pollution.

Increased incidence of water related diseases

Major water related disease in the area is malaria. The malaria pathogens prevalent in

the area are P.vivax and P. falciperum. The common vectors are Anopheles

culicifacies and A. fluviafilis. The preferred environmental setting for vectors is fresh

water open to sunshine or moderate shade. The introduction of irrigation in command

area can increase small ponds, standing agricultural waters which are ideal breeding

sites for vectors. Experience suggests that if adequate measures are not taken, there

could be increased incidence of malaria in the project operation phase.

12.5 ENVIRONMENTAL MANAGEMENT PLAN

12.5.1 Environmental Measures During Construction Phase

Facilities in Labour Camps

It is proposed that it should be made mandatory for the contractor involved in the

construction activities to provide adequate facilities for water supply and sanitation in

the labour camps. It is recommended that the contractor provides living units of 30-40

m2 to each of the labour family involved in the construction activities. The unit shall

have proper ventilation.



Appropriate water supply sources shall be identified. Proper infrastructure for storage

and if required treatment e.g. disinfection or other units, shall also be provided. The

labour population migrating in the area during project construction phase shall live in

labour camps/colonies. One community toilet needs to be provided for 20 persons.

The sewage from the community toilets can be treated in a Sewage Treatment Plant

(STP) comprising of aerated lagoon and secondary settling tank.

Provision of community kitchen and Free Fuel

A community kitchen could be provided where workers have their meals. The fuel

used in such community kitchens could be LPG or diesel. The project authority in

association with the State Government should make necessary arrangements for

supply of kerosene/LPG. The fuel would be supplied at subsidised rates to the

local/contract labour for which provision should be kept in the cost estimate.

Solid waste management

The labour colonies will generate substantial amount of municipal wastes. Adequate

facilities for collection, conveyance and disposal of solid waste needs to be developed.

For solid waste collection, adequate number of masonry storage vats, each of 2 m3

capacity shall be constructed at appropriate locations in various labour camps. These

vats shall be emptied at regular intervals and the collected waste shall be transported

to landfill sites. Covered trucks to collect the solid waste from common collection

point and transfer it to the disposal site shall be put to service. A suitable landfill site

shall be identified and designed to contain municipal waste from various Project

Township, labour colonies, etc.

Restoration of construction sites

Normally the construction sites are left unreclaimed, with construction waste being

left without being properly disposed. In the proposed project, it is proposed to collect

construction waste from various construction sites, and disposed off at sites identified

in consultation with the district administration. Various construction sites would be

properly levelled. The levelling or reclamation of various construction sites, shall be

made mandatory for the contractor.



12.5.2 MAINTENANCE OF WATER QUALITY

In the project operation phase, four or five project colonies are likely to be set up. It is

proposed to provide a sewage treatment plant comprising of aerated lagoon and

secondary setting tank at each colony for treatment of effluent before disposal.

12.5.3 HEALTH DELIVERY SYSTEM

The various measures for control of Public Health are listed as below:

Site selected for labour camps/colonies shall not be in the path of natural

drainage.

Adequate drainage system to dispose storm water drainage from the labour

colonies shall be provided.

Adequate vaccination and immunization facilities shall be provided for workers at

various construction sites.

Labour camps and resettlement sites shall be at least 2 to 3 km away from quarry

areas.

In the proposed project area, hospitals are already functional at Rayagada, Bastar,

Malkangiri, Nabarangpur, and Koraput. These hospitals have adequate facilities

in the terms of equipment, infrastructure and manpower. Hence, no specific

infrastructure development related to medical facilities is required. However,

first-aid posts manned by a doctor are recommended to be developed during

construction phase at various construction sites. The first-aid posts shall be

located so that they are close to major construction sites. These first-aid posts

shall have the following facilities:

First aid box with essential medicines including ORS packets

First aid appliances-splints and dressing materials

Stretcher, wheel chair, etc.

12.5.4 SUSTENANCE & ENHANCEMENT OF FISHERIES POTENTIAL

The commissioning of the proposed project will increase the water availability in the

command area. Most of the tanks are seasonal in nature i.e. water is not available

throughout the year for pisci-culture. At present, the shortage of water has an adverse

impact on their productivity. The increase in water availability due to the proposed

project will improve the productivity of existing tanks and ponds, but will also lead to



develop new tanks and ponds under pisciculture, coupled with increased productivity

from fish ponds will lead to significant increase in fish production.

12.5.5 CANAL BANK AND ROAD SIDE PLANTATION

The proposed project envisages construction of dam and canal network system .It is

proposed to develop plantation on both side of distributaries, which would improve

the overall aesthetics of the area.

12.5.6 INFRASTRUCTURE FOR AGRICULTURAL DEVELOPMENT

Financial and credit facilities

The credit agencies through their various rural development schemes can play a very

important role. An optimal combination of short term, intermediate term and long

term credits may be formulated to provide maximum benefits to the command area

population.

Marketing facilities and institutions

Improved marketing facilities and procedures contribute to waves of agricultural

development directly through providing greater use of a given level of production and

indirectly by fostering increased production. Inefficiencies in processing, storing and

transporting agricultural produce can cause actual loss of product

Efforts shall also be made to develop the transportation and storage facilities. The co-

operatives can play a very important role in the marketing of agricultural commodities

and supply of inputs to the farmers. The cooperatives through interaction with

government agencies, research institutes can popularise new farm inputs, marketing

facilities etc. These structures can be built as a part of various rural development

schemes of the state and central government.

12.5.7 TRAINING AND EXTENSION COURSES FOR FARMERS

The change from rainfed to irrigated cropping requires extension, training and

demonstration programmes for farmers. Considering these aspects it is proposed that

the project authorities need to provide adequate training to farmers. The training could

cover the following aspects:

Prevention of spread of water related diseases

Safe use of agro-chemicals



Environmental conservation programmes.

12.5.8 NOISE CONTROL MEASURES

The effect of high noise levels on the labour population involved in construction

activities is particularly harmful. To prevent these effects, it has been recommended

by international specialist organizations (OSHA) that the exposure period of affected

persons be limited. Alternatively, they should be provided with effective personal

protective measures such as ear muffs or ear plugs to be worn during periods of

exposure. The Noise specifications prescribed by OSHA are given in Table-3.

TABLE-12.2Maximum Exposure Periods specified by OSHA

Maximum equivalent continuous noise leveldB(A)

Unprotected exposure period per dayfor 8 hrs/day and 5 days/week (hrs)

90 895 4100 2105 1110 0.5115 0.4120 No exposure permitted at or above this

level

12.5.9 LIVESTOCK DEVELOPMENT

The following measures are recommended for improvement of livestock in the

command area:

Measures to improve availability and quality of feed

Improvement in standard of nutrition by increasing the availability and quality of

feed.

The proposed project would go a long way in improving the availability of fodder.

The improvement in marketing system to facilitate the movement of livestock and

livestock products, development of facilities to ensure easy availability to purchase

inputs like drugs, draught oxen, tools, etc., improvement in extension services by

regular organization of field demonstration and improvement in visual-aid facilities

would lead to overall development of livestock in the project area.



12.6 ENVIRONMENTAL MONITORING PROGRAMME

An Environmental Monitoring Programme should be undertaken during construction

and operation phase of the project. The details of environmental monitoring

programme are given in Tables 4 and 5 respectively.

TABLE-12.3Summary of Environmental Monitoring Programme during Project Construction Phase

S.No.

Item Parameters Frequency Location

1. Treated Effluentfrom STPs atlabour camps

pH, BOD, TSS,TDS

Once every month Before and aftertreatment from eachSTPs

2. Water-relateddiseases

Identification ofwater relateddiseases, adequacyof local vectorcontrol and curativemeasure, etc.

Three times a year Labour camps andcolonies

3. Ambient Airquality

PM2.5, PM10, SO2

and NOxThree times a year At major

construction sites4. Ambient Noise

levelsEquivalent noiselevel

Once every threemonths

At majorconstruction sites.

TABLE-12.4Summary of Environmental Monitoring Programme during Project Operation PhaseS.No.

Items Parameters Frequency Location

1. Water quality pH, Temperature, EC,Turbidity, TotalDissolved Solids,Calcium, Magnesium,Total Hardness,Chlorides, Sulphates,Nitrates, DO. COD,BOD, Manganese, FreeAmmonia, TotalKjeldahl Nitrogen,Boron, Percent sodium,phosphates, Totalcoliforms, Faecalcoliforms

Thrice a year Main canals anddistributaries

2. Soil pH, EC, texture,organic matter

Once in ayear

Command area

3. Ecology Status of afforestationprogrammes along

Once everyyear

-



S.No.

Items Parameters Frequency Location

canal, Pasturedevelopment

4. Water-relateddiseases

Identification of water-related diseases, sites,adequacy of localvector controlmeasures, etc.

Three times ayear

Villages adjacent tocanal alignment andrepresentative villagesin the command area

5. Socio-economics

Changes in populationgrowth, income level,infrastructuredevelopment

Once in ayear

Command area

6. Landuse Landuse pattern usingsatellite data

Once in ayear

Command area


Chapter-13: Cost Estimate 13- 1

CHAPTER-13

COST ESTIMATE

13.1 GENERAL

The Middle Kolab Multipurpose project envisages construction of a Barrage across River

Kolab about 5km downstream of confluence of Joura Nala with Kolab River and upstream

of Dumajori village in Koraput District of Odisha. A dam is proposed on Kerajodi, a small

tributary of Kolab River with FRL of EL 528m. A flood flow channel of 26km is proposed

from the barrage to divert the flood flows of Kolab River into the aforesaid reservoir for

generation of power with an installed capacity of 315 MW. The released water after power

generation will be picked up by a barrage on Kolab River to create an irrigation potential of

25,000 ha in Mathili block of Malkangiri district.

13.2 ITEM RATES

The total estimated cost of the project including direct and indirect changes is Rs. 1447.02

crores is given in the general abstract of the cost. Cost estimation of Middle Kolab

Multipurpose Project, Odisha has been worked out by calculating the quantities of different

items of work involved and multiplying the respective items with the applicable unit rates.

The applicable unit rates, in turn are based upon cost of material, cost of transportation as

prevailing in the state of Odisha and the labour rates. The rates adopted in the estimate have

been worked out by analyzing rates works of Water Resources Department, Odisha and are

expressed in INR.

13.3 CLASSIFICATION OF UNITS

The project cost is classified in two groups as per CWC guidelines. These groups are

following:

UNIT-I : Head works

UNIT-II : i) Main Canals

ii) Distributaries and Minors, Water courses etc.



The total length of the Left Bank Canal and Right Bank Canal of Kolab River is 74.25Km

and 26.5 Km respectively.

UNIT-III : Electro-Mechanical works

13.3.1 UNIT-I Cost of Head Works

This head includes the cost of following major components:

Earthern Dam ,Chute Spillway &NOF, Coffer Dam, Link Canal,Diversion Barrage

along with guide bunds and Irrigation Barrage along with guide bunds etc.

(Head Regulators of Link Canal, LMC and RMC)

The total cost of Unit -I is Rs. 947.80 crores.

13.3.2 UNIT-II: Main Canals, Branches and Distribution System

This unit includes the costs of the Main canals, Distributaries, Minors, Sub-minors, Water-

courses. Total cost of the unit-II items is Rs. 132.85 crores.

13.3.3 UNIT-III: Electro-Mechanical works

Total cost under this head is Rs.355.39 crores.

13.4 DESCRIPTION OF MAJOR HEADS

13.4.1 Civil Works

Under this head provisions have been made for civil works of various components of the

project as detailed hereunder:-

Direct charges : Rs. 1080.66 crore

Indirect charges : Rs. 10.96 crore

Total : Rs. 1091.62 crore

A-Preliminary

This head includes provisions for surveys & investigations, model studies etc. to be

conducted to arrive at the optimum project components. Provision also includes expenditure

on investigation work already done. A provision of 5.76 crores under this head has been

kept.



B-Land

This covers the provision for acquisition of land for construction of the project structures,

colonies, offices etc. and compensation for acquisition of non-movable assets. Rs 23.10

crores have been provided.

C-works

This sub head covers the cost of earthen dam, diversion works, spillway, barrage & guide

bunds. The quantities indicated in the estimates are calculated from the preliminary

engineering drawings as per experience of other ongoing or commissioned projects. The unit

rates for various items are based upon the Central Water Commission’s norms. All rates

have been worked out on current market rates. A provision of Rs 598.28 Crores has been

made to cover the construction works under this head.

F- Cross Drainage Works & G- Bridges

This covers the cost of all cross drainage and cross masonry works i.e siphons, aqueducts,

DRB and VRB, etc which cross the path of the proposed canal alignment in the project. An

allocation of Rs 104.26 Crores is allocated for the construction of cross drainage work,

bridge etc.

J-Civil works for Power Plants

This covers the cost of power house, surge shaft, switchyard, HRT etc. amounting Rs.128.42

crores

K-Buildings

Buildings, both residential & non-residential have been grouped separately under permanent

and temporary construction. Included under the permanent category are all those buildings

which will be subsequently utilized for running and maintenance of project utilities. The

cost has been worked out on plinth area rate prevalent in the project area. The total cost has

been worked out as Rs 31.90 Crore.

L-Earthwork

This covers the cost of Earthwork for LMC and RMC of Kolab River amounting Rs14.43

crore.



O-Miscellaneous

Provision under this head has been made to cover the cost of the following miscellaneous

works:

a) Capital cost of electrification, water supply, sewage disposal, firefighting equipment

etc.

b) Repair and maintenance of electrification, water supply, sewage disposal, medical

assistance, recreation, post office, telephone & telegraph office, security arrangements,

fire fighting, inspection vehicles, schools, transport of labour etc.

c) Other services such as laboratory testing, R&M of Guest House and transit camps,

community centre, retrenchment compensation, photographic instruments as well as R

& M charges etc. A provision of Rs 8.56 Crore has been provided under this head.

P-Maintenance during construction

A provision of 1 % of the I works excluding A-preliminary works, B-land, O-miscellaneous,

M-plantation, Q-special Tools, X-environment has been made for maintenance of works

during construction period which comes out to be Rs 7.92 Crores.

Q-Special T&P Tools and Plants

The provision under this head has been made to cover the residual value of the equipment to

be used for infrastructure works only re-capital cost of equipment less the credit due to

resale or transfer of equipments and life of machinery used in works. For this purpose, the

provision for the machinery likely to be used in infrastructure works (like buildings, roads

etc.) excluding inspection vehicles, has been taken as 25% of their value and for inspection

vehicles, 100% of the cost has been booked under this head. An amount of Rs 5.17 Crores is

allocated under Q –Special T & P.

R-Communication

Provision of Rs 3.03 Crores under this head covers the cost of construction and

improvement of approach and connecting roads, culverts and bridges in the project area.

Widening of road have been planned to cater for the anticipated traffic including movement



of heavy trailers. The cost of repair and restoration of roads & bridges are based on the

present rate structure for the type of construction involved.

X-Environment and Ecology

A provision of Rs 4.07 crore under this head has been made for environment and impact

mitigation measures including compensatory afforestation, restoration of land etc.

Y-Losses on Stock

The provision under this sub head is generally made at 0.25% of the I works excluding A-

preliminary works, B-land, O-miscellaneous, M-plantation, Q-special Tools, X-environment

and Ecology as provided in CWC guidelines for preparation of cost estimates for River

Valley Projects.

V-Receipts and Recoveries

Under this provision, estimated recoveries by way of resale or transfer of equipment used in

infrastructure works are provided for. Also, the recoveries anticipated on account of

transfer/resale of temporary buildings have been accounted for, as per norms.

Indirect Charges

These charges cover the cost towards fees for audit and accounts which has been taken as

1% of I-works as per norms. Provision has also been made for capitalization abatement of

land revenue @ 5% of cost of culturable land.

II – Establishment

Provision for establishment has been made @ 8% of I-works excluding the cost of B-Land

of civil works for unit-I and 9%.of I-works excluding the cost of B-Land of civil works for

unit-II.

III-Tools and Plants

This provision is distinct from that under Q-special T&P and is meant to cover cost of

survey instruments, camp equipment & other small tools and plants. The outlay is provided

at 1% of cost of I-works.

IV-Suspense



No provision has been made under this head as all the outstanding suspense are expected to

be cleared by adjustment to appropriate heads before completion of the project.

13.5 PHASING OF EXPENDITURE AND COMPLETION COST

The phasing of expenditure has been worked out on the basis of anticipated construction

program. The phasing of expenditure without IDC for both the present cost and completion

cost are shown as below:

Year 1 2 3 4 5 Total

Costs UNIT-I and Unit-II in Rs. Crore 109.16 218.32 218.32 272.91 272.91 1091.62

Costs in Unit-III Rs. Crore 35.54 71.08 106.62 106.62 35.54 355.39

Total (UNIT-I, II & III)in Rs Crore 1447.02


Chapter-14: Financial Resources 14-1

CHAPTER-14

FINANCIAL RESOURCES

14.0 INTRODUCTION

Under this chapter, financial resources to be covered are: (i) total resources of the

state and their utilization for developmental activities i.e. sector wise resource for the

last five years; (ii) present position of the scheme regarding its inclusion in the plan

vis-à-vis concurrence of the state planning finance department; (iii) provision for the

sector / for the scheme in the plan; (iv) central / foreign aid contemplated, if any; (v)

commitment on the work in progress in the plan and allocation available for staring

new scheme; (vi) effect of inclusion of the scheme in the plan on the schedule of other

works in progress, budget and staff etc.; (vii) requirement of funds for the scheme and

its early phasing as in project report; (viii) adequate / strengthening of organizational

setup for execution for all projects together as contemplated and (ix) advance action

proposal for starting the preliminaries of the project, if any. Item wise coverage is

given below:

1) The State budget allotment for the previous years in Agricultural Sector is as

follows:

2) Scheme will likely to be included in the coming budget plan (2014-2015).

