SITA RAMA LIFT IRRIGATION PROJECT...

SITA RAMA LIFT IRRIGATION PROJECTPhase-I

WAPCOS LIMITED(International Consultant in water Resources

Power and Infrastructure, Development)76-C, Sector – 18, Institutional Area, Gurgaon, Haryana, India, Tele-fax : + 91-124-2399427

E-mail: [email protected]

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SITA RAMA LIFT IRRIGATION PROJECT, PHASE – I

PRE-FEASIBLITY REPORT

CONTENTS

Page Nos.

Salient Features (i) to (ii)

Chapter-1: Introduction 1-1 to 1-7

Chapter-2: Physical Features 2-1 to 2-13

Chapter-3: Interstate Aspects 3-1 to 3-24

Chapter-4: Hydrological Studies 4-1 to 4-22

Chapter-5: Preliminary Design Features and Criteria 5-1 to 5-28

Chapter-6: Irrigation Planning 6-1 to 6-43

Chapter-7: Construction Planning and Scheduling 7-1 to 7-16

Chapter-8: Cost Estimate 8-1 to 8-8

Chapter-9: Benefit Cost Ratio, Financial Return & Internal Rate of Return 9-1 to 9-47

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Pre-Feasibility Report SITA RAMA LIFT IRRIGATION PROJECT (PHASE-I)

Salient Features (i)

SALIENT FEATURES Sl. No. Particulars Details

1 Project Name Sita Rama Lift Irrigation Project

(Phase – I), Telangana

2 Districts Benefitted Khammam, Bhadradri Kothagudem

& Mahabubabad

3 State Telangana

4 Location

Latitude 16° 45’ N - 18° 37’ N

Longitude 79° 49’ E - 81° 48’ E

5 River Godavari River

6 Average Rainfall of the Project Area 1045 mm

7 Dummugudem Anicut

a) River Godavari

b) Village Dummugudem

c) Tehsil/Block Dummugudem

d) District Bhadradri- Kothagudem

e) Location 17° 52′ 26″ N, 80° 53′ 6″ E.

f) Hydrology

i) Catchment Area 281000 Sq. Km.

ii) Water Availability at Anicut

50% Dependability 30581 MCM

75% Dependability 7696 MCM

8 Length of the Conveyor System

i) Gravity Open Channel (Km) 210

ii) Tunnel (Km) 4.65

iii) Pumping Main (Km) 8

Total (Km) 224.65

9 Command Area

Districts Khammam, Bhadradri Kothagudem

& Mahabubabad

a) New Ayacut 3,28,853 Ac./ 1,33,085 Ha


Salient Features (ii)

Sl. No. Particulars Details

b) Stabilization 3,45,534 Ac./ 1,39,836 Ha

Total 6,74,387 Ac./2,72 ,921 Ha

10 Land Acquisition

i) Private Land 2905 Ha

ii) Forest Land 1930 Ha

11 Maximum Discharge of feeder 255 Cumecs

12 Power Requirement 407.00 MW

13 Annual Energy Requirements 1075 MU

14 Annual Energy Cost Rs. 537.50 Crores

15 Project Cost Rs. 11931.73 Crores

16 Benefit-Cost Ratio 1.80

17 Financial IRR (%) 20.18

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Chapter-1: Introduction 1-1 WAPCOS Limited

CHAPTER–1

INTRODUCTION

1.1. GENERAL

The economy of Telangana is mainly driven by agriculture. About 73% of the

population is rural. The economy of the state is predominantly agrarian; agriculture

contributes about 50% of the state’s income and employs about 70% of the work

force. Since agriculture is the main activity and it has close links with the

development in other sectors, for overall economic progress of the state, achieving

faster agricultural growth is imperative. Therefore, there is an urgent need for

increasing food and fiber production to meet the demands of increasing population as

well as providing rural employment. Development of irrigated agriculture has played

a major role in the economic growth and poverty alleviation through successive plan

periods. These can be achieved by expanding and improving the irrigation sector,

exploiting the considerable water resources, with which the state is blessed. Two

major rivers of India, the Godavari and Krishna and their tributaries, flow through the

state, providing irrigation. Farmers in Telangana mainly depend on rain-fed water

sources for irrigation. Rice is the major food crop. Other important crops are cotton,

sugar cane; mango and tobacco are the local crops.

Telangana is situated on the Deccan Plateau, in the central stretch of the eastern

seaboard of the Indian Peninsula. It covers 114,800 square kilometres (44,300 sq mi).