3) Proposal for central aid under AIBP scheme is contemplated and proposals for the

same will be prepared separately so that project can be executed and completed

early.

4) From the year 2014-15 funding pattern required for the scheme can be discussed

and decided.

Year State Plan Allocation (Rs.Lakhs)

2004-2005 5700.102005-06 4862.582006-2007 4808.002007-2008 6065.032009-10 4450.002010-11 104698.002011-12 1167982012-13 151616


Chapter-15: Economic Benefits & Justifications 15-1

CHAPTER -15

ECONOMIC BENEFITS AND JUSTIFICATION

15.0 INTRODUCTION

It is natural for any investm ents, to search for a m easure of the benefits likely to be

derived from investments in the project. Thus, the main purpose of undertaking the

financial and econom ic analysis appraisal of a project is to assess its capacity to

maximize the efficient use of natural resources.

In the analytical system followed for this p roject, the “with” and “without” situations

are compared based on constant prices at current levels both for financial and

economic analysis.

The purpose of the economic analysis is to assess the real costs and benefits without

distortions due to taxes, subsidies, quotas or other factors influencing the value of the

products and services. The financial anal ysis is based not on economic values or

shadow prices but on the prices observed on the m arket. As such the purpose of

financial analysis is to assess the benefit of the project from the point of view of

farmer or individuals directly getting th e benefits, whereas the econ omic analysis

focus on the society as whole.

15.1 PROJECT EVALUATION METHODS

A wide variety of appraisal criteria (or evaluation methods) have been suggested in

literature to judge the w othehileness of the investment in the projects. T he important

and popular in use can be clas sified into two broad cate gories as (i) Discounting and

(ii) Non Discounting criteria.

The important discounting criteria are: Net Present Value, Benefit Cost Ratio a nd

internal rate of Return. The popular non-discounting crite ria are Payback period and

Accounting rate of return.

The Net present value o f a project is equal to the sum of the present value of all the

cash flows (inflows as well as outflows) associated with it.



The discounted benefit – cost ra tio is defined as ratio of present value of benefit and

present value of cost at social discount rate.

The Payback period is the length of time required to recover the initial cash outlay on

the project.

The accounting rate of return also referred to, as the average rate of return, is a

measure of profitability, which relates income to investm ents both m easure in

accounting terms. It is the ratio average income and initial investment.

The internal Rate of re turn (IRR) is defi ned as the rate o f interest, at which, the

discounted benefits and the discounted cost over the stipulated lif e of the project are

equal. The IRR based on fina ncial prices are denoted as FIRR and that based on

economical prices are denoted as EIRR.

15.2 CRITERIA FOR FINACIAL AND / OR ECONOMICAL VIABILITY

If a project is to be categorized as fi nancially and/ or ec onomically viable, the

following conditions must be satisfied.

1. The financial and econom ic viability of a project stipulates that the discounted

benefits, accruing as a result of the pr oject developments, should exceed the

discounted costs. This is generally done by e ither estimating net present value

(NPV) of the project i.e. ne t present value of benefit minus net present value of

cost or by determ ining the internal rate of return (IRR). The particular discount

rate, at which, the NPV of the project work s out to be zero or little higher than

zero, should not be low er than the opportunity cost of capital, i.e the appropriate

social discounts rate.

2. The BCR must be equal to or higher than unity with a discount rate as enumerated

in (i) above.

3. The IRR must be equal to or higher than the appropriate social discount rate, or

the opportunity cost of capital.

4. The Payback period is less than a certain specified payback period.

5. The accounting rate of return should exceed a certain cut off rate of return

6. The opportunity cost of capital in this analysis is 10 % which is same as assumed

by World Bank for developing countries.

From the theoretical point of view, the net present value method is clearly superior to

all other methods. For larger p rojects accounting rate of return and in more recen t



years, discounted cash flow m ethod are more commonly em ployed. For sm aller

projects the Pay back period m ethod appears to be popular. In U.S, Internal rate of

return, Net Present value, Accounting Rate of return and Payback period are the m ost

popular methods of project appraisal.

15.3 METHODOLOGY FOR WORKING OUT NET AGRICULTURAL INCOME

For the financial and econom ical appraisal of the irrigation schem e, a series of

budgets for various crops of the designe d cropping pattern have been prepared.

Financial and Economic crop budgets have been prepared for both the “Future

Without” (FWOP) and “Future W ith” (FWP) project situation. These crops budgets

include estimation of the gross value of the production and all direct production costs.

The objective of working out the crop budgets is to estimate the net return per ha of a

cropped area.

15.4 CROP BUDGET

Crop productivity is influenced by many endogenous and exogenous factors. It cannot

be precisely predicted due to aberrations brought about by the unpr edictable vagaries

of nature and unforeseen depredation by pest and disease. Further, it has neither fixed

input, output, coefficients of the type ev inced in the industria l product nor can the

aberrations be kept under check as in case of experiments under controlled laboratory

environments as in physics and chem istry, So add to these the fact that reliable

statistics on these are awfully lacking, it is necessary to make certain assum ptions

regarding, input-output rela tionships and productivity of crops under differe nt

situations.

Since there is a great deal of fluctuations in the market prices of various products and

Govt. regulate prices of certain inputs a nd outputs, the minimum support price where

ever available and the adm inistered prices of above inputs have been taken into

consideration for evaluating cost of input s and value of outputs for the entire post

project period, for those item s like bi-products, the prevailing market price of the bi-

product in the locality or its opportunity cost as a substitute of other item, have been

taken into consideration. The input prices of seeds, fertilizers (with sub sidy + taxes)

have been adopted from while the prices of other input like organic manure, wages of



animal labour have been obtained f rom the locality. The labour wage has been taken

as Rs.100/- per day which is m inimum statutory prescribed by the Govt. Changes in

prices over tim e due to over all changes in prices have been ignored as these will

equally affect the input prices and output prices. Besides th e fact that the installments

payment of loans and interest does not change over time due to changes in price level

adds credence to these assumptions.

Crop budgets were prepared for assessing th e crop benefits which can be expected

under “without” as well as under “with” Pr oject conditions. Cr op budgets were first

prepared in financial price term s and then converted to econom ic terms , for selected

crops as per the envisaged cropping pattern of the proj ect The Cro ps and th eir

cropping pattern under present a nd future both for “without” and “w ith” Project

situations are given in Table - 15.1.

15.4.1 Assumptions

Certain assumptions were made in preparing the Financial/Economic crop budgets, as

discussed below:

a. The cost of inputs includes expenditure on seeds, fertilizers, m anure, plant

protection chemicals, human labour, anim al power, m achine power and other

costs, including irrigation expenses, land revenue, deprec iation on tools and

implements, miscellaneous expenses and interest on operating cost (R efer Crop

Budget tables in Annexure 15.1 and 15.2).

b. The gross crop value includes the valu e of the m ain produce and by-products.

The crop yield for m ain product , By-produc t, and seed requirem ent and their

price as adopted in the present study are given in Table 15.2 (a) through 15.2 (c).

c. That the prices of input and output of various crops will rem ain constant. The

justification of this lies in that th e increase input and o utput prices will be

counterbalanced by inflation.

d. That the life of irrigation canal system is 100 years.

e. Under irrigated conditions in “with” Project si tuation, returns can reasonably be

expected to be commensurate with investments in production inputs.

f. Shift from the present use of local seeds under “without” Project situation, HYVs

(High Yielding Varieties) of seeds in the “with” Project future situation is



envisaged in cereals, pulses, and oil seeds, vegetable and other cash crops with

improvement in cultivation practices ,improved technology and management.

g. In the “with” projec t situation increase in the use of chem ical fertilizers is

envisaged in line with th e recommended practices and im proved technology, and

assuming optimal availability of other inputs.

h. Presently, agriculture is highly labour-i ntensive. There are, however, marked

peaks and slacks in dem and for labour in agriculture. Greater use of other

agricultural inputs will fu rther increase the dem and for labour. Since there is

already unemployment and underemployment of the agricultural labour force, any

increase in demand for labour due to the implementation of agriculture and water

resources development projects is not likely to pose any serious problem.

i. That the de velopment of irrigation infrastructure will be integra ted with othe r

agricultural activities to get full benefits of assured water supply

j. That necessary institutional support and services will be av ailable from various

departments concerned with supply of inputs a nd disposal of the outputs so that

the farmers adopt full package of practi ces and take full benefits from assured

water supply.

k. At present the use of anim al power is minimal, and depends upon the agricultural

practices being followed and the type of crops grown . With the advent of modern

technology, coupled w ith mechanized agriculture, the use of anim al power is

likely to continue to decline.

l. Presently the use of m achine power is at a low level and is going to increase in

future.

m. Depreciation has been considered only with respect to small tools and implements.

Certain items of storage, m arketing payments to artisans etc., were considered as

miscellaneous expenses.

n. That all extension activ ities will be g eared to educate the far mers for m aking

optimum utilization of irrigation potential created and that the full projected level

of output, income and employment will be attained by the 7th year of initiation of

the project.

o. That there will be h ardly any changes in th e exogenous factors (although not

realistic) influencing agricultural production.

p. That the n ecessary managerial s et up will be prov ided to m onitor the

implementation programme to attain the goals envisaged.



q. That the productivity of crops will b e as envisaged in Table 15.2(a) and 15.2(b)

with and without modernization of the project respectively.

15.4.2 Input Items for Crop Budget

The following input items were included in the crop budgets:

i) Value of seed

ii) Value of fertilizers

iii) Value of manure (FYM)

iv) Value of plant protection chemicals

v) Value of human labour (owned and hired)

vi) Value of animal power

vii) Value of machine power

viii) Value of water (only for “with” Project situation)

ix) Land revenue

x) Depreciation and Maintenance

xi) Transport cost

xii) Interest on working capital & miscellaneous expenditures

Costs of production per hectare of different crops are calculated by the Directorate of

Economics & Statistics, Govt. of India ( GOI), starting from the lowest cost ,

representing actual expenses in cash and kind incurred in production by the owner, or

operator, under the heading of operational costs, to the highest level, including all the

values of the imputed costs. The primary intention of these calculations is to estimate

the cost of production per quintal f or principal crops, so as to assist the Comm ission

of Cost and Prices (CAC&P ) in advising the G OI how to establish procurem ent and

support prices.

The practice of World Bank which is followe d in the preparation of Staff Appraisal

Reports (SARS) on irrigation projects, only the expenses in cash and kind actually

incurred by the farmers are generally considered. However items of operational costs,

like depreciation on m achinery and im plements, land revenue, m iscellaneous

expenditures, interest on working capital and expenditures like taxes etc. which are



generally not considered in the World Bank SARs, have been considered in preparing

the crop budgets for the present study.

The input application without project has been gleaned from the past experience based

on some survey and extrapolated for som e similar crops not covered in the survey.

The input application for the post project peri od have been obtained from the relevant

Farm Planning and Guide Book and agricultural practice manual which represents full

package of practices under assured water supply.

The current area under various crops repres enting the situation without project has

been extrapolated. The areas under various crops in future situation have been derived

from cropping pattern optim ization. The details irrigated and un-irrigated area under

“Present”, “Future without Project” and “Future with Project” are given in Table -

15.1.

15.4.3 Financial and Economic Crop Budgets

Both financial and econom ic crop budgets, for the “without” and the “with” project

situations were developed for the presen t study. A summ ary of the f inancial and

economic crop budget covering yield, gross retu rn, cost of production and net return

computed for different crops for present as well as future both for the “without” and

“with” situations can be seen in Crop Budget. Financial and Economic crop prices

used for preparing crop budgets both for “with out” and “with” proj ect situations are

given in Table-15.2(a) and 15.2(b). The Financial and Econom ic Crop Budgets are

presented in Annexure 15.1 and Annexure 15.2 respectively.

13.4.4 Incremental Agricultural Benefit Stream

In order to derive increm ental net financial economic benefit streams for agricultural

the methodology described in the earlier para s, has been used. On the basis of net

return per ha of cropped area the benefit for one ha of net cultivated area was worked

out under “Without” and “With “ project situations. Taking into accoun t the cropping

pattern the increm ental benefit from the project area has been estim ated. Since the



construction of dam and other works will be com pleted in the 3rd year itse lf, the

partial irrigation will be available from the 4th year onwards.

The farmer has already cultivating the la nd in command area and are w ell aware of

crop production. It has been assumed that 25% benefits form the crop production will

be achieved in the 4th year, 50% benefits in 5th year and full developm ent of crop

production except orange will be achieved in 7th year of the project.

The year wise increm ental income from the pro ject is presented in Table-15.4 and

15.6 for financial and economical analysis respectively. It has been assumed that once

the project reaches its full development stage in 7 th year the benefits will remain the

same for the project life.

15.5 PRICES

The entire analysis was done on constant pr ices. To estim ate the gross return per

hectare for agricultural produce, various kinds of prices, such market prices (retail and

wholesale), farm-gate prices and administered prices (procurement and support) could

be considered. For the purpose of present anal ysis, the farm gate (post-harvest) prices

were used. The far m gate prices were obtained from the Season and Crop report of

Directorate of Economics & Statistics, for the years 2008-09 as well as obtained from

field survey conducted in the project command areas. For the agricultural by-

products, the prices prevailing in the producing areas during 2008-09 have been taken

as the bas is, because, first, there is no Government procurement of agricu ltural by-

products, and second, the produced is assum ed to be consumed locally, obviating the

necessity for any adjustment of transport cost and loss in transit.

15.5.1 Financial and Economic Unit Prices

The financial prices of different inputs and outputs of different crops are based on the

observed prices in th e local m arkets and are generally those re portedly paid or

received by the farm ers. These fin ancial prices were ad justed where necessary to

reflect the opportunity cost to the society, thus expressi ng the econom ic prices of

inputs and outputs. For those item s are internally traded or substituting item s traded

on the international market, economic prices were based on the World Bank's



Commodity Price Projections given in the Global Econom ic Prospects, 2008. Crop

inputs or outputs not traded on the interna tional market were priced on the basis of

their financial prices. The derivation of various financial and economic prices used in

the analysis and their detailed calculations are presented in Tables 15.7 to 15.9.

15.5.2 Conversion Factors

For economic analys is purposes, th e costs and benefits of the Chinki Multipu rpose

Project have to be evaluated at world m arket prices so as to m easure correctly n et

economic benefits from this project. Thes e require certain adjustm ents, since, many

items are not trad ed on the world market and o thers are affected by tarif fs and trade

restrictions.

13.5.3 Standard Conversion Factor (SCF)

The benefits of the operation are evaluated at world market prices, i.e. they measure

what India would have to pay for imports or receive for exports. Most of the costs,

however, are for item s that are not traded on the world market. Tariffs and trad e

restrictions introduce a dist ortion in the price relati onship between traded goods

valued at world market prices and non-traded goods valued at local prices. Thus, the

costs are not directly co mparable with the benefits. In order to m ake them compared,

an SCF is applied to the price of non-traded goods and consumption.

Adjusting the financial prices to reflect economic values, involves determ ining an

appropriate premium attached to foreign exchange. The need to determine the foreign

exchange premium arises because in m any countries, as a result of national trade

policies (including tariffs on im ported goods and subsidies on export), a prem ium is

paid on traded goods, above what is paid for non- traded goods. The official

exchange rate is, therefore, multiplied by the foreign exchange premium which yields

a shadow foreign exchange rate. T he shadow exchange rate is then used to convert

the foreign exchange price of traded items into domestic currency.

The effect of using the s hadow exchange rate is to make traded items relatively more

expensive in term s of dom estic currency, by the am ount of foreign exchange



premium. This method is often used, and the relationship between the official and the

estimated exchange rates constitutes what is called the Standard Conversion Factor

(SCF).

In the absence of trade restrictions, the SCF can be approximately calculated using the

formula:

mx TMSXMXSCF

Where,

X = fob value of exports at the official exchange rate (OER);

M = cif value of imports at OER;

S = export subsidies;

Tm = import duties.

For India, SCF was assessed at 0.80 in 1980s, and subsequen tly at 0.85, to take

account of the real evolution of the econom y and the Indian Rupee. The rupee has

now become a convertible currency, at the cost of substantial devaluation and an

overseas trade which is subjec t to less and less taxes, restrictions o r subsidies. This

means that exchange rate of the Rupee, wh en compared with foreign currenc ies, is a

fairly close reflection of the shadow price of the foreign currencies, and therefore the

SCF can be taken as equal to one.

15.5.4 Prices of Agricultural Outputs

The economic prices for traded goods su ch as rice, wheat, cotton, groundnuts, and

sugarcane are based on their border prices at the official exchange rate (OER). The

domestic cost components (i.e. local transport and marketing charges) are adjusted by

the SCF of 0.80. The economic prices for non-traded foodgrains (sorghum, maize and

pulses are assumed to be non-traded) are derived by applying a foodgrain conversion

factor (FCF) to the f inancial price. The FCF can be es timated with th e following

formula:

FCF =[ (Q rice x PE rice) ÷ (Q wheat x PE wheat)]/[(Q rice x PF rice) + (Q wheat x

PF wheat)]

Where Q: Madhya Pradesh production

PE: Economic border price



PF: Financial price

15.5.5 Prices of Agricultural Inputs

Fertilizers, pesticides a nd insecticides are po tentially traded commodities; to m ake

allowance for taxes and subsidies and the total cost of trans port and m arketing, a

conversion factor of 0.95 has been applied to the financial price . The financial price

of bullocks and m iscellaneous charges have been multiplied by the SCF to express

them in economic terms. Analyses of farm labor supply and demand in various Indian

irrigation projects typically give an econom ic shadow wage rate for farm labor in the

range of 1/2 to 2/3 of the average financial wage rate. For the analysis of this project a

shadow wage rate of 65% of the market wage has been assumed.

Prices for traded items for which projections are not made, and for non-traded item s,

were calculated by adjusting the financial prices. Loca l costs, excluding those for

unskilled labour, were adjusted by applying the Standard Conversion Factor of 1. Cost

of unskilled labour was adjusted by both the S CF and by the Shadow Wage Factor

(SWF) of 0.50. The Econom ic Conversion Factor (ECF) for unskilled labour is thus

0.50. The market wage rate is considered to be a true reflection of the opportunity cost

of skilled labour. The economic price of skilled labour is valued at 100 percent of the

market or financial rate.

15.5.6 Construction Conversion Factor

The schemes would be constructed using a mixture of equipm ent, skilled and

unskilled labor. For the economic analysis, the CCF is estimated as follows:

(a) Traded Component — This com ponent includes capital—intensive works which

require imported materials. Since it is tr aded, the conversion factor is 1.00. It is

estimated that about 15% of the construction costs fall under this category.

(b) Non—Traded Component — This com ponent includes works that require skilled

labor and locally m anufactured materials.The SCF of 0.80 is used as the

conversion factor for these works. A bout 30% of the cons truction Costs are

included in this category.



(c) Unskilled Labor. A minim um wage is in force in Or issa. Since da ily workers

virtually never are paid above the m inimum wage, it is likely that this wage is

higher than the wage at which the worker s would be willing to work (i.e. their

supply price). Civil works construction is harder physical work than farming, and

experience from similar areas in India indicates that the laborers r equire a

premium of 25%—30% to shift from agriculture to construc tion work. By

comparison with agricultu ral wages in the State, it is estim ated that the

construction laborers’ supply price is about 15% to 20% below the m inimum

wage. This gives a shadow wage factor which is l0%—20% below the SCF, or

approximately equal to 0.65. It is estim ated that unskilled labor consti— tutes

about 55% of the construction cost.

Conversion Factor

Traded Items 1.00

Non—traded Items 0.80

Unskilled Labor 0.65

Construction Costs

(weighted average) 0.85

The resultant conversion factor for project construction cost s i.e. 85%. This is the

factor by w hich the financial cost of the work s expressed at the m arket price was

multiplied to obtain the shadow price for these works.

15.5.7 Land Acquisition and Resettlement Costs

Costs of the operation include the c ost of resettling families from villages submerged

by the reservoirs. The econom ic cost of re settlement is calculated by multiplying the

financial cost by the construction conversion factor (CCF). W here the cost of land

acquisition is concerned, the real cost to society is the opportunity cost, that is, the

production foregone by the subm ersion of the land in the reservoirs and the loss of

lands acquired for the construction of the distribution system. The per ha value of

production in the future “without project” situation was taken to represent this

opportunity cost and deducted from the benefit stream.



15.5.8 Conversion Factor for O & M Costs

Conversion factors for O & M involve two components which are (i) employment of

unskilled labour and (ii) m aterials and equipment with trad ed and non-traded

components. The Conversion Factors (CF) derived for O&M was also multiplied by

85%.

15.6 PROJECT BENEFITS

The first 5 years of the project have been reckoned as construction period. Hence the

cropping pattern in vogue remain the same as in the current period. Commencing with

the 7th year the farmer will start reaping the full benefit of assured water supply. The

extension activities should be geared from the very 1st year of construction to

motivate the farmers to switch on to the proposed cropping pattern and adopt m odern

technology so that they fo llow the recomm ended practices and take full benefit of

assured water supply. To attain this obj ective, CADA, Agriculture Department may

conduct one experiment in each panchayat in the farmers’ field on the benefits of ful l

package of practices where irrig ation is available and impart certain train ing to

farmers on water m anagement. Since these ar e part and parcel of the activities of

CADA works and Agriculture Departm ent, no separate budgetary provision need be

made in the project for this work. There s hould be a vigorous extension effort by the

district authorities to produce biofertili ser, Rhyzobium culture, com post manure,

agricultural machinery, pesticides, and distribute inputs li ke high yielding variety of

paddy, seeds, fertilizers etc. Further pr ogrammes have been m ade for im parting

certain on f arm training to the farm ers on different aspects of agriculture. It is

expected that all these efforts will boost up agricultural production and full package of

practices will be adopted with the commencement of the sixth year.

The quantum of various resources used in raising different crops during the kharif and

rabi season in the pre-project period have been adopted from the information available

for the project area.

15.6.1 Direct Benefits



i) Incremental Crop Production

The development of Chi nki Multipurpose Pr oject would a llow intensive farming of

32,540 ha of area under cultiv ation. Irrig ation will also allow full use of the land

which is not cultivated u nder current farming practices. The increm ental production

of crops f rom the developed land would be the benef it to the society. In additio n,

extra production will contribute to local food grains supplies and reduce regional and

national food grains deficits. The actual and incremental production of cereal, oilseed

and other crops due to project are summarized below:

ii) Increased Employment

The implementation of Irrigation Scheme will create employment opportunities in the

project area. The employment is associated with improved farming practices as well

as the construction of the irrigation schem e. With irrigation additional farm labour

would also be required as a result of higher cropping intensity through double

cropping providing employment opportunities to local people within and outside the

vicinity of the project area.

15.6.2 Indirect Benefits

This impact of project outcom e accuring fr om several ind irect and secondary no n-

farm benefit m ay originate from the produc tion aspect of the project as the value

added and em ployment opportunity gene rated by processing and new m arketing

activities, like transportation and storage services.

The impact is also felt in the increase in family working hours and increase in

employment opportunities of the wage earners, the latter get employment during slack

season and higher wages during peak load pe riod. Besides a great deal of indirect

employment opportunities in the processing storage, transportation and m arketing

fields will also be generated in the non- farm activities, emanating fro m the output

enhancement of the agricultural sector.

Other employment opportunity may emerge from the secondary or side effect of the

project in the form of providing services for recreation, health, power, education

facilities in the area.



Other social benefits are redistribution of income, eradication of poverty and increase

in standard of living in the rural areas.

This will also reduce the tendency of m igration of rural people to urban areas. The

inclusion of indirect and s econdary costs and benefits is very im portant element in

economic justification of the project, particularly in a state like Orissa where physical

resources are either idle or under utili zed and where one of the m ost important

purpose of the project is to absorb the unused and under used factors of production

and increase their efficiencies.

Most of th ese impact effects are of s ubjective nature and difficult to m easure

quantitatively. However, it is now tim e for the econom ist to derive input output,

coefficients for these indirect and seconda ry costs and benefits to gauge the full

outcome of the project. This will satisfy the advocate sugg esting realization of full

cost of the irrigation works from the farming community by levyi ng irrigation taxes.

In a nutshell, the indirect, secondary cost and benefit accruing from the project cannot

be overlooked for the purpose of m easuring the full im pact of the project and for

expressing a judgment on its social worthiness.

i) Poverty Eradication/Food security

Improved crop production through the comm issioning of the irrigation scheme

will increase farm income in the project area. Food supply will increase and there

will be cash income available for food or other purchases.

ii) Risk benefits

Project Districts Adm inistration vis–a-vis State Govt. risk s are con siderably

reduced through irrigation and the higher cropping intensities will protect the

authorities against shortfall in crop production. W ith the existing population

structure and its rapid growth in the project area, the long term benefits from

irrigation are even more important. Reliable water supplies along with improved

package of agricultural practices may encourage farmers to go for round the year

crop production to take advantage of market conditions.

iii) Transfer of Technology

Project Districts Agricultural Departments will be in a sound position to introduce

modern agricultural technology and farming practices to retain the fertility status



of the soil with the installation of the irrigation scheme. This may also serve as a

demonstration to other farmers in the region.

iv) Health and Nutrition

Increased cash income resulting from increased crop production and employm ent

opportunities would result in higher per capita consumption of a greater variety of

food items. This in turn will im prove the nutrition levels of the people in the

project area.

v) Environmental Facility

The irrigation scheme will im prove the ov erall environmental and e cological

situations in the project area which in turn will reduce the health hazard.

15.7 MARKETING OUTLOOK

The marketing of increased ag riculture output resulting from modernization

programme will not pos e any serio us problem firstly, because the cro ps like r ice,

pulses, vegetables, oil seeds, proposed to be grown in the pos t project period are

traditional crops of the localities m eant for local consumption. Thus it h as got a vas t

unsatiated local market which can absorb the a dditional output with the increase in

employment and income of the farmers and non farm rural people secondly there are a

number of oil m ills in the loca lity to mop up the oils eeds crops. Thirdly, the

infrastructure like storage, transportation and other communication facilities are well

developed to convey the surplus product of these commodities and other perishable

commodities, like vegetables, from the producing area to the urban markets.

Supply and distribution of input will not al so pose any problem as there are a num ber

of retail outlets for supply and distribution of all agricultural input s in the ru ral area.

The minimum support prices of agricu lture commodities are anno unced by the

Agricultural price Comm ission well ahead of the comm encement of the cropping

season. These support prices based on the survey, through cost accounting method, on

the cost of production of various m ajor crops in various parts of the country. The

prices of some of the important input lik e fertilizer, seeds etc. are reg ulated by the

Government. It is expected that th ese regulatory activities will prevail th oughout the

post project period, notwithstanding the liberalization policy of the Govt.



14.8 PROJECT COST

15.8.1 Project Financial Cost

The total financial cost of the project is Rs. 14470.2 Million. The 70% expenditure

will be incurred during the first three year s and the rem aining 30% amount shall be

paid to the contractor in fourth and fift h year. Operation and Maintenance (O & M)

cost at the rate of 1109 per ha has been assum ed from 4th year onward. The year wise

project cost and O&M have also been given in the Table-15.3 for financial analysis.

15.8.2 Project Economical Cost

The economic cost includes capital invest ment and O & M cost of the proposed

irrigation scheme. The economic cost has been obtained after adjusting the financial

cost for opportunity cost, taxes and standa rd conversion factor. The sam e parameters

have been applied for estim ating economic cost, as has been applied foe estim ating

the economic benefits. Details f or estimating economic prices and standard

conversion factor are given in the earlier para and results are given in Table-15.5.

15.9 FINANCIAL AND ECONOMIC ANALYSIS – RESULT

15.9.1 Financial Analysis

Project analysis has been carried out to cover as total period of 100 ye ars from the

year of the star t of the construc tion of the project. The year wise n et incremental

return in the “with” project situation over “without” pr oject situation has been

computed as under and given under 15.5.

Net Incremental Return = Net return in “with” Project situation minus Net return in

the “without” Project situation.

The flow of costs and benefits has been di scounted at base di scount rates (10%) to

formulate discounted cash flow stream s. The Table-15.3 gives the year wise project

investment costs, O&M costs, and total i nvestment costs. The Table-15.4 gives the

financial IRR calculation with project net incremental return and net cash flow stream



calculated at the base discount rate. It also gives the FIRR i.e. discount rate, at which

with the stream of cash flow, will give ze ro Net Project V alue or Net Project Value

tends to zero at the end year of the eval uated period. The Financial Internal Rate of

Return (FIRR) for this project is found to be 21.09% percent and NPV value at 10%

discount rate works out to be Rs. 17116 million.

15.9.2 Economic Analysis

Derivation of economic prices for the purpose of econom ic analysis are discussed in

earlier para. The net econom ic benefit of the project area is given in Table 15.6. The

Economic Internal Rate of Return (EIRR) produced by the 100 year net cash flow is

22.50% percent and NPV value at 10% disc ount rate works out to be Rs. 16614

million and is given in Table 15.6.

15.9.3 Sensitivity Analysis

The sensitivity analysis was carried out both for financial and econom ic cash flows

with various increases in cost as well as with various decreases in benefit. The results

of the same are given in table below.



Sensitivity of Financial Analysis

IRR Discounted

B/C Ratio NPV Pay

Back Period

Accounting rate of Return

A. No Change in Cost & Benefit 21.09% 2.52 17116 8.4 28.6%

B. Changes in Cost only 1. Cost increase by 5.0 % 20.34% 2.40 16552 8.5 28.6%

2. Cost increase by 10.0 % 19.64% 2.29 15988 8.7 28.6%

3. Cost increase by 20.0 % 18.38% 2.10 14860 9.0 28.6%

C. Changes in Benefit only 1. Benefit increase by 5.0 % 21.86% 2.64 18536 8.2 30.1%

2. Benefit increase by 10.0 % 22.62% 2.77 19956 8.1 31.5%


D. Change in cost and benefit both

7. Cost Changes by10.0 % & ' Benefit changes by -10.0 % 18.13% 2.06 13149 9.1

25.7%


22.8%

9. Cost Changes by-10.0 % & ' Benefit changes by 10.0 % 24.39% 3.08 21084 7.8

31.6%

10. Cost Changes by-20.0 % & Benefit changes by 20.0 % 28.12% 3.78 25052 7.3

34.5%

11. Cost Changes by10.0 % & ' Benefit changes by 10.0 % 21.09% 2.52 18828 8.4

31.5%

Sensitivity of Economic Analysis

IRR Discounted B/C Ratio NPV Pay Back

Period

Accounting rate of Return

A. No Change in Cost & Benefit 22.51% 2.74 16614 8.0 30.9%

B. Changes in Cost only 1. Cost increase by 5.0 % 21.72% 2.61 16137 8.2 30.9%

2. Cost increase by 10.0 % 20.98% 2.49 15660 8.3 30.9%

3. Cost increase by 20.0 % 19.65% 2.28 14707 8.6 30.9%

C. Changes in Benefit only 1. Benefit increase by 5.0 % 23.32% 2.88 17922 7.9 32.5%



D. Change in cost and benefit both


27.8%


24.6%

9. Cost Changes by-10.0 % & ' Benefit changes by 10.0 % 25.99% 3.35 20184 7.5

34.1%

10. Cost Changes by-20.0 % & Benefit changes by 20.0 % 29.92% 4.11 23753 7.0

37.2%

11. Cost Changes by10.0 % & ' Benefit changes by 10.0 % 22.51% 2.74 18276 8.0

34.0%



15.9.4 Conventional B-C Ratio

The conventional B-C Ratio as per CWC gui delines was observed to be 2.18 as given

below.

Benefit Cost Ratio

1. Annual Benefit Million Rs.

i Annual Agricultural benefit under with project situation 2906

ii. Annual Agricultural benefit under without project situation 565

iii. Annual Energy Benefit 2272

Net incremental Annual benefit (i-ii) 4612

2. Annual Cost

i Interest on capital @12% of total cost 1481.38

ii Depreciation @ 5 % of cost of Electromechnical component( Taking Life of Pump as 20 Yrs) 20.27

v Depreciation @ 1 % of cost of civil Strucutres ( Taking Life of canal Strucutres as 100 Years) 144.09

ix Cost of Maintenance Irrigation command and Canal system 27.22

xi Cost of Operation and Maintaince E&M and Civil Work 444.41

Annual costs (i to vii) 2117.36

3. Benefit - Cost Ratio 2.18

15.10 Power Tariff

The Economic and Financial evaluation of the power component of the Chinki Project

have been carried out considering the standard guidelines issued by Central Electricity

Authority (CEA) and the norm s laid down by the Central Electricity Regulatory

Commission (CERC) for Hydro projects.

15.10.1 Economic Justification

The Energy generation from the Middle Kolab Project with an installed capacity of



200MW has been estimated at 649 MU in a 90% dependable year for initial phase.

For assessing the tariff, design energy gene ration of 649GWh has been adopted. The

project would provide 200 MW of peaking capacity benefit.

15.10.2 Mode of Financing

The Project is proposed to be financed with a debt equity ratio of 70:30. An interest

rate of 9% on the loan component has been considered for the financial analysis of the

project. Th e Interest on the working cap ital is taken as 9%. The Loan repaym ent

period has been considered as 12 year. Number of installment per year has been taken

as one. The discount rate for the energy charge is taken as 8.5%. The return on the

equity component is adopted as 14%.

15.10.3 Phasing of Expenditure and Completion Cost of Power Component

The phasing of expenditure has been worked out on the basis of anticipated

construction program. The phasing of expend iture without IDC for bot h the present

cost and completion cost are shown as below:

Year Civil Works Electro-mechanical Total (Rs in Crore) 1 109.16 35.54 144.7

2 218.32 71.08 289.40

3 218.32 106.62 324.94

4 272.91 106.62 379.53

5 272.91 35.54 308.45

Total 1091.62 355.39 1447.02

15.10.4 Interest During Construction (IDC)

Based upon above phasing of expenditure the interest during construction has been

calculated with 70:30 dept equity ratio and 10% interest on loans for estimated present

cost of the project. The IDC has been estimated as 68.9 crores. The Com putation of

interest during construction is shown in Table 15.11.

15.10.5 Basic and Normative Parameters of Financial Analysis

The following basic param eters have been adopted for working out the financial

analysis of the project.

i) Estimated capital cost with IDC has been taken as Rs. 697.21 crores.

ii) Annual energy generation of 649 GWh in 90% dependable year.

iii) Operation & m aintenance expenses (i ncluding insurance @ 1.5% of the



project cost in the first year with 5% escalation every year.

iv) Depreciation @ 3.5% has been considered on an average basis.

v) Auxiliary consumption @ 0.5% of the energy generated.

vi) Transformation loss @ 0.5% of the energy generated.

vii) Interest on working capital @ 9.0%.

viii) Interest during construction taken as 9% on loan component

ix) Corporate tax @ 30%

x) Return on equity @ 14%.

Details about normative parameter and phasing of expenditure used in present study

are given in Table 15.10.

15.10.6 Assessment of Tariff

Based upon the param eters given above, the sa le rate of energy at bus bar has been

computed in Table 15.12(a) through Table 15.12(c). The sale rate app licable in the

first year and levelised tariff is indicated below:

Tariff Period Tariff (Rs./Unit)

(Rigorous approach)

Tariff (Rs./Unit)

(Conventional approach)

First Year 1.68 2.34

Levelised Tariff 1.48 1.73

In Table 15.12(a) first year tariff and in Table 15.12(b) L evelised Tariff has been

calculated by the conventional approach. However, in Table 15.12(c) a more rigorous

approach has been adopted to find out the first year and levelised tariff.