The region is drained by two major rivers, with about 79% of the Godavari

River catchment area and about 69% of the Krishna River catchment area, but most of

the land is arid. Telangana is also drained by several minor rivers such as the Bhima,

the Manjira and the Musi between the two rivers Godavari and Krishna.

The Godavari River enters Bhadradri- Kothagudem district from JayaShankar-

Bhupalapalli district and flows nearly 250 km across the district. Bhadradri-

Kothagudem district is one of the "Coal mining districts of India". The district has the

Singareni Colleries head town, Kothagudem which is also called "Coal town of South

India." It is currently a part of the Red Corridor. Doli Gutta, at 965 m the highest

https://en.wikipedia.org/wiki/Godavari_River

https://en.wikipedia.org/wiki/Krishna_River

http://en.wikipedia.org/wiki/Deccan_Plateau

http://en.wikipedia.org/wiki/Godavari_River

http://en.wikipedia.org/wiki/Godavari_River

http://en.wikipedia.org/wiki/Krishna_River

http://en.wikipedia.org/wiki/Bhima_River

http://en.wikipedia.org/wiki/Manjira_River

http://en.wikipedia.org/wiki/Musi_River_(India)

https://en.wikipedia.org/wiki/Godavari_River

https://en.wikipedia.org/wiki/Red_Corridor



point in Telangana, is located at the northern end of the district. In 2006 the Indian

government named Khammam one of the country's 250 most backward districts (out

of a total of 640). It is one of the districts in Telangana currently receiving funds from

the Backward Regions Grant Fund Programme (BRGF).

Bhadradri- Kothagudem & Khammam Districts are endowed with Agro climatic and

soil conditions in which a wide range of horticulture crops like mango, banana,

cashew, coconut, oil palm, cocoa, pepper etc. are grown. Production and distribution

of various kinds of fruits, vegetables and flowers and their seeds are the major

activities supported by the horticulture Department. The district has only one major

irrigation project namely Nagarjuna Sagar Project (NSP) and there are some medium

irrigation projects like:

I. Kinnersani reservoir II. Wyra III. Thaliperu IV. BayyaramV.Bathupally VI.

Lankasagar VII. Mukamamidi VIII. Pedawagu IX. Palair reservoirX. PalamVagu

ProjectXI. ModikuntaVaguProject. Apart from these there are some minor irrigation

tanks also available in the Bhadradri - Kothagudem& Khammam Districts. The

combined irrigation potential of all these schemes is about 9.5 Lakh Acres out of

about 16 Lakh Acres irrigation potential of the district. In order to harness the

remaining irrigation potential of about 6.5 Lakh Acres and also to stabilization of

some of the schemes suffering Ayacut, the present project “Sita Rama Lift

Irrigation Project” has been formulated.

1.2. BACKGROUND AND OBJECTIVE OF THE PROJECT

Earlier before the Bifurcation of Andhra Pradesh, two project namely (i) Rajiv

Dummugudem Lift Irrigation Scheme (ii) Indira Sagar Rudramkota Lift Irrigation

Scheme were proposed in order to harness the irrigation potential of left out ayacut

from existing irrigation schemes, which is about 6.5 Lakh Acres out of which about 2

Lakh Acres was proposed to be covered by Rajiv Dummugudem Lift Irrigation

Scheme and 1.25 Lakh Acres was proposed to be covered by Indira Sagar Lift

Irrigation Scheme. Even after execution of this scheme, about 2.55 Lakh Acres will

still remain to be covered by any future irrigation scheme (refer table below). After

bifurcation of Andhra Pradesh 7 Mandals of Khammam District were transferred to

Andhra Pradesh and it was amalgamated in West Godavari District of Andhra

https://en.wikipedia.org/wiki/Poverty_in_India

https://en.wikipedia.org/wiki/Districts_of_India

https://en.wikipedia.org/wiki/Mango

https://en.wikipedia.org/wiki/Banana

https://en.wikipedia.org/wiki/Cashew

https://en.wikipedia.org/wiki/Coconut

https://en.wikipedia.org/wiki/Theobroma_cacao

https://en.wikipedia.org/wiki/Capsicum

https://en.wikipedia.org/wiki/Fruits

https://en.wikipedia.org/wiki/Vegetables

https://en.wikipedia.org/wiki/Flowers

https://en.wikipedia.org/w/index.php?title=Kinnersani_reservoir&action=edit&redlink=1