Crop

KHARIF Cropping Intensity

(%)

Cropped Area (Ha)

Cropping Intensity (%)

Cropped Area (Ha)

Cropping Intensity

(%)

Cropped Area (Ha)

1 Paddy 15.0% 3681 16.5% 4050 65.0% 159532 Maize 12.0% 2945 13.2% 3240 5.0% 12273 Fodder 1.0% 245 1.1% 270 1.5% 3684 Groundnut 6.0% 1473 6.6% 1620 0.5% 1235 Cotton 2.0% 491 2.2% 540 0.0% 06 Oilseed 0.0% 0 0.0% 0 18.0% 44187 Vegetables 0.5% 123 0.6% 135 0.5% 1238 Pulses 7.0% 1718 7.7% 1890 0.2% 499 Gram 0.0% 0 0.0% 0 3.0% 736

RABI10 Hybrid Maize 5.0% 1227 6.3% 1534 2.6% 63811 Paddy 0.5% 123 0.6% 153 2.6% 63812 Oilseed 0.3% 74 0.4% 92 1.2% 29513 Vegetables 0.2% 49 0.2% 54 0.5% 12314 Fodder 0.3% 74 0.3% 81 1.0% 24515 Pulses 0.2% 49 0.3% 61 0.2% 4916 Gram 3.0% 736 3.3% 810 5.7% 139917 Groundnut 15.0% 3681 18.8% 4602 52.0% 12762

PERRINIAL 0 018 Citrus 0.1% 25 0.1% 31 0.5% 12319 Banana 0.2% 49 0.3% 61 1.0% 24520 Mango 0.3% 74 0.4% 92 1.5% 368

Total 69% 16836.498 79% 19315.341 163% 39882.375

Sl. No

Present Future without Project Future With Project

Table- 15.1

Cropping Pattern in Present and Future Situation

Sl. No.

Crop Name

Crop Yield in Present Situation

( Quintal/ha)

Crop Yield Future Without Project

Situation ( Quintal/ha)

Crop Yield in FutureWith Project

( Quintal/ha)

Financial (Unit Price ) Conversion Factor Economic Unit

Price

KHARIF 1 Paddy 20.00 30.00 55.00 1389.80 1.00 1389.82 Maize 25.00 30.00 55.00 920.50 1.00 920.53 Fodder 75.00 100.00 250.00 750.00 1.00 7504 Groundnut 8.50 25.00 40.00 1188.00 1.00 11885 Cotton 3.25 10.00 20.00 741.20 1.00 741.26 Oilseed 10.00 15.00 25.00 1695.60 1 1695.67 Vegetables 66.00 100.00 150.00 800.00 1.00 8008 Pulses 9.71 20.00 30.00 1700.00 1.00 17009 Gram 4.70 20.00 30.00 1798.00 1.00 1798

RABI10 Hybrid Maize 10.00 30.00 60.00 920.50 1 920.511 Paddy 25.00 30.00 55.00 515.00 1.00 51512 Oilseed 8.50 20.00 30.00 1695.80 1.00 1695.813 Vegetables 66 100.00 200.00 800.00 1.00 80014 Fodder 75 100.00 200.00 750.00 1.00 75015 Pulses 4.7 20.00 30.00 1798.00 1.00 179816 Gram 6.50 15.00 25.00 2500.00 1 250017 Groundnut 7.50 25.00 45.00 1188.00 1.00 1188

PERRINIAL 18 Citrus 75.00 85.00 200.00 2500.00 1 250019 Banana 150.00 175.00 350.00 1500.00 1 150020 Mango 150.00 175.00 400.00 2000.00 1 2000

Table-15.2(a) Crop Yield (Main Product) and Prices

MP FinEcoInputVer1.0

Sl. No.

Crop Name

Crop Yield in Present Situation

( Quintal/ha)

Crop Yield Future Without Project

Situation ( Quintal/ha)

Crop Yield in FutureWith Project

Situation( Quintal/ha)

Financial (Unit Price )

Conversion Factor

Economic Unit Price

KHARIF 1 Paddy 25.00 27.50 150.00 100.00 1.00 1002 Maize 31.50 11.00 200.00 50.00 1.00 503 Fodder 0.00 0.00 150.00 100.00 1.00 1004 Groundnut 0.00 0.00 30.00 0.00 1.00 05 Cotton 0.00 0.00 80.00 50.00 1.00 506 Oilseed 10.00 15.00 25.00 80.00 1 807 Vegetables 0.00 0.00 10.00 0.00 1.00 08 Pulses 0.00 0.00 10.00 50.00 1.00 509 Gram 0.00 0.00 10.00 0.00 1.00 0

RABI10 Hybrid Maize 10.00 11.00 200.00 50.00 1 5011 Paddy 27.00 30.00 150.00 50.00 1 5012 Oilseed 8.50 9.35 40.00 70.00 1.00 7013 Vegetables 0.00 0.00 0.00 0.00 1.00 014 Fodder 0.00 0.00 0.00 0.00 1.00 015 Pulses 0.00 0.00 20.00 0.00 1.00 016 Gram 0.00 0.00 40.00 0.00 1 017 Groundnut 0.00 0.00 0.00 0.00 1.00 0


Table-15.2(b) Crop Yield (By Product) and Prices

BP FinEcoInputVer1.0

Sl. No.

Crop Name

Technical Coefficient (

KG)

Technical Coefficient

Future_Without Project ( Kg)

Technical Coefficient

Future_With Project ( Kg)

Financial (Unit Price )

Conversion Factor

Economical Unit Price

KHARIF 1 Paddy 30.00 33.00 30.00 60.00 1.00 602 Maize 30.00 33.00 33.00 30.00 1.00 303 Fodder 10.00 11.00 11.00 10.00 1.00 104 Groundnut 25.00 27.50 28.00 10.00 1.00 105 Cotton 20.00 22.00 22.00 40.00 1.00 406 Oilseed 25.00 27.50 15.00 12.00 1 127 Vegetables 100.00 110.00 10.00 50.00 1.00 508 Pulses 7.00 7.70 8.00 20.00 1.00 209 Gram 25.00 27.50 15.00 8.00 1.00 8

RABI10 Hybrid Maize 20.00 22.00 20.00 50.00 1 5011 Paddy 6.00 6.60 15.00 8.00 1 812 Oilseed 25.00 27.50 20.00 10.00 1.00 1013 Vegetables 100.00 110.00 10.00 25.00 1.00 2514 Fodder 7.00 7.70 15.00 20.00 1.00 2015 Pulses 25.00 27.50 20.00 8.00 1.00 816 Gram 6.00 6.60 7.00 15.00 1 1517 Groundnut 19.00 20.90 20.00 12.00 1.00 12


Table-15.2(c) Crop Seeds and Prices

Seeds FinEcoInputVer1.0

Sr No

Cost of the Project

Cost of command

area development

Total Annual Capital Cost

Cost of maintainence

Canal and Command

Cost of Operation& Maintenance

of Plant

Total O &M Cost

Total Annual

Cost

1 1447.0 68.7 1515.72 2.78 0.0 2.78 1518.51 109.16 35.54 14472 2894.0 68.7 2962.72 8.23 0.0 8.23 2970.95 218.32 71.08 28943 3249.4 68.7 3318.12 14.33 0.0 14.33 3332.45 218.32 106.62 3249.44 3795.3 68.7 3864.02 21.42 6.1 27.50 3891.52 272.91 106.62 3795.35 3084.5 68.7 3153.22 27.22 9.1 36.34 3189.56 272.91 35.54 3084.56 0 0 0.00 27.22 12.2 39.38 39.387 0 0 0.00 27.22 12.2 39.38 39.38 14470.28 0 0 0.00 27.22 12.2 39.38 39.389 0 0 0.00 27.22 12.2 39.38 39.38

10 0 0 0.00 27.22 12.2 39.38 39.3811 0.00 27.22 12.2 39.38 39.3812 0.00 27.22 12.2 39.38 39.3813 0.00 27.22 12.2 39.38 39.3814 0.00 27.22 12.2 39.38 39.3815 0.00 27.22 12.2 39.38 39.3816 0.00 27.22 12.2 39.38 39.3817 0.00 27.22 12.2 39.38 39.3818 0.00 27.22 12.2 39.38 39.3819 0.00 27.22 12.2 39.38 39.3820 61.6 61.60 27.22 12.2 39.38 100.9821 66.0 66.00 27.22 12.2 39.38 105.3822 92.4 92.40 27.22 12.2 39.38 131.7823 146.8 146.80 27.22 12.2 39.38 186.1824 38.5 38.50 27.22 12.2 39.38 77.8825 0.00 27.22 12.2 39.38 39.3826 0.00 27.22 12.2 39.38 39.3827 0.00 27.22 12.2 39.38 39.3828 0.00 27.22 12.2 39.38 39.3829 0.00 27.22 12.2 39.38 39.3830 0.00 27.22 12.2 39.38 39.3831 0.00 27.22 12.2 39.38 39.3832 0.00 27.22 12.2 39.38 39.3833 0.00 27.22 12.2 39.38 39.3834 0.00 27.22 12.2 39.38 39.3835 0.00 27.22 12.2 39.38 39.3836 0.00 27.22 12.2 39.38 39.3837 0.00 27.22 12.2 39.38 39.3838 0.00 27.22 12.2 39.38 39.3839 0.00 27.22 12.2 39.38 39.3840 61.6 61.60 27.22 12.2 39.38 100.9841 66.0 66.00 27.22 12.2 39.38 105.3842 92.4 92.40 27.22 12.2 39.38 131.7843 146.8 146.80 27.22 12.2 39.38 186.1844 38.5 38.50 27.22 12.2 39.38 77.8845 0.00 27.22 12.2 39.38 39.3846 0.00 27.22 12.2 39.38 39.3847 0.00 27.22 12.2 39.38 39.3848 0.00 27.22 12.2 39.38 39.3849 0.00 27.22 12.2 39.38 39.3850 0.00 27.22 12.2 39.38 39.3851 0.00 27.22 12.2 39.38 39.3852 0.00 27.22 12.2 39.38 39.3853 0.00 27.22 12.2 39.38 39.3854 0.00 27.22 12.2 39.38 39.3855 0.00 27.22 12.2 39.38 39.3856 0.00 27.22 12.2 39.38 39.3857 0.00 27.22 12.2 39.38 39.3858 0.00 27.22 12.2 39.38 39.3859 0.00 27.22 12.2 39.38 39.3860 61.6 61.60 27.22 12.2 39.38 100.9861 66.0 66.00 27.22 12.2 39.38 105.3862 92.4 92.40 27.22 12.2 39.38 131.7863 146.8 146.80 27.22 12.2 39.38 186.1864 38.5 38.50 27.22 12.2 39.38 77.8865 0.00 27.22 12.2 39.38 39.3866 0.00 27.22 12.2 39.38 39.3867 0.00 27.22 12.2 39.38 39.3868 0.00 27.22 12.2 39.38 39.3869 0.00 27.22 12.2 39.38 39.3870 0.00 27.22 12.2 39.38 39.3871 0.00 27.22 12.2 39.38 39.3872 0.00 27.22 12.2 39.38 39.3873 0.00 27.22 12.2 39.38 39.3874 0.00 27.22 12.2 39.38 39.3875 0.00 27.22 12.2 39.38 39.3876 0.00 27.22 12.2 39.38 39.3877 0.00 27.22 12.2 39.38 39.3878 0.00 27.22 12.2 39.38 39.3879 0.00 27.22 12.2 39.38 39.3880 61.6 61.60 27.22 12.2 39.38 100.9881 66.0 66.00 27.22 12.2 39.38 105.3882 92.4 92.40 27.22 12.2 39.38 131.7883 146.8 146.80 27.22 12.2 39.38 186.1884 38.5 38.50 27.22 12.2 39.38 77.8885 0.00 27.22 12.2 39.38 39.3886 0.00 27.22 12.2 39.38 39.3887 0.00 27.22 12.2 39.38 39.3888 0.00 27.22 12.2 39.38 39.3889 0.00 27.22 12.2 39.38 39.3890 0.00 27.22 12.2 39.38 39.3891 0.00 27.22 12.2 39.38 39.3892 0.00 27.22 12.2 39.38 39.3893 0.00 27.22 12.2 39.38 39.3894 0.00 27.22 12.2 39.38 39.3895 0.00 27.22 12.2 39.38 39.3896 0.00 27.22 12.2 39.38 39.3897 0.00 27.22 12.2 39.38 39.3898 0.00 27.22 12.2 39.38 39.3899 0.00 27.22 12.2 39.38 39.38

100 0.00 27.22 12.2 39.38 39.38Total 16091.4 343.602 16435.002

FINANCIAL COST Table-15.3

Sr No Annual

Capital Cost O & M Cost Total

Annual Cost

Discounted annual cost @21.09 %

discount rate

Annual Benefit in future with

project situation

Annual Benefit in future

without Project

Incremental Annual

Agricultural Benefit

Annual additional

Energy Benefit

Net Incremental

Annual Benefit

Discounted annual benefit

@21.09 % discount rate

Annual Cash Flow

Discounted annual Cash

Flow @21.09 % discount rate

1 1515.7 2.78 1518.51 1518.51 565.25 565.25 0.00 0.00 0.00 0.00 -1518.51 -1518.512 2962.7 8.23 2970.95 2453.50 565.25 565.25 0.00 0.00 0.00 0.00 -2970.95 -2453.503 3318.1 14.33 3332.45 2272.72 565.25 565.25 0.00 0.00 0.00 0.00 -3332.45 -2272.724 3864.0 27.50 3891.52 2191.77 565.25 565.25 0.00 0.00 0.00 0.00 -3891.52 -2191.775 3153.22 36.34 3189.56 1483.53 565.25 565.25 0.00 0.00 0.00 0.00 -3189.56 -1483.536 0 39.38 39.38 15.13 2615.50 565.25 2050.25 2271.50 4321.75 1660.04 4282.38 1644.917 0 39.38 39.38 12.49 2760.81 565.25 2195.56 2271.50 4467.06 1417.00 4427.68 1404.518 0 39.38 39.38 10.32 2906.11 565.25 2340.87 2271.50 4612.37 1208.27 4572.99 1197.959 0 39.38 39.38 8.52 2906.11 565.25 2340.87 2271.50 4612.37 997.83 4572.99 989.31

10 0 39.38 39.38 7.04 2906.11 565.25 2340.87 2271.50 4612.37 824.04 4572.99 817.0011 0 39.38 39.38 5.81 2906.11 565.25 2340.87 2271.50 4612.37 680.52 4572.99 674.7112 0 39.38 39.38 4.80 2906.11 565.25 2340.87 2271.50 4612.37 561.99 4572.99 557.1913 0 39.38 39.38 3.96 2906.11 565.25 2340.87 2271.50 4612.37 464.11 4572.99 460.1514 0 39.38 39.38 3.27 2906.11 565.25 2340.87 2271.50 4612.37 383.28 4572.99 380.0115 0 39.38 39.38 2.70 2906.11 565.25 2340.87 2271.50 4612.37 316.52 4572.99 313.8216 0 39.38 39.38 2.23 2906.11 565.25 2340.87 2271.50 4612.37 261.39 4572.99 259.1617 0 39.38 39.38 1.84 2906.11 565.25 2340.87 2271.50 4612.37 215.87 4572.99 214.0218 0 39.38 39.38 1.52 2906.11 565.25 2340.87 2271.50 4612.37 178.27 4572.99 176.7519 0 39.38 39.38 1.26 2906.11 565.25 2340.87 2271.50 4612.37 147.22 4572.99 145.9620 61.6 39.38 100.98 2.66 2906.11 565.25 2340.87 2271.50 4612.37 121.58 4511.39 118.9221 66.0 39.38 105.38 2.29 2906.11 565.25 2340.87 2271.50 4612.37 100.40 4506.99 98.1122 92.4 39.38 131.78 2.37 2906.11 565.25 2340.87 2271.50 4612.37 82.92 4480.59 80.5523 146.8 39.38 186.18 2.76 2906.11 565.25 2340.87 2271.50 4612.37 68.48 4426.19 65.7124 38.5 39.38 77.88 0.95 2906.11 565.25 2340.87 2271.50 4612.37 56.55 4534.49 55.5925 0 39.38 39.38 0.40 2906.11 565.25 2340.87 2271.50 4612.37 46.70 4572.99 46.3026 0 39.38 39.38 0.33 2906.11 565.25 2340.87 2271.50 4612.37 38.57 4572.99 38.2427 0 39.38 39.38 0.27 2906.11 565.25 2340.87 2271.50 4612.37 31.85 4572.99 31.5828 0 39.38 39.38 0.22 2906.11 565.25 2340.87 2271.50 4612.37 26.30 4572.99 26.0829 0 39.38 39.38 0.19 2906.11 565.25 2340.87 2271.50 4612.37 21.72 4572.99 21.5430 0 39.38 39.38 0.15 2906.11 565.25 2340.87 2271.50 4612.37 17.94 4572.99 17.7831 0 39.38 39.38 0.13 2906.11 565.25 2340.87 2271.50 4612.37 14.81 4572.99 14.6932 0 39.38 39.38 0.10 2906.11 565.25 2340.87 2271.50 4612.37 12.23 4572.99 12.1333 0 39.38 39.38 0.09 2906.11 565.25 2340.87 2271.50 4612.37 10.10 4572.99 10.0234 0 39.38 39.38 0.07 2906.11 565.25 2340.87 2271.50 4612.37 8.34 4572.99 8.2735 0 39.38 39.38 0.06 2906.11 565.25 2340.87 2271.50 4612.37 6.89 4572.99 6.8336 0 39.38 39.38 0.05 2906.11 565.25 2340.87 2271.50 4612.37 5.69 4572.99 5.6437 0 39.38 39.38 0.04 2906.11 565.25 2340.87 2271.50 4612.37 4.70 4572.99 4.6638 0 39.38 39.38 0.03 2906.11 565.25 2340.87 2271.50 4612.37 3.88 4572.99 3.8539 0 39.38 39.38 0.03 2906.11 565.25 2340.87 2271.50 4612.37 3.20 4572.99 3.1840 61.6 39.38 100.98 0.06 2906.11 565.25 2340.87 2271.50 4612.37 2.65 4511.39 2.5941 66.0 39.38 105.38 0.05 2906.11 565.25 2340.87 2271.50 4612.37 2.19 4506.99 2.1442 92.4 39.38 131.78 0.05 2906.11 565.25 2340.87 2271.50 4612.37 1.80 4480.59 1.7543 146.8 39.38 186.18 0.06 2906.11 565.25 2340.87 2271.50 4612.37 1.49 4426.19 1.4344 38.5 39.38 77.88 0.02 2906.11 565.25 2340.87 2271.50 4612.37 1.23 4534.49 1.2145 0 39.38 39.38 0.01 2906.11 565.25 2340.87 2271.50 4612.37 1.02 4572.99 1.0146 0 39.38 39.38 0.01 2906.11 565.25 2340.87 2271.50 4612.37 0.84 4572.99 0.8347 0 39.38 39.38 0.01 2906.11 565.25 2340.87 2271.50 4612.37 0.69 4572.99 0.6948 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.57 4572.99 0.5749 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.47 4572.99 0.4750 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.39 4572.99 0.3951 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.32 4572.99 0.3252 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.27 4572.99 0.2653 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.22 4572.99 0.2254 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.18 4572.99 0.1855 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.15 4572.99 0.1556 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.12 4572.99 0.1257 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.10 4572.99 0.1058 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.08 4572.99 0.0859 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.07 4572.99 0.0760 61.6 39.38 100.98 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.06 4511.39 0.0661 66.0 39.38 105.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.05 4506.99 0.0562 92.4 39.38 131.78 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.04 4480.59 0.0463 146.8 39.38 186.18 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.03 4426.19 0.0364 38.5 39.38 77.88 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.03 4534.49 0.0365 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.02 4572.99 0.0266 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.02 4572.99 0.0267 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.02 4572.99 0.0168 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.01 4572.99 0.0169 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.01 4572.99 0.0170 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.01 4572.99 0.0171 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.01 4572.99 0.0172 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.01 4572.99 0.0173 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0074 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0075 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0076 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0077 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0078 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0079 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0080 61.6 39.38 100.98 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4511.39 0.0081 66.0 39.38 105.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4506.99 0.0082 92.4 39.38 131.78 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4480.59 0.0083 146.8 39.38 186.18 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4426.19 0.0084 38.5 39.38 77.88 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4534.49 0.0085 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0086 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0087 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0088 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0089 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0090 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0091 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0092 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0093 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0094 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0095 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0096 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0097 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0098 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.0099 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.00100 0 39.38 39.38 0.00 2906.11 565.25 2340.87 2271.50 4612.37 0.00 4572.99 0.00