https://en.wikipedia.org/wiki/Wyra

https://en.wikipedia.org/w/index.php?title=Thaliperu&action=edit&redlink=1

https://en.wikipedia.org/wiki/Bayyaram

https://en.wikipedia.org/w/index.php?title=Bathupally&action=edit&redlink=1

https://en.wikipedia.org/w/index.php?title=Lankasagar&action=edit&redlink=1

https://en.wikipedia.org/w/index.php?title=Mukamamidi&action=edit&redlink=1

https://en.wikipedia.org/w/index.php?title=Pedawagu&action=edit&redlink=1

https://en.wikipedia.org/w/index.php?title=Palair_reservoir&action=edit&redlink=1

https://en.wikipedia.org/w/index.php?title=Palam_Vagu_Project&action=edit&redlink=1

https://en.wikipedia.org/w/index.php?title=Palam_Vagu_Project&action=edit&redlink=1

https://en.wikipedia.org/w/index.php?title=Modikunta_Vagu_Project&action=edit&redlink=1



Pradesh, in this process the intake structure of proposed Indira Sagar Lift Irrigation

Scheme went into administrative boundary of Andhra Pradesh. As such there is a need

for revision of the Indira Sagar Scheme in order to avoid administrative difficulties in

O&M between two adjoining states.

In view of above the present Telangana Government decided not only to integrate

earlier proposed Indira Sagar and Rajiv Sagar Lift Irrigation Scheme into one lift

irrigation scheme but also cover the Gap Ayacut which is not coming under any

present or future irrigation scheme. It is in this context the present scheme is renamed

as Sita Rama Lift Irrigation Scheme is being formulated to cover about 9.36 Lakh

Acres of Khammam, Bhadradri Kothagudem and Mahabubabad Districts. The project

has been planned to execute in two phases. Phase – I of the Sita Rama Lift Irrigation

Scheme will cover the Khammam, Bhadradri Kothagudem and Mahabubabad

Districts whereas Phase – II will cover the Khammam, Bhadradri Kothagudem and

Mahabubabad Districts. Phase – I of this scheme covers command area of 2,72,921

Ha with new ayacut of about 1,33,085 Ha and Stabilization of about 1,39,836 Ha.

The present report deals with Phase-I of the Sita Rama Lift Irrigation Scheme.

The Index map of the Phase – I of the project is given as Fig. 1.1.

Fig 1.1 Index Map of Project Area

PROJECT AREA

TELANGANA INDIA



1.3. COMMUNICATION

The proposed Lift Irrigation Project is proposed to withdraw water from Godavari

River U/S of existing Dummugudem Anicut. The Dummugudem Anicut is located at

Dummugudem Mandal in Bhadradri-Kothagudem district at 17° 52′ 26″ N and 80°

53′ 6″ E.

The project area has got good network of roads and Railways. The project area is

about 350 Km from Hyderabad, 145 Km from Khammam and about 200 Km from

Warangal. Bus service is also available from Khammam and Warangal to the study

area. The nearest railway station to study area is Aswapuram which is located in and

around 10-kilometer distance. Hyderabad and Rajahmundry are the nearest Airports.

1.4. CLIMATE OF THE PROJECT AREA

Temperature:

The project area has an average annual temperature of 28.3°C. Project Area

experiences typical Indian climatic conditions. Summer season is hot and the

temperatures can climb rapidly during the day. Monsoon season brings certain amount

of rainfall and the temperatures gradually reduce during this period. After the onset of

the monsoon day temperatures are much lower and as the winter approaches they

reduce further. The climate in the project area is generally dry and is very hot in May

with temperature rising up to 52° C. Normally the temperature varies from 41° C in

summer to 16° C in winter.

Rainfall:

The average annual rainfall of the project area is 1045 mm, monthly rainfall ranges

from 1.7 mm rainfall in December to 260.4 mm in July. July is the wettest months of

the year. The mean seasonal rainfall distribution is 805.5 mm in southwest monsoon

(June-September), 155.9 mm in northeast monsoon (Oct-Dec),12.1 mm rainfall in

winter (Jan-Feb) and 71.5 mm in summer (March – May). The percentage distribution

of rainfall, season-wise, is 77.08% in southwest monsoon, 14.92 % in northeast

monsoon, 1.16 percentage in winter and 6.84 % in summer.



The mean monthly rainfall and temperature distribution of the project area is given in

Fig 1.2.

Fig 1.2. Mean Monthly Rainfall and Temperature Distribution

Humidity

Humidity is low as it is not located near the ocean. Conditions are generally dry

during this period. During monsoon period, the relative humidity in the project area is

high during the months of August and September; generally exceeding 75 per cent.

The relative humidity is minimum in the month of May, which is the driest part of the

year having relative humidity lower than 60%.