Taotal 16435.002 3830.01 20265.01 10014.41 278470.95 56524.66 0.00 10014.41 417473.78 0.00

21.09% NPV at 10% discount Rate 17116

FINANCIAL INTERNAL RATE OF RETURN (FIRR)

Financial Internal Rate of Return =

Table-15.4

Sr No

Total Annual

Capital Cost

Total Annual

Capital Cost

Cost of operation (power)

Cost of maintainence

Canal and Command

Total O &M Cost Total Annual Cost

1 1288.36 1288.36 0.0 2.4 2.37 1290.732 2518.31 2518.31 0.0 7.0 6.99 2525.313 2820.40 2820.40 0.0 12.2 12.18 2832.584 3284.42 3284.42 5.2 18.2 23.38 3307.805 2680.24 2680.24 7.8 23.1 30.89 2711.126 0 0 10.3 23.1 33.47 33.477 0 0 10.3 23.1 33.47 33.478 0 0 10.3 23.1 33.47 33.479 0 0 10.3 23.1 33.47 33.47

10 0 0 10.3 23.1 33.47 33.4711 0 10.3 23.1 33.47 33.4712 0 10.3 23.1 33.47 33.4713 0 10.3 23.1 33.47 33.4714 0 10.3 23.1 33.47 33.4715 0 10.3 23.1 33.47 33.4716 0 10.3 23.1 33.47 33.4717 0 10.3 23.1 33.47 33.4718 0 10.3 23.1 33.47 33.4719 0 10.3 23.1 33.47 33.4720 0 10.3 23.1 33.47 33.4721 0 10.3 23.1 33.47 33.4722 0 10.3 23.1 33.47 33.4723 0 10.3 23.1 33.47 33.4724 0 10.3 23.1 33.47 33.4725 0 10.3 23.1 33.47 33.4726 0 10.3 23.1 33.47 33.4727 0 10.3 23.1 33.47 33.4728 0 10.3 23.1 33.47 33.4729 0 10.3 23.1 33.47 33.4730 0 10.3 23.1 33.47 33.4731 0 10.3 23.1 33.47 33.4732 0 10.3 23.1 33.47 33.4733 0 10.3 23.1 33.47 33.4734 0 10.3 23.1 33.47 33.4735 0 10.3 23.1 33.47 33.4736 0 10.3 23.1 33.47 33.4737 0 10.3 23.1 33.47 33.4738 0 10.3 23.1 33.47 33.4739 0 10.3 23.1 33.47 33.4740 0 10.3 23.1 33.47 33.4741 0 10.3 23.1 33.47 33.4742 0 10.3 23.1 33.47 33.4743 0 10.3 23.1 33.47 33.4744 0 10.3 23.1 33.47 33.4745 0 10.3 23.1 33.47 33.4746 0 10.3 23.1 33.47 33.4747 0 10.3 23.1 33.47 33.4748 0 10.3 23.1 33.47 33.4749 0 10.3 23.1 33.47 33.4750 0 10.3 23.1 33.47 33.4751 0 10.3 23.1 33.47 33.4752 0 10.3 23.1 33.47 33.4753 0 10.3 23.1 33.47 33.4754 0 10.3 23.1 33.47 33.4755 0 10.3 23.1 33.47 33.4756 0 10.3 23.1 33.47 33.4757 0 10.3 23.1 33.47 33.4758 0 10.3 23.1 33.47 33.4759 0 10.3 23.1 33.47 33.4760 0 10.3 23.1 33.47 33.4761 0 10.3 23.1 33.47 33.4762 0 10.3 23.1 33.47 33.4763 0 10.3 23.1 33.47 33.4764 0 10.3 23.1 33.47 33.4765 0 10.3 23.1 33.47 33.4766 0 10.3 23.1 33.47 33.4767 0 10.3 23.1 33.47 33.4768 0 10.3 23.1 33.47 33.4769 0 10.3 23.1 33.47 33.4770 0 10.3 23.1 33.47 33.4771 0 10.3 23.1 33.47 33.4772 0 10.3 23.1 33.47 33.4773 0 10.3 23.1 33.47 33.4774 0 10.3 23.1 33.47 33.4775 0 10.3 23.1 33.47 33.4776 0 10.3 23.1 33.47 33.4777 0 10.3 23.1 33.47 33.4778 0 10.3 23.1 33.47 33.4779 0 10.3 23.1 33.47 33.4780 0 10.3 23.1 33.47 33.4781 0 10.3 23.1 33.47 33.4782 0 10.3 23.1 33.47 33.4783 0 10.3 23.1 33.47 33.4784 0 10.3 23.1 33.47 33.4785 0 10.3 23.1 33.47 33.4786 0 10.3 23.1 33.47 33.4787 0 10.3 23.1 33.47 33.4788 0 10.3 23.1 33.47 33.4789 0 10.3 23.1 33.47 33.4790 0 10.3 23.1 33.47 33.4791 0 10.3 23.1 33.47 33.4792 0 10.3 23.1 33.47 33.4793 0 10.3 23.1 33.47 33.4794 0 10.3 23.1 33.47 33.4795 0 10.3 23.1 33.47 33.4796 0 10.3 23.1 33.47 33.4797 0 10.3 23.1 33.47 33.4798 0 10.3 23.1 33.47 33.4799 0 10.3 23.1 33.47 33.47

100 0 10.3 23.1 33.47 33.4712591.7317

ECONOMICAL COST Table-15.5

Sr No Annual

Capital Cost O & M Cost Total Annual

Cost

Discounted annual cost @22.51 %

discount rate

Annual Benefit in future with

project situation

Annual Benefit in future without

Project

Net Incremental Annual Agricultural

Benefit Annual additional

EnergyBenefitNet Incremental Annual Benefit

Discounted annual benefit

@22.51 % discount rate

Annual Cash Flow

Discounted annual Cash Flow @22.51 % discount

rate1 1288.36 2.37 1290.73 1290.73 591.93 591.93 0.00 0.00 0.00 0.00 -1290.73 -1290.732 2518.31 6.99 2525.31 2061.31 591.93 591.93 0.00 0.00 0.00 0.00 -2525.31 -2061.313 2820.40 12.18 2832.58 1887.30 591.93 591.93 0.00 0.00 0.00 0.00 -2832.58 -1887.304 3284.42 23.38 3307.80 1798.98 591.93 591.93 0.00 0.00 0.00 0.00 -3307.80 -1798.985 2680.24 30.89 2711.12 1203.56 591.93 591.93 0.00 0.00 0.00 0.00 -2711.12 -1203.566 0 33.47 33.47 12.13 2987.26 591.93 2395.33 1817.20 4212.53 1526.48 4179.06 1514.357 0 33.47 33.47 9.90 2987.26 591.93 2395.33 1817.20 4212.53 1246.01 4179.06 1236.118 0 33.47 33.47 8.08 2987.26 591.93 2395.33 1817.20 4212.53 1017.07 4179.06 1008.999 0 33.47 33.47 6.60 2987.26 591.93 2395.33 1817.20 4212.53 830.19 4179.06 823.60

10 0 33.47 33.47 5.38 2987.26 591.93 2395.33 1817.20 4212.53 677.65 4179.06 672.2711 0 33.47 33.47 4.39 2987.26 591.93 2395.33 1817.20 4212.53 553.14 4179.06 548.7512 0 33.47 33.47 3.59 2987.26 591.93 2395.33 1817.20 4212.53 451.51 4179.06 447.9213 0 33.47 33.47 2.93 2987.26 591.93 2395.33 1817.20 4212.53 368.55 4179.06 365.6214 0 33.47 33.47 2.39 2987.26 591.93 2395.33 1817.20 4212.53 300.83 4179.06 298.4415 0 33.47 33.47 1.95 2987.26 591.93 2395.33 1817.20 4212.53 245.56 4179.06 243.6116 0 33.47 33.47 1.59 2987.26 591.93 2395.33 1817.20 4212.53 200.44 4179.06 198.8517 0 33.47 33.47 1.30 2987.26 591.93 2395.33 1817.20 4212.53 163.61 4179.06 162.3118 0 33.47 33.47 1.06 2987.26 591.93 2395.33 1817.20 4212.53 133.55 4179.06 132.4919 0 33.47 33.47 0.87 2987.26 591.93 2395.33 1817.20 4212.53 109.01 4179.06 108.1520 0 33.47 33.47 0.71 2987.26 591.93 2395.33 1817.20 4212.53 88.98 4179.06 88.2821 0 33.47 33.47 0.58 2987.26 591.93 2395.33 1817.20 4212.53 72.63 4179.06 72.0622 0 33.47 33.47 0.47 2987.26 591.93 2395.33 1817.20 4212.53 59.29 4179.06 58.8223 0 33.47 33.47 0.38 2987.26 591.93 2395.33 1817.20 4212.53 48.39 4179.06 48.0124 0 33.47 33.47 0.31 2987.26 591.93 2395.33 1817.20 4212.53 39.50 4179.06 39.1925 0 33.47 33.47 0.26 2987.26 591.93 2395.33 1817.20 4212.53 32.24 4179.06 31.9926 0 33.47 33.47 0.21 2987.26 591.93 2395.33 1817.20 4212.53 26.32 4179.06 26.1127 0 33.47 33.47 0.17 2987.26 591.93 2395.33 1817.20 4212.53 21.48 4179.06 21.3128 0 33.47 33.47 0.14 2987.26 591.93 2395.33 1817.20 4212.53 17.54 4179.06 17.4029 0 33.47 33.47 0.11 2987.26 591.93 2395.33 1817.20 4212.53 14.31 4179.06 14.2030 0 33.47 33.47 0.09 2987.26 591.93 2395.33 1817.20 4212.53 11.68 4179.06 11.5931 0 33.47 33.47 0.08 2987.26 591.93 2395.33 1817.20 4212.53 9.54 4179.06 9.4632 0 33.47 33.47 0.06 2987.26 591.93 2395.33 1817.20 4212.53 7.78 4179.06 7.7233 0 33.47 33.47 0.05 2987.26 591.93 2395.33 1817.20 4212.53 6.35 4179.06 6.3034 0 33.47 33.47 0.04 2987.26 591.93 2395.33 1817.20 4212.53 5.19 4179.06 5.1535 0 33.47 33.47 0.03 2987.26 591.93 2395.33 1817.20 4212.53 4.23 4179.06 4.2036 0 33.47 33.47 0.03 2987.26 591.93 2395.33 1817.20 4212.53 3.46 4179.06 3.4337 0 33.47 33.47 0.02 2987.26 591.93 2395.33 1817.20 4212.53 2.82 4179.06 2.8038 0 33.47 33.47 0.02 2987.26 591.93 2395.33 1817.20 4212.53 2.30 4179.06 2.2839 0 33.47 33.47 0.01 2987.26 591.93 2395.33 1817.20 4212.53 1.88 4179.06 1.8640 0 33.47 33.47 0.01 2987.26 591.93 2395.33 1817.20 4212.53 1.53 4179.06 1.5241 0 33.47 33.47 0.01 2987.26 591.93 2395.33 1817.20 4212.53 1.25 4179.06 1.2442 0 33.47 33.47 0.01 2987.26 591.93 2395.33 1817.20 4212.53 1.02 4179.06 1.0143 0 33.47 33.47 0.01 2987.26 591.93 2395.33 1817.20 4212.53 0.83 4179.06 0.8344 0 33.47 33.47 0.01 2987.26 591.93 2395.33 1817.20 4212.53 0.68 4179.06 0.6845 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.56 4179.06 0.5546 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.45 4179.06 0.4547 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.37 4179.06 0.3748 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.30 4179.06 0.3049 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.25 4179.06 0.2450 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.20 4179.06 0.2051 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.16 4179.06 0.1652 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.13 4179.06 0.1353 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.11 4179.06 0.1154 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.09 4179.06 0.0955 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.07 4179.06 0.0756 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.06 4179.06 0.0657 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.05 4179.06 0.0558 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.04 4179.06 0.0459 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.03 4179.06 0.0360 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.03 4179.06 0.0361 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.02 4179.06 0.0262 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.02 4179.06 0.0263 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.01 4179.06 0.0164 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.01 4179.06 0.0165 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.01 4179.06 0.0166 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.01 4179.06 0.0167 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.01 4179.06 0.0168 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.01 4179.06 0.0169 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0070 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0071 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0072 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0073 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0074 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0075 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0076 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0077 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0078 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0079 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0080 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0081 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0082 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0083 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0084 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0085 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0086 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0087 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0088 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0089 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0090 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0091 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0092 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0093 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0094 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0095 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0096 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0097 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0098 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.0099 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.00

100 0 33.47 33.47 0.00 2987.26 591.93 2395.33 1817.20 4212.53 0.00 4179.06 0.00Total 12591.7317 3255.510827 15847.24253 8307.89 2987 592 0.00 8307.89 384343.11 0.00

22.5% NPV at 10% discount Rate 16614

Table-15.6ECONOMIC INTERNAL RATE OF RETURN (EIRR)

Financial Internal Rate of Return =

Commodity 2003 2005 2006 2007 2008 2009 2010 2011 2015

Maize $/mt 125.8 92.0 103.0 163.7 175.8 127.6 127.1 127.9 130.9

Rice $/mt 211.4 267.0 281.0 326.4 512.3 386.6 359.8 353.7 353.4

Cotton* $/mt 1110.0 1140.0 1130.0 1429.0 1240.0 967.0 981.0 1034.0 1090.0

Wheat $/mt 181.2 142.0 177.0 255.2 177.9 177.9 191.4 202.9 202.3

Sorghum $/mt 125.8 90.0 103.0 162.7 207.8 146.7 104.0 94.0 92.0

Soyabean $/mt 231.6 257.0 238.0 384.0 412.0 301.6 294.8 293.2 282.0

Tobacco $/mt 3020.0 2606.0 2481.0 NA 2827.9 2938.5 2603.1 2603.1 2556.8

DAP $/mt 169.1 231.0 237.0 432.5 762.1 270.7 229.7 237.3 270.7

MOP $/mt 120.8 148.0 158.0 200.2 449.2 580.0 306.3 229.7 191.8

TSP $/mt 140.9 188.0 260.0 339.1 692.9 232.0 229.7 229.7 233.1

Urea $/mt 109.4 205.0 197.0 309.4 388.3 177.9 137.8 141.6 150.4

* Converted to $/mt

Actual ProjectionUnit

In Constant 1990 US DollarsTable-15.7 Commodity Prices And Price Projections In US Dollars

Quality Adjustment QA 90% 90% 90% 90%

Processing Ratio PR 100% 100% 67% 40%

Unit Wheat Maize Rice Cotton

US$/mt 2009 2010 2011 2015 2020 2009 2010 2011 2015 2020 2009 2010 2011 2015 2020 2009 2010 2011 2015

World Market F.O.B. Price WP 177.9 191.4 202.9 202.3 202.4 127.6 127.1 127.9 130.9 128.4 386.6 359.8 353.7 353.4 354.3 967.0 981.0 1034.0 1090.0

World Market Equivalent EP=WP*QA 160.1 172.3 182.6 182.1 182.2 114.8 114.4 115.1 117.8 115.6 347.9 323.8 318.3 318.1 318.9 870.3 882.9 930.6 981.0

International Shiping Cost S 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0

International cif Price I=S+EP 220.1 232.3 242.6 242.1 242.2 174.8 174.4 175.1 177.8 175.6 407.9 383.8 378.3 378.1 378.9 930.3 942.9 990.6 1041.0

Rs./mt

International cif Price in Equivalent Rs. II=I*$49.50 10895.4 11496.9 12009.2 11982.5 11986.9 8654.6 8632.3 8667.9 8801.6 8690.2 20193.0 18999.1 18727.3 18714.0 18754.1 46049.9 46673.6 49034.7 51529.5

Taxes T 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Port Charges B 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0

Domestic Handling/Transport HT 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0

Wholesale Prices(Process Product) PP=II-T+B+HT 12045.4 12646.9 13159.2 13132.5 13136.9 9804.6 9782.3 9817.9 9951.6 9840.2 21343.0 20149.1 19877.3 19864.0 19904.1 47199.9 47823.6 50184.7 52679.5

Wholesale Prices(Raw Product) RPP=PR*PP 12045.4 12646.9 13159.2 13132.5 13136.9 9804.6 9782.3 9817.9 9951.6 9840.2 21343.0 20149.1 19877.3 19864.0 19904.1 18879.9 19129.4 20073.9 21071.8

Transport from Factory to Port TC 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Processing Cost PC 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

ransport from Farmgate to Factory(port) TF 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0

Value of By-Products BPV 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

% Out of Total Raw Products N 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.7 0.7 0.7 0.7 0.7 0.4 0.4 0.4 0.4

Farmgate Price(Rs./mt) FGP=(RPP-TC-PC-TF-BPV)*N 11445.4 12046.9 12559.2 12532.5 12536.9 9204.6 9182.3 9217.9 9351.6 9240.2 13897.8 13097.9 12915.8 12906.9 12933.7 7312.0 7411.8 7789.6 8188.7

Farmgate Price(Rs./Q) (FGP=(RPP-TC-PC-TF-BPV)*N)/10) 1144.5 1204.7 1255.9 1253.2 1253.7 920.5 918.2 921.8 935.2 924.0 1389.8 1309.8 1291.6 1290.7 1293.4 731.2 741.2 779.0 818.9US1$=Rs.49.5049.50

Table-15.8 Economic Price Projections For Internationally Traded Crops (Import Substitution

Quality Adjustment

Processing Ratio

Unit

US$/mt

World Market F.O.B. Price

World Market Equivalent

International Shiping Cost

International cif Price

Rs./mt

International cif Price in Equivalent Rs.

Taxes

Port Charges

Domestic Handling/Transport

Wholesale Prices(Process Product)

Wholesale Prices(Raw Product)

Transport from Factory to Port

Processing Cost

ransport from Farmgate to Factory(port)

Value of By-Products

% Out of Total Raw Products

Farmgate Price(Rs./mt)

Farmgate Price(Rs./Q) (US1$=Rs.49.5049.50

Table-15.8 Economic Price Project

90% 90%

100% 100%

Sorghum Soyabean

2020 2009 2010 2011 2015 2020 2009 2010 2011 2015 2020 2009 2010

1027.0 146.7 104.0 94.0 92.0 92.0 301.6 294.8 293.2 282.0 275.1 2938.5 2603.1

924.3 132.0 93.6 84.6 82.8 82.8 271.4 265.3 263.9 253.8 247.6 2644.7 2342.8

60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0

984.3 192.0 153.6 144.6 142.8 142.8 331.4 325.3 323.9 313.8 307.6 2704.7 2402.8

48722.9 9505.5 7603.2 7157.7 7068.6 7068.6 16406.3 16103.3 16032.1 15533.1 15225.7 133880.2 118938.1

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0 350.0

800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0

49872.9 10655.5 8753.2 8307.7 8218.6 8218.6 17556.3 17253.3 17182.1 16683.1 16375.7 135030.2 120088.1

19949.1 10655.5 8753.2 8307.7 8218.6 8218.6 17556.3 17253.3 17182.1 16683.1 16375.7 135030.2 120088.1

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.4 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

7739.7 10055.5 8153.2 7707.7 7618.6 7618.6 16956.3 16653.3 16582.1 16083.1 15775.7 134430.2 119488.1

774.0 1005.5 815.3 770.8 761.9 761.9 1695.6 1665.3 1658.2 1608.3 1577.6 13443.0 11948.8

1

To

Quality Adjustment QA90% 90% 100% 100%

Processing Ratio PR42% 46% 60% 60%

UnitUREA DAP TSP MOP

US$/mt2009 2010 2011 2015 2020 2009 2010 2011 2015 2020 2009 2010 2011 2015 2020 2009 2010 2011 2015 2020

World Market Price (US$) WP177.9 137.8 141.6 150.4 179.7 270.7 229.7 237.3 270.7 293.4 232.0 229.7 229.7 233.1 249.4 580.0 306.3 229.7 191.8 161.4

World Market Equivalent EP=WP*QA 160.1 124.0 127.4 135.4 161.7 243.6 206.7 213.6 243.6 264.1 232.0 229.7 229.7 233.1 249.4 580.0 306.3 229.7 191.8 161.4

International Shiping Cost S 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0

International FOB Price I=S+EP 220.1 184.0 187.4 195.4 221.7 303.6 266.7 273.6 303.6 324.1 292.0 289.7 289.7 293.1 309.4 640.0 366.3 289.7 251.8 221.4

Rs./mt

International FOB Price in Equivalent Rs. II=I*$A$2410895.4 9109.0 9278.3 9670.3 10975.6 15029.7 13203.1 13541.7 15029.7 16041.0 14454.0 14340.2 14340.2 14508.5 15315.3 31680.0 18131.9 14340.2 12464.1 10959.3

Taxes(+) or Subsidies(-) T 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Domestic Handling /Transport HT 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0 800.0

Wholesale Prices (Process Product)PP=II+T+HT 11695.4 9909.0 10078.3 10470.3 11775.6 15829.7 14003.1 14341.7 15829.7 16841.0 15254.0 15140.2 15140.2 15308.5 16115.3 32480.0 18931.9 15140.2 13264.1 11759.3

Transport to Farmgate TF 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0 450.0

Farmgate Price Rs./mt

FGP=PP+TF 12145.4 10359.0 10528.3 10920.3 12225.6 16279.7 14453.1 14791.7 16279.7 17291.0 15704.0 15590.2 15590.2 15758.5 16565.3 32930.0 19381.9 15590.2 13714.1 12209.3

Farmgate Price Rs./Q RFGP 1214.5 1035.9 1052.8 1092.0 1222.6 1628.0 1445.3 1479.2 1628.0 1729.1 1570.4 1559.0 1559.0 1575.8 1656.5 3293.0 1938.2 1559.0 1371.4 1220.9

Farmgate Price Rs./Kg FGP 12.1 10.4 10.5 10.9 12.2 16.3 14.5 14.8 16.3 17.3 15.7 15.6 15.6 15.8 16.6 32.9 19.4 15.6 13.7 12.2

Farmgate Price of Nutrient Component FGP=FGP/PR 28917.7 24664.3 25067.3 26000.8 29108.7 38761.2 34412.2 35218.4 38761.2 41169.0 37390.5 37119.4 37119.4 37520.1 39441.2 78404.8 46147.3 37119.4 32652.6 29069.8

Farmgate Price of Nutrient Component Rs./Q (FGP=FGP/PR)/10 2891.8 2466.4 2506.7 2600.1 2910.9 3876.1 3441.2 3521.8 3876.1 4116.9 3739.0 3711.9 3711.9 3752.0 3944.1 7840.5 4614.7 3711.9 3265.3 2907.0

Farmgate Price of Nutrient Component Rs./kg (FGP=FGP/PR)/100 28.9 24.7 25.1 26.0 29.1 38.8 34.4 35.2 38.8 41.2 37.4 37.1 37.1 37.5 39.4 78.4 46.1 37.1 32.7 29.1

Table-15.9 Economic Price Projection for Internationally Traded Inputs

1 30.00%2 70.00%3 9.00%4 Interset rate on Working Capital 9.00%5 3.50%6 25.00%7 0.50%8 0.50%9 30%

10 14%11 O&M Charges including insurance 1.50%12 5%13 1014 015 116 12.00%17 8.5%

Year Civil cost E & M cost Total cost1 27.29 35.54 62.832 54.58 71.08 125.663 54.58 106.62 161.204 68.23 106.62 174.855 68.23 35.54 103.77

Total 272.91 355.40 628.31

Rate of Depreciation(ES act)

Discount Rate

Rate of Depreciation(IT act)

Repayment PeriodMoratoriumNumber of Installment per year

Auxiliary ConsumptionTransformation Loss

Table 15.10(a)

Narmative Parameters


EquityLoanInterset rate from Financial Institutions

O&M inflation Rate

Phasing of Expenditure

Table-15.10(b)

Corporate TaxReturn on Equity

Free Power To Home State


(INR crores)Year Project Equity Loan Cummulative Equity Loan

cost component component loan IDC Equity for Loan for IDC TOTAL component component

without IDC without IDC Without IDC

9.0% IDC IDC 9.0% IDC with IDC with IDC1 2 3 4 5 6 7 8 9 10 11 12 131 62.83 62.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 62.83 62.83 0.002 125.66 125.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 125.66 125.66 0.003 161.20 0.00 161.20 161.20 7.25 2.18 5.08 0.23 7.48 168.68 20.67 148.014 174.85 0.00 174.85 336.05 22.38 6.71 15.66 1.16 23.54 198.39 0.00 198.395 103.77 0.00 103.77 439.81 34.91 10.47 24.44 2.97 37.88 141.65 0.00 141.65

Total 628.31 188.49 439.81 64.54 19.36 45.18 4.36 68.90 697.21 209.16 488.04

Project Cost with IDC


Calculation of Interest During Construction

Table 15.11

ITERATION - I GRAND TOTAL

1 Installed Capacity 200 MW2 Cost of the Project (Net) Rs. 628.31 Crores3 Interest During Construction Rs. 68.90 Crores4 Total Cost of Project with IDC Rs. 697.21 Crores

(a) Equity 30.00% 209.16 Crores(b) Loan 70.00% 488.04 Crores

5 Annual Energy Generation 649.00 MU6 Auxiliary Consumption 0.50% 3.25 MU7 Energy Available after Auxiliary Consumption 645.76 MU8 Transformer Loss 0.50% 3.239 Energy Available after Transformer Loss 642.53

10 Free Power to Home State 12.00% 77.1011 Energy Available after Allowing Free Power 565.4212 Fixed and Running Charges

A) Capacity Chargesi) Interest on Loan 9.00% 41.73ii)Depreciation Charges 40.67(Limited to 1/12th of Loan Amount)

Sub Total 82.40B) Energy Chargesi) O&M Charges 1.50% 10.46ii) Return on Equity 14.00% 29.28

Sub Total 39.74C) Interest on Working Capital 9.00% 1.94I) O&M Charges for 1 Month 0.87ii) 2 Months Average Billing 20.67

Total 124.0813 Sale Price at Bus Bar/Unit* 2.1914 Cost of Generation at Bus Bar/Unit* 1.48

(Without Allowing free power & Return on Equity)

Note:* The Charges per unit is exclusive of Water cess, spares, incentives & Income Tax etc.

Table-21.12(a)

Unit Cost of Enerrgy at Bus Bar at Cuurent Price Level

0.10332056

Intesrest on Loan Depreciation Total

Return on Equity

O&M Charges

O&M for 1 Month

2 Months Average Billing Interest Total

Capacity Charges

Energy Charges Total

(Rs. Crores) (Rs. Crores) (Rs. Crores) (Rs. Crores) (Rs. Crores) (Rs. Crores) (Rs. Crores) (Rs. Crores) (Rs. Crores) (Rs. Crores) (Rs./Unit) (Rs./Unit) (Rs./Unit) fraction (Rs./Unit)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 488.04 41.73 48.80 90.53 29.28 10.46 0.87 22.05 2.06 41.80 1.601 0.74 2.34 1.00000 2.342 439.24 37.34 48.80 86.14 29.28 10.98 0.92 21.40 2.01 42.27 1.523 0.75 2.27 0.92166 2.093 390.44 32.94 48.80 81.75 29.28 11.53 0.96 20.75 1.95 42.77 1.446 0.76 2.20 0.84946 1.874 341.63 28.55 48.80 77.35 29.28 12.11 1.01 20.10 1.90 43.29 1.368 0.77 2.13 0.78291 1.675 292.83 24.16 48.80 72.96 29.28 12.71 1.06 19.46 1.85 43.84 1.290 0.78 2.07 0.72157 1.496 244.02 19.77 48.80 68.57 29.28 13.35 1.11 18.83 1.79 44.42 1.213 0.79 2.00 0.66505 1.337 195.22 15.37 48.80 64.18 29.28 14.01 1.17 18.20 1.74 45.04 1.135 0.80 1.93 0.61295 1.188 146.41 10.98 48.80 59.79 29.28 14.72 1.23 17.58 1.69 45.69 1.057 0.81 1.87 0.56493 1.059 97.61 6.59 48.80 55.39 29.28 15.45 1.29 16.96 1.64 46.38 0.980 0.82 1.80 0.52067 0.94

10 48.80 2.20 48.80 51.00 29.28 16.22 1.35 16.35 1.59 47.10 0.902 0.83 1.73 0.47988 0.8311 0.00 0.00 21.61 21.61 29.28 17.04 1.42 11.51 1.16 47.48 0.382 0.84 1.22 0.44229 0.5412 0.00 0.00 21.61 21.61 29.28 17.89 1.49 11.66 1.18 48.35 0.382 0.86 1.24 0.40764 0.5013 0.00 0.00 21.61 21.61 29.28 18.78 1.57 11.81 1.20 49.27 0.382 0.87 1.25 0.37570 0.4714 0.00 0.00 21.61 21.61 29.28 19.72 1.64 11.97 1.23 50.23 0.382 0.89 1.27 0.34627 0.4415 0.00 0.00 21.61 21.61 29.28 20.71 1.73 12.14 1.25 51.24 0.382 0.91 1.29 0.31914 0.4116 0.00 0.00 21.61 21.61 29.28 21.74 1.81 12.32 1.27 52.30 0.382 0.92 1.31 0.29414 0.3817 0.00 0.00 21.61 21.61 29.28 22.83 1.90 12.50 1.30 53.41 0.382 0.94 1.33 0.27110 0.3618 0.00 0.00 21.61 21.61 29.28 23.97 2.00 12.69 1.32 54.58 0.382 0.97 1.35 0.24986 0.3419 0.00 0.00 9.76 9.76 29.28 25.17 2.10 10.89 1.17 55.62 0.173 0.98 1.16 0.23028 0.2720 0.00 0.00 0.00 0.00 29.28 26.43 2.20 9.46 1.05 56.76 0.000 1.00 1.00 0.21224 0.2121 0.00 0.00 0.00 0.00 29.28 27.75 2.31 9.68 1.08 58.11 0.000 1.03 1.03 0.19562 0.2022 0.00 0.00 0.00 0.00 29.28 29.14 2.43 9.92 1.11 59.53 0.000 1.05 1.05 0.18029 0.1923 0.00 0.00 0.00 0.00 29.28 30.59 2.55 10.17 1.14 61.02 0.000 1.08 1.08 0.16617 0.1824 0.00 0.00 0.00 0.00 29.28 32.12 2.68 10.43 1.18 62.58 0.000 1.11 1.11 0.15315 0.1725 0.00 0.00 0.00 0.00 29.28 33.73 2.81 10.70 1.22 64.23 0.000 1.14 1.14 0.14115 0.1626 0.00 0.00 0.00 0.00 29.28 35.41 2.95 10.99 1.25 65.95 0.000 1.17 1.17 0.13009 0.1527 0.00 0.00 0.00 0.00 29.28 37.19 3.10 11.29 1.30 67.76 0.000 1.20 1.20 0.11990 0.1428 0.00 0.00 0.00 0.00 29.28 39.04 3.25 11.61 1.34 69.66 0.000 1.23 1.23 0.11051 0.1429 0.00 0.00 0.00 0.00 29.28 41.00 3.42 11.94 1.38 71.66 0.000 1.27 1.27 0.10185 0.1330 0.00 0.00 0.00 0.00 29.28 43.05 3.59 12.29 1.43 73.76 0.000 1.30 1.30 0.09387 0.1231 0.00 0.00 0.00 0.00 29.28 45.20 3.77 12.66 1.48 75.96 0.000 1.34 1.34 0.08652 0.1232 0.00 0.00 0.00 0.00 29.28 47.46 3.95 13.04 1.53 78.27 0.000 1.38 1.38 0.07974 0.1133 0.00 0.00 0.00 0.00 29.28 49.83 4.15 13.45 1.58 80.70 0.000 1.43 1.43 0.07349 0.1034 0.00 0.00 0.00 0.00 29.28 52.32 4.36 13.87 1.64 83.25 0.000 1.47 1.47 0.06774 0.1035 0.00 0.00 0.00 0.00 29.28 54.94 4.58 14.32 1.70 85.92 0.000 1.52 1.52 0.06243 0.09

Total 12.03024 20.84

Note:* The Charges per unit is exclusive of Water cess, spares, incentives & Income Tax etc. 1.73

Interset on Working Capital Charges per Unit

Levelised Tariff *=

Calulation of Energy rate at March 2009 Price Level

Table 21.12 (b)

Outstanding Loan

Capacity ChargesDiscounting Factor

Discounted TarriffYear

Energy Charges


Debt:Equity Ratio 7.0 : 3.0

Yr 1 Yr 2 Yr 3 Yr 4 Yr 5 Yr 6 Yr 7 Yr 8 Yr 9 Yr 10 Yr 11 Yr 12

BASIC PARAMETERS Capacity (MW) 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00Capital Cost (INR crores) 628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31Capital Cost with IDC . 697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21Equity Portion (%) 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00Debt Portion (%) 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00Capital Cost/MW (INR crores) 3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.49Interest rate for WC (%) 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00Tax rate (%) 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00Interest rate on loan from Financial Institutions (%) 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00Total annual energy (GWh) 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00Design energy with 90% dependibility (GWh) 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00Saleable Energy after aux. (GWh) 642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53consumption & transformation losses

FINANCIAL PACKAGE (INR crores)

LOAN % of % of Intt. AMOUNT EQUITY % of % of AMOUNTLoan Component 488.0 total project Rate (INR total project (INR

loan cost (%) crores) equity cost crores) Fin. Institutions 488.04

Equity component 209.16 Fin. Institutions 100.00 70.00 9.00 488.04 Equity 100.00 30.00 209.16

209.16 697.2

Total 100.00 70.00 488.04 Total 100.00 30.00 209.16Period Repayment Moratorium Installment/yr.

Financial Inst. 10 0 1

Repayment Amount/year Financial Institutions 48.80

Construction Period (Yrs.) 5

Table 15.12©

TARIFF CALCULATIONS WITH PROJECTED COMPLETION COST

5/16




Table 15.12©


NORMATIVE PARAMETERS Year 1 2 3 4 5 6 7 8 9 10 11 12O & M Charges incl. Insurance (%) 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50O & M Inflation rate (%) 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00Rate of return on equity (%) 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00Rate of Depreciation (ES Act) (%) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50Rate of Depreciation (IT Act) (%) 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00Spares for 1 yr -1/5th C.S 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39Auxiliary consumption (%) 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50Transformation Losses (%) 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50

SCHEDULE OF LOAN REPAYMENTAGENCY Year 1 2 3 4 5 6 7 8 9 10 11 12

FINANCIAL INSTITUTIONSOutstanding Term loan 488.04 439.24 390.44 341.63 292.83 244.02 195.22 146.41 97.61 48.80 0.00 0.00Term loan installment 48.80 48.80 48.80 48.80 48.80 48.80 48.80 48.80 48.80 48.80 0.00 0.00Cum. Loan Repaid 48.80 97.61 146.41 195.22 244.02 292.83 341.63 390.44 439.24 488.04 488.04 488.04Interest on Term loan 41.73 37.34 32.94 28.55 24.16 19.77 15.37 10.98 6.59 2.20 0.00 0.00Total Yearly installment 90.53 86.14 81.75 77.35 72.96 68.57 64.18 59.79 55.39 51.00 0.00 0.00

LOAN SERVICINGOutstanding Term loan 488.04 439.24 390.44 341.63 292.83 244.02 195.22 146.41 97.61 48.80 0.00 0.00Loan Repayment Installment 48.80 48.80 48.80 48.80 48.80 48.80 48.80 48.80 48.80 48.80 0.00 0.00Sources of Funds for Repayment - Depreciation (ES Act) 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 0.00 0.00 - Advance Depreciation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - Additional sources (ROE ) 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 0.00 0.00

COMPUTATION OF TARIFF COMPONENTS

INTEREST ON CAPITALInterest on Term loan 41.73 37.34 32.94 28.55 24.16 19.77 15.37 10.98 6.59 2.20 0.00 0.00Total Yearly Installment 90.53 86.14 81.75 77.35 72.96 68.57 64.18 59.79 55.39 51.00 0.00 0.00

6/16




Table 15.12©


RATE OF RETURNEquity amount 209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.16Return on Equity 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28

O & M EXPENSES 10.46 10.98 11.53 12.11 12.71 13.35 14.01 14.72 15.45 16.22 17.04 17.89

INTEREST ON WORKING CAPITAL

WORKING CAPITALO & M Expenses - 1 month 0.87 0.92 0.96 1.01 1.06 1.11 1.17 1.23 1.29 1.35 1.42 1.49Spares 1 year - 1/5th cap spares 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39Receivables for 2 months

DEP(ES Act) 4.07 4.07 4.07 4.07 4.07 4.07 4.07 4.07 4.07 4.07 4.07 4.07 Interest 6.95 6.22 5.49 4.76 4.03 3.29 2.56 1.83 1.10 0.37 0.00 0.00 Return on Equity 4.88 4.88 4.88 4.88 4.88 4.88 4.88 4.88 4.88 4.88 4.88 4.88 O&M 1.74 1.83 1.92 2.02 2.12 2.22 2.34 2.45 2.58 2.70 2.84 2.98 I.Tax 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.25 Interest on W.C. 0.22 0.22 0.21 0.20 0.20 0.19 0.18 0.18 0.17 0.17 0.16 0.18

Total Working capital 20.14 19.53 18.93 18.33 17.74 17.16 16.59 16.03 15.47 14.93 14.76 16.25Interest on Working Capital 1.81 1.76 1.70 1.65 1.60 1.54 1.49 1.44 1.39 1.34 1.33 1.46

DEPRECIATION (ES ACT) (INR crores)Total Depreciable Amount 627.48 603.08 578.68 554.28 529.88 505.47 481.07 456.67 432.27 407.87 383.46 359.06Opening Depreciation Fund 0.00 -24.40 -48.80 -73.21 -97.61 -122.01 -122.01 -122.01 -122.01 -122.01 -122.01 -97.61Yearly Depreciation (ES Act) 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40Cumulative Depreciation Fund 24.40 0.00 -24.40 -48.80 -73.21 -97.61 -97.61 -97.61 -97.61 -97.61 -97.61 -73.21Loan Repayment Installment 48.80 48.80 48.80 48.80 48.80 48.80 48.80 48.80 48.80 48.80 0.00 0.00Advance Dep. for loan Repayment 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Return on Eq. for loan Repayment 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 0.00 0.00Closing Cummulative Dep. Fund -24.40 -48.80 -73.21 -97.61 -122.01 -122.01 -122.01 -122.01 -122.01 -122.01 -97.61 -73.21Total Depreciation 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40Net Depreciable Amount 627.48 603.08 578.68 554.28 529.88 505.47 481.07 456.67 432.27 407.87 383.46 359.06

DEPRECIATION (IT ACT) (INR crores)Sum at charge 697.21 522.90 392.18 294.13 220.60 165.45 124.09 93.07 69.80 52.35 39.26 29.45Depreciation (IT Act) 174.30 130.73 98.04 73.53 55.15 41.36 31.02 23.27 17.45 13.09 9.82 7.36Dep.limited to 90% of capital cost 174.30 130.73 98.04 73.53 55.15 41.36 31.02 23.27 0.08 0.00 0.00 0.00

7/16




Table 15.12©


TAX LIABILITY (INR crores) Yearly Profit/loss -120.62 -77.04 -44.36 -19.85 -1.47 12.32 22.66 30.42 53.61 53.68 53.68 53.68Cummulative Profit/loss (+/-) -120.62 -197.66 -242.02 -261.87 -263.33 -251.01 -228.35 -197.93 -144.32 -90.64 -36.95 16.73Tax liability 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.53

CAPACITY AND ENERGY CHARGES Annual Capacity Charge (INR crores) 66.13 61.74 57.35 52.95 48.56 44.17 39.78 35.38 30.99 26.60 24.40 24.40

Annual Energy Charge (INR crores) 41.55 42.02 42.52 43.04 43.59 44.17 44.79 45.44 46.13 46.85 47.65 56.16

Total Annual Charge (INR crores) 107.68 103.76 99.86 95.99 92.15 88.34 84.57 80.82 77.12 73.45 72.05 80.56Average Tariff (INR/kWh) 1.68 1.61 1.55 1.49 1.43 1.37 1.32 1.26 1.20 1.14 1.12 1.25Average Tariff for 5 years (INR/kWh) 1.55 1.26 1.40

Discount rate (%) 8.50% / Year 1 2 3 4 5 6 7 8 9 10 11 12Discounted Average Tariff (INR/kWh) 1.68 1.61 1.55 1.49 1.43 1.37 1.31 1.25 1.19 1.13 1.11 1.24Levellised Eq.Avg. Tariff (INR/kWh) 1.48

8/16

BASIC PARAMETERS Capacity (MW) Capital Cost (INR crores) Capital Cost with IDC .Equity Portion (%)Debt Portion (%)Capital Cost/MW (INR crores)Interest rate for WC (%)Tax rate (%)Interest rate on loan from Financial Institutions (%)Total annual energy (GWh)Design energy with 90% dependibility (GWh)Saleable Energy after aux. (GWh)consumption & transformation losses


Loan Component 488.0

Fin. Institutions 488.04

Equity component 209.16209.16 697.2

Period Repayment Moratorium Installment/yr.


Repayment Amount/yearFinancial Institutions 48.80


Annexure - 0



200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21

30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.0070.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00

3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.499.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00

30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.009.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00

649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53

Middle Kolab Multipurpose Project TARIFF CALCULATIONS WITH PROJECTED COMPLETION COST

9/16

NORMATIVE PARAMETERS YearO & M Charges incl. Insurance (%)O & M Inflation rate (%)Rate of return on equity (%)Rate of Depreciation (ES Act) (%)Rate of Depreciation (IT Act) (%)Spares for 1 yr -1/5th C.SAuxiliary consumption (%)Transformation Losses (%)

SCHEDULE OF LOAN REPAYMENTAGENCY Year

FINANCIAL INSTITUTIONSOutstanding Term loanTerm loan installmentCum. Loan RepaidInterest on Term loanTotal Yearly installment

LOAN SERVICINGOutstanding Term loanLoan Repayment InstallmentSources of Funds for Repayment - Depreciation (ES Act) - Advance Depreciation - Additional sources (ROE )


INTEREST ON CAPITALInterest on Term loanTotal Yearly Installment

Annexure - 0




13 14 15 16 17 18 19 20 21 22 23 241.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.505.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00

14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.003.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50

25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.001.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.390.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.500.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50

13 14 15 16 17 18 19 20 21 22 23 24

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

488.04 488.04 488.04 488.04 488.04 488.04 488.04 488.04 488.04 488.04 488.04 488.040.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

10/16

RATE OF RETURNEquity amount Return on Equity

O & M EXPENSES


WORKING CAPITALO & M Expenses - 1 monthSpares 1 year - 1/5th cap sparesReceivables for 2 months

DEP(ES Act) Interest Return on Equity O&M I.Tax Interest on W.C.

Total Working capital Interest on Working Capital

DEPRECIATION (ES ACT) (INR crores)Total Depreciable AmountOpening Depreciation FundYearly Depreciation (ES Act)Cumulative Depreciation FundLoan Repayment InstallmentAdvance Dep. for loan RepaymentReturn on Eq. for loan RepaymentClosing Cummulative Dep. FundTotal Depreciation Net Depreciable Amount

DEPRECIATION (IT ACT) (INR crores)Sum at chargeDepreciation (IT Act)Dep.limited to 90% of capital cost

Annexure - 0




209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.1629.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28

18.78 19.72 20.71 21.74 22.83 23.97 25.17 26.43 27.75 29.14 30.59 32.12

1.57 1.64 1.73 1.81 1.90 2.00 2.10 2.20 2.31 2.43 2.55 2.681.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39

4.07 4.07 4.07 4.07 4.07 4.07 4.07 4.07 4.07 4.07 4.07 4.070.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004.88 4.88 4.88 4.88 4.88 4.88 4.88 4.88 4.88 4.88 4.88 4.883.13 3.29 3.45 3.62 3.80 4.00 4.19 4.40 4.62 4.86 5.10 5.354.03 4.03 4.03 4.03 4.03 4.03 4.03 4.03 4.03 4.03 4.03 4.030.21 0.22 0.22 0.22 0.23 0.23 0.23 0.24 0.24 0.24 0.25 0.25

19.28 19.52 19.76 20.03 20.30 20.59 20.89 21.21 21.55 21.90 22.26 22.651.74 1.76 1.78 1.80 1.83 1.85 1.88 1.91 1.94 1.97 2.00 2.04

334.66 310.26 285.85 261.45 237.05 212.65 188.25 163.84 139.44 115.04 90.64 66.23-73.21 -48.80 -24.40 0.00 24.40 48.80 73.21 97.61 122.01 146.41 170.82 195.2224.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40

-48.80 -24.40 0.00 24.40 48.80 73.21 97.61 122.01 146.41 170.82 195.22 219.620.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

-48.80 -24.40 0.00 24.40 48.80 73.21 97.61 122.01 146.41 170.82 195.22 219.6224.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40

334.66 310.26 285.85 261.45 237.05 212.65 188.25 163.84 139.44 115.04 90.64 66.23

22.08 16.56 12.42 9.32 6.99 5.24 3.93 2.95 2.21 1.66 1.24 0.935.52 4.14 3.11 2.33 1.75 1.31 0.98 0.74 0.55 0.41 0.31 0.230.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

11/16

TAX LIABILITY (INR crores)Yearly Profit/lossCummulative Profit/loss (+/-)Tax liability

CAPACITY AND ENERGY CHARGES Annual Capacity Charge (INR crores)

Annual Energy Charge (INR crores)

Total Annual Charge (INR crores)Average Tariff (INR/kWh)Average Tariff for 5 years (INR/kWh)

Discount rate (%) 8.50% / YearDiscounted Average Tariff (INR/kWh)Levellised Eq.Avg. Tariff (INR/kWh)

Annexure - 0




53.68 53.68 53.68 53.68 53.68 53.68 53.68 53.68 53.68 53.68 53.68 53.6870.42 124.10 177.79 231.47 285.16 338.84 392.53 446.21 499.90 553.58 607.27 660.9524.16 24.16 24.16 24.16 24.16 24.16 24.16 24.16 24.16 24.16 24.16 24.16

24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40 24.40

73.96 74.92 75.93 76.98 78.10 79.26 80.49 81.78 83.13 84.55 86.04 87.60

98.36 99.32 100.33 101.39 102.50 103.67 104.89 106.18 107.53 108.95 110.44 112.001.53 1.55 1.56 1.58 1.60 1.61 1.63 1.65 1.67 1.70 1.72 1.74

1.61 1.72

13 14 15 16 17 18 19 20 21 22 23 241.52 1.53 1.54 1.56 1.57 1.59 1.61 1.63 1.65 1.67 1.69 1.71

12/16

BASIC PARAMETERS Capacity (MW) Capital Cost (INR crores) Capital Cost with IDC .Equity Portion (%)Debt Portion (%)Capital Cost/MW (INR crores)Interest rate for WC (%)Tax rate (%)Interest rate on loan from Financial Institutions (%)Total annual energy (GWh)Design energy with 90% dependibility (GWh)Saleable Energy after aux. (GWh)consumption & transformation losses


Loan Component 488.0

Fin. Institutions 488.04

Equity component 209.16209.16 697.2

Period Repayment Moratorium Installment/yr.


Repayment Amount/yearFinancial Institutions 48.80


Annexure - 0

7.0 : 3.0

Yr 25 Yr 26 Yr 27 Yr 28 Yr 29 Yr 30 Yr 31 Yr 32 Yr 33 Yr 34 Yr 35

200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31 628.31697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21 697.21

30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.0070.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00

3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.49 3.499.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00

30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.009.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00

649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00 649.00642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53 642.53

13/16

NORMATIVE PARAMETERS YearO & M Charges incl. Insurance (%)O & M Inflation rate (%)Rate of return on equity (%)Rate of Depreciation (ES Act) (%)Rate of Depreciation (IT Act) (%)Spares for 1 yr -1/5th C.SAuxiliary consumption (%)Transformation Losses (%)

SCHEDULE OF LOAN REPAYMENTAGENCY Year

FINANCIAL INSTITUTIONSOutstanding Term loanTerm loan installmentCum. Loan RepaidInterest on Term loanTotal Yearly installment

LOAN SERVICINGOutstanding Term loanLoan Repayment InstallmentSources of Funds for Repayment - Depreciation (ES Act) - Advance Depreciation - Additional sources (ROE )


INTEREST ON CAPITALInterest on Term loanTotal Yearly Installment

Annexure - 0

7.0 : 3.0


25 26 27 28 29 30 31 32 33 34 351.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.505.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00

14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.003.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50

25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.001.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.390.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.500.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50

25 26 27 28 29 30 31 32 33 34 35

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

488.04 488.04 488.04 488.04 488.04 488.04 488.04 488.04 488.04 488.04 488.040.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

14/16

RATE OF RETURNEquity amount Return on Equity

O & M EXPENSES


WORKING CAPITALO & M Expenses - 1 monthSpares 1 year - 1/5th cap sparesReceivables for 2 months

DEP(ES Act) Interest Return on Equity O&M I.Tax Interest on W.C.

Total Working capital Interest on Working Capital

DEPRECIATION (ES ACT) (INR crores)Total Depreciable AmountOpening Depreciation FundYearly Depreciation (ES Act)Cumulative Depreciation FundLoan Repayment InstallmentAdvance Dep. for loan RepaymentReturn on Eq. for loan RepaymentClosing Cummulative Dep. FundTotal Depreciation Net Depreciable Amount

DEPRECIATION (IT ACT) (INR crores)Sum at chargeDepreciation (IT Act)Dep.limited to 90% of capital cost

Annexure - 0

7.0 : 3.0


209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.16 209.1629.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28

33.73 35.41 37.19 39.04 41.00 43.05 45.20 47.46 49.83 52.32 54.94

2.81 2.95 3.10 3.25 3.42 3.59 3.77 3.95 4.15 4.36 4.581.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39

4.07 2.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004.88 4.88 4.88 4.88 4.88 4.88 4.88 4.88 4.88 4.88 4.885.62 5.90 6.20 6.51 6.83 7.17 7.53 7.91 8.31 8.72 9.164.03 3.50 2.20 2.20 2.20 2.20 2.20 2.20 2.20 2.20 2.200.26 0.24 0.20 0.21 0.21 0.22 0.22 0.23 0.24 0.24 0.25

23.06 21.78 17.97 18.44 18.93 19.45 19.99 20.56 21.16 21.79 22.462.08 1.96 1.62 1.66 1.70 1.75 1.80 1.85 1.90 1.96 2.02

41.83 17.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00219.62 244.02 261.45 261.45 261.45 261.45 261.45 261.45 261.45 261.45 261.45

24.40 17.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00244.02 261.45 261.45 261.45 261.45 261.45 261.45 261.45 261.45 261.45 261.45

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

244.02 261.45 261.45 261.45 261.45 261.45 261.45 261.45 261.45 261.45 261.4524.40 17.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0041.83 17.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.70 0.52 0.39 0.30 0.22 0.17 0.12 0.09 0.07 0.05 0.040.17 0.13 0.10 0.07 0.06 0.04 0.03 0.02 0.02 0.01 0.010.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

15/16

TAX LIABILITY (INR crores)Yearly Profit/lossCummulative Profit/loss (+/-)Tax liability

CAPACITY AND ENERGY CHARGES Annual Capacity Charge (INR crores)

Annual Energy Charge (INR crores)

Total Annual Charge (INR crores)Average Tariff (INR/kWh)Average Tariff for 5 years (INR/kWh)

Discount rate (%) 8.50% / YearDiscounted Average Tariff (INR/kWh)Levellised Eq.Avg. Tariff (INR/kWh)

Annexure - 0

7.0 : 3.0


53.68 46.71 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28 29.28714.64 761.35 790.63 819.91 849.20 878.48 907.76 937.04 966.33 995.61 1024.89

24.16 21.02 13.18 13.18 13.18 13.18 13.18 13.18 13.18 13.18 13.18

24.40 17.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

89.24 87.68 81.26 83.16 85.16 87.26 89.46 91.77 94.20 96.75 99.42

113.65 105.11 81.26 83.16 85.16 87.26 89.46 91.77 94.20 96.75 99.421.77 1.64 1.26 1.29 1.33 1.36 1.39 1.43 1.47 1.51 1.55

1.38 1.47

25 26 27 28 29 30 31 32 33 34 351.73 1.60 1.24 1.26 1.29 1.32 1.36 1.39 1.43 1.46 1.50

16/16

Crop Index 1

Output /Input item Unit Technical Coefficient

Unit Price

Value Technical Coefficient

Unit Price Value Technical Coefficient

Unit Price

Value

Output Quintala) Main Product 20.00 1389.80 27796 30.00 1389.80 41694 55.00 1389.80 76439b) By Product 25.00 100.00 2500 27.50 100.00 2750 200.00 100.00 20000Total 30296 44444 96439Input KGSeeds 30.00 60.00 1800.00 33.00 60.00 1980.00 30.00 60.00 1800.00Nitrogen Fertiliser (N) 120.00 6.00 720.00 132.00 6.00 792.00 175.00 6.00 1050.00Phosphorus Fertiliser(P) 42.00 12.00 504.00 46.20 12.00 554.40 80.00 12.00 960.00Potasium Fertiliser(K) 12.00 6.00 72.00 13.20 6.00 79.20 200.00 6.00 1200.00Farm Yard Manure(FYM) M.T. 10.00 50.00 500.00 11.00 50.00 550.00 10.00 50.00 500.00Plant Protection Rs./Ha 1.00 150.00 150.00 1.10 150.00 165.00 1.00 150.00 150.00Human Labour Man Day 55.00 100.00 5500.00 60.50 100.00 6050.00 65.00 100.00 6500.00Animal Power BPD 15.00 100.00 1500.00 16.50 100.00 1650.00 2.00 100.00 200.00Machine Power Hours 1.00 0.00 0.00 1.10 0.00 0.00 8.00 0.00 0.00Irigation Charges Rs. /Ha 1.00 0.00 0.00 1.10 0.00 0.00 1.00 0.00 0.00Land Revenue Rs. /Ha 1.00 10.00 10.00 1.10 10.00 11.00 1.00 10.00 10.00Depreciation /Maintenance Rs. /Ha 1.00 50.00 50.00 1.10 50.00 55.00 1.00 50.00 50.00

Transportation/ Packing Cost Rs. /Quintal 25.00 20.00 500.00 27.50 20.00 550.00 65.00 20.00 1300.00

Sub-Total 11306.00 12436.60 13720.00Contingencies @ 10% of 50% of Working Capital

Rs. /Ha 562.30 618.53 683.00

Interest Charges @ 12% of on 50% of the Crop Period on full Work. Cap. &

Rs. /Ha 676.65 744.31 1503.18

Misc. Expenditure @ 3% of Cost of Production. Rs. /Ha 339.18 373.10 411.60

Total Cost of Production Rs. /Ha 12884.13 14172.54 16317.78Total Cost of Production Excluding Irrigation Charge

12884.13 14172.54 16317.78

Net Return Rs. /Ha 17411.87 30271.46 80121.22

Net Return Excluding Irrigation Charges 17411.87 30271.46 80121.22

Cost of Production / Quintal Rs. /Ha 644.21 472.42 296.69Cost of Production / Quintal Excluding Irrigation Charges Rs. /Ha 644.21 472.42 296.69

Net Return / Quintal 870.59 1009.05 1456.75Net Return / Quintal excluding Irrigation charges 870.59 1009.05 1456.75

*M.T- Metric Ton*BPD- Bullock Pair Days

Input Related to Output Average/Qtl Average/Qtl Average/QtlLabour in harvest (Manday/Ha) 20.00 24.00 480.00 48.00 20.00 24.00 480.00 48.00 20.00 24.00 480.00 48.00Labour in Post-harvest(Manday/Ha) 5.00 24.00 120.00 12.00 5.00 24.00 120.00 12.00 5.00 24.00 120.00 12.00Labour in transportation(Manday/ha) 3.00 24.00 72.00 7.20 3.00 24.00 72.00 7.20 3.00 24.00 72.00 7.20Transportation (Rs/Ha) 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00Packing materials (Rs/Ha) 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00Transportation & Packing 672.00 67.20 672.00 67.20 672.00 67.20Sub-totalTotal related to Output

Future Situation (Without Project ) Future Situation (With Project )

FINANCIAL CROP BUDGET FOR

Present Situation

Annexure-15.1 ( 1of 20 )

Present Situation Future Situation (Without Project ) Future Situation (With Project )

Paddy

Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 273.50 300.85 344.40


Rs. /Ha 709.56 780.52 1391.86



6678.96 7346.86 8892.70

Net Return Rs. /Ha 17908.54 20818.14 46734.80Net Return Excluding Irrigation Charges 17908.54 20818.14 46734.80




Input Related to Output Present Situation Average/Qtl Situation Average/Qtl Situation Average/QtlLabour in harvest (Manday/Ha) 20.00 24.00 480.00 48.00 20.00 24.00 480.00 48.00 20.00 24.00 480.00 48.00Labour in Post-harvest(Manday/Ha) 5.00 24.00 120.00 12.00 5.00 24.00 120.00 12.00 5.00 24.00 120.00 12.00Labour in transportation(Manday/ha) 3.00 24.00 72.00 7.20 3.00 24.00 72.00 7.20 3.00 24.00 72.00 7.20Transportation (Rs/Ha) 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00Packing materials (Rs/Ha) 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00Transportation & Packing 672.00 67.20 672.00 67.20 672.00 67.20



Maize


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 136.15 149.77 130.90


Rs. /Ha 241.47 265.62 829.88



3244.11 3568.53 3719.12

Net Return Rs. /Ha 53005.89 71431.47 186780.88Net Return Excluding Irrigation Charges

53005.89 71431.47 186780.88





Annexure-15.1 ( 3 of 20 )


Fodder


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 240.80 264.88 377.50


Rs. /Ha 246.37 271.01 1107.67



5509.45 6060.40 9323.47


4588.55 23639.60 38196.53







Groundnut


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 192.05 211.26 620.50


Rs. /Ha 127.07 139.78 1285.92



4337.15 4770.87 14750.52

Net Return Rs. /Ha -1928.25 2641.13 73.48Net Return Excluding Irrigation Charges

-1928.25 2641.13 73.48


Net Return / Quintal -593.31 264.11 3.67Net Return / Quintal excluding Irrigation charges -593.31 264.11 3.67





Cotton


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 187.00 205.70 358.70


Rs. /Ha 140.16 154.18 904.78



4241.16 4665.28 8714.50


13514.84 21968.72 33675.50







Oilseed


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 930.50 1023.55 947.00


Rs. /Ha 1604.22 1764.64 5229.15



21764.82 23941.30 25746.15


31035.18 56058.70 94253.85







Vegetables


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 182.01 200.21 284.50


Rs. /Ha 250.85 275.93 880.38



4244.06 4668.47 7087.38


12262.94 29331.53 44412.62







Pulses


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 257.70 283.47 342.10


Rs. /Ha 177.18 194.90 899.32



5805.30 6385.83 8350.48


2645.30 29574.17 45589.52







Gram


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 250.30 275.33 288.60


Rs. /Ha 279.00 306.90 1078.44



5747.28 6322.01 7374.00


3957.72 21842.99 52856.00





Annexure-15.1 ( 10 of 20 )


Hybrid Maize


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 94.30 103.73 302.61


Rs. /Ha 158.87 174.75 737.03



2257.55 2483.30 7335.21


11967.45 14466.70 22989.79




Input Related to Output Present Situation Average/Qtl Situation Average/Qtl Situation Average/QtlLabour in harvest (Manday/Ha) 20.00 24.00 480.00 48.00 20.00 24.00 480.00 48.00 20.00 24.00 480.00 48.00Labour in Post-harvest(Manday/Ha) 5.00 24.00 120.00 12.00 5.00 24.00 120.00 12.00 5.00 24.00 120.00 12.00Labour in transportation(Manday/ha) 3.00 24.00 72.00 7.20 3.00 24.00 72.00 7.20 3.00 24.00 72.00 7.20Transportation (Rs/Ha) 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00Packing materials (Rs/Ha) 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00Transportation & Packing 672.00 67.20 672.00 67.20 672.00 67.20Sub-total

Annexure-15.1 ( 11 of 20 )


Paddy


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 240.80 264.88 373.50


Rs. /Ha 246.37 271.01 1106.36



5509.45 6060.40 9235.76


9499.85 28510.10 41638.24





Annexure-15.1 ( 12 of 20 )


Oilseed


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 805.50 886.05 934.50


Rs. /Ha 1563.12 1719.44 5225.04



19023.72 20926.10 25472.04


33776.28 59073.90 134527.96





Annexure-15.1 ( 13 of 20 )


Vegetables


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 182.01 200.21 291.50


Rs. /Ha 250.85 275.93 882.68



4244.06 4668.47 7240.88


52005.94 70331.53 142759.12





Annexure-15.1 ( 14 of 20 )


Fodder


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 257.70 283.47 344.10


Rs. /Ha 177.18 194.90 899.98



5805.30 6385.83 8394.34


2645.30 29574.17 45545.66





Annexure-15.1 ( 15 of 20 )


Pulses


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 96.40 106.04 292.86


Rs. /Ha 159.56 175.51 733.83



2303.60 2533.96 7121.40


13946.40 34966.04 55378.60





Annexure-15.1 ( 16 of 20 )


Gram


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 126.30 138.93 222.50


Rs. /Ha 189.06 207.96 860.00



2978.94 3276.83 5727.80


5931.06 26423.17 47732.20





Annexure-15.1 ( 17 of 20 )


Groundnut


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 272.70 299.97 364.10


Rs. /Ha 182.11 200.32 906.55



6134.23 6747.65 8832.91


5615.77 68252.35 92167.09







Pulses


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 253.30 278.63 391.50


Rs. /Ha 250.48 275.53 1112.27



5783.56 6361.92 9630.47


4314.44 35218.08 49769.53







Berseem


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 805.50 886.05 934.50


Rs. /Ha 1563.12 1719.44 5225.04



19023.72 20926.10 25472.04


46976.28 79073.90 124527.96







Vegetables


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 119.30 131.23 238.00


Rs. /Ha 235.93 259.53 963.45



2874.61 3162.08 6166.05


184625.39 209337.92 493833.95





Annexure-15.1 ( 18 of 20 )


Citrus


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 123.05 135.36 253.00


Rs. /Ha 237.17 260.88 968.38



2956.85 3252.53 6494.98


222043.15 259247.47 518505.02





Annexure-15.1 ( 19 of 20 )


Banana


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 119.30 131.23 238.00


Rs. /Ha 235.93 259.53 963.45



2874.61 3162.08 6166.05


297125.39 346837.92 793833.95





Annexure-15.1 ( 20 of 20 )


Mango


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 441.65 485.81 561.75


Rs. /Ha 636.98 700.68 1463.31



10238.31 11262.14 13658.81


20057.69 33181.86 82780.19




Input Related to Output Average/Qtl Average/Qtl Average/QtlLabour in harvest (Manday/Ha) 20.00 24.00 480.00 48.00 20.00 24.00 480.00 48.00 20.00 24.00 480.00 48.00Labour in Post-harvest(Manday/Ha) 5.00 24.00 120.00 12.00 5.00 24.00 120.00 12.00 5.00 24.00 120.00 12.00Labour in transportation(Manday/ha) 3.00 24.00 72.00 7.20 3.00 24.00 72.00 7.20 3.00 24.00 72.00 7.20Transportation (Rs/Ha) 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00Packing materials (Rs/Ha) 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00 1.00 300.00 300.00 30.00Transportation & Packing 672.00 67.20 672.00 67.20 672.00 67.20



ECONOMICAL CROP BUDGET FOR

Paddy


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 232.85 256.14 283.88


Rs. /Ha 696.20 765.82 1371.96



5787.61 6366.37 7565.63


18799.89 21798.63 48061.87





Annexure-15.2 ( 2of 20 )ECONOMICAL CROP BUDGET FOR

Maize


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 86.49 95.14 107.03


Rs. /Ha 225.15 247.66 822.04



2155.15 2370.67 3195.73


54094.85 72629.33 187304.27





Annexure-15.2 ( 3 of 20 )ECONOMICAL CROP BUDGET FOR

Fodder


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 176.45 194.10 279.98


Rs. /Ha 225.22 247.74 1075.61



4098.34 4508.17 7184.98


5999.66 25191.83 40335.02






Groundnut


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 148.41 163.25 449.75


Rs. /Ha 112.72 124.00 1229.78



3380.11 3718.13 11006.13

Net Return Rs. /Ha -971.21 3693.87 3817.87Net Return Excluding Irrigation Charges

-971.21 3693.87 3817.87


Net Return / Quintal -298.84 369.39 190.89Net Return / Quintal excluding Irrigation charges -298.84 369.39 190.89




Cotton


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 140.30 154.33 258.28


Rs. /Ha 124.81 137.29 871.76



3217.04 3538.74 6512.37


14538.96 23095.26 35877.63






Oilseed


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 752.19 827.41 725.10


Rs. /Ha 1545.60 1700.16 5156.20



17854.70 19640.17 20880.16


34945.30 60359.83 99119.84






Tumeric


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 139.18 153.10 207.44


Rs. /Ha 236.77 260.44 855.05



3304.90 3635.39 5397.55


13202.10 30364.61 46102.45






Pulses


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 181.15 199.26 242.23


Rs. /Ha 152.01 167.21 866.49



4126.54 4539.20 6160.42


4324.06 31420.80 47779.58




Gram


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 203.58 223.93 279.69


Rs. /Ha 263.64 290.01 1075.52



4722.66 5194.93 7178.66


4982.34 22970.07 53051.34






Hybrid Maize


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 72.21 79.43 213.68


Rs. /Ha 151.60 166.76 707.79



1773.12 1950.43 5385.04


12451.88 14999.57 24939.96






Paddy


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 176.45 194.10 275.98


Rs. /Ha 225.22 247.74 1074.29



4098.34 4508.17 7097.26


10910.96 30062.33 43776.74






Oilseed


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 627.19 689.91 712.60


Rs. /Ha 1504.50 1654.95 5152.09



15113.60 16624.97 20606.05


37686.40 63375.03 139393.95






Vegetables


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 139.18 153.10 214.44


Rs. /Ha 236.77 260.44 857.35



3304.90 3635.39 5551.05


52945.10 71364.61 144448.95






Fodder


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 181.15 199.26 244.23


Rs. /Ha 152.01 167.21 867.14



4126.54 4539.20 6204.28


4324.06 31420.80 47735.72






Pulses


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 74.31 81.74 199.04


Rs. /Ha 152.29 167.52 702.98



1819.17 2001.08 5064.00


14430.83 35498.92 57436.00






Gram


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 101.09 111.20 163.30


Rs. /Ha 180.77 198.85 840.54



2426.07 2668.68 4429.56


6483.93 27031.32 49030.44






Groundnut


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 82.30 90.53 180.47


Rs. /Ha 223.77 246.15 944.54



2063.17 2269.49 4904.38


185436.83 210230.51 495095.62






Citrus


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 86.05 94.65 195.47


Rs. /Ha 225.00 247.50 949.47



2145.41 2359.95 5233.31


222854.59 260140.05 519766.69






Banana


Crop Index 1


Unit Price



Unit Price

Value




Rs. /Ha 82.30 90.53 180.47


Rs. /Ha 223.77 246.15 944.54



2063.17 2269.49 4904.38


297936.83 347730.51 795095.62






Mango


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