Cloudiness

In the study area, June to October is the period when more than half of the sky is

covered with clouds, while only about ¼ of sky is clouded from January to March. Of

the days in July and August, skies are overcast. In clear weather months of January to

March, about 10-13 days are free of clouds.

5.0 7.1 7.1 12.9

51.5

133.2

260.4

241.7

170.2

119.0

35.2

1.7

18

20.723

25.727.5 26.9

25.1 24.6 24.723.2

20.2

17.4

29.7

32.6

35.8

38.340.4

36.7

32.831.8 32.6 32

30.329

Rainfall Temperature Min Temperature Max



Winds

Winds are generally light to moderate with some increase in force during the month of

May and during southwest monsoon season. During the post monsoon season and the

early half of the winter season, winds are very light and variable in direction in the

mornings and mostly northeasterly to easterly in the afternoons. During the latter half

of the winter season and in March-April, the morning winds continue to be lighter and

variable in direction; the afternoon winds being mostly easterly to southeasterly. In

May, winds are predominantly from west and in southwest monsoon season from west

to northwest. In the study area the maximum & minimum mean wind speeds are about

5.1 km/hr and 1.5 km/hr respectively.

1.5. TOPOGRAPHY AND GEOLOGY OF STUDY AREA

The project is spread over one district of the state of Telangana located in Southern

peninsular India. The Project area has an average elevation of 107 metres.

The geological formations indicate Gondwana Super Group of Talchir formations

with double bed and sandstone. The Gondwana are exposed in the eastern most part

with Sullavai mostly occupying the central portion. The granites are present to the

west. The Pakhel and the Penganga formations are sand-witched in between.

The regional strike of bedding is NW-SE and the dips are mostly towards northeast up

to 30. The sullavis in the north strike N-S and dip at 25° towards the East. The

granites have steep to vertical joints trending in (i) NW-SE, (ii) WNW-ESE and (iii)

N 10° E – S 10° W, directions. The foliation of the gneissic granites trends in a N 10°

W – S 10° E direction and has a dip of 75° to the west. The granites are mostly

massive.

A number of faults have been deciphered in the area, out of which some are regional

faults. Two of the faults in the area are regional, one trending in a NW-SE direction

forming a boundary between the crystal lives and the sedimentaries and the other

trending in a NNW-SSE direction passing through Murmur. There is considerable

thinning of beds and offsetting along the faults with the development of mylonite.



1.6. STRUCTURE OF REPORT

The structure of present report has been briefly described in the ensuing paragraph so as

to briefly present an overview of the content of report covered in this Pre-Feasibility

Report.

Chapter-2: Physical Features: It covers physiographic details, river system, and

meteorological details of Godavari Basin. It also provides sub-basin level details of the

basin.

Chapter-3: Interstate Aspects: It covers the interstate issues involved with Godavari

basin in Telangana and its water sharing guidelines

Chapter-4: Hydrological Studies: It covers assessment of water availability at the

intake location of the project.

Chapter-5: Preliminary Design Features and Criteria for different river valley

structures: covering the basic planning and design of the various project components

required for smooth functioning of identified scheme.

Chapter-6: Irrigation Planning: covering assessment of evapo-transpiration, crop

water requirement and irrigation scheduling for reservoir simulation studies.

Chapter-7: Construction Planning and Scheduling: It includes preliminary

construction planning and scheduling for the construction of proposed scheme.

Chapter-8: Cost Estimate: covering the analysis of rates for various items of work,

estimation of the quantities of various items for civil works and Electro-mechanical

works and finally estimating overall cost of the project at various sites.

Chapter-9: Benefit Cost Ratio, Financial Return & Internal Rate of Return:

covering the estimation of project benefit stream and project cost stream to evaluate

benefit-cost ratio (B/C Ratio), Internal Rate of Return (IRR) and Payback period apart

from sensitivity analysis of the B/C Ratio and IRR for various scenarios of change in

cost and benefit.

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Pre-Feasibility Report

SITA RAMA LIFT IRRIGATION PROJECT (PHASE- I)

Chapter-2: Physical Features 2-1 WAPCOS Limited

CHAPTER-2 PHYSICAL FEATURES

2.1. GENERAL

Telangana is the 29th state of India, formed on June 2nd 2014. The state has an area of

1,12,077 Sq.Km and is the twelfth largest state in India with a population of

3,52,86,757 souls as per 2011 census. Hyderabad City will serve as the joint capital of

Telangana and Andhra Pradesh States for up to the next ten years. The Telangana

region was part of the Hyderabad state from Sept 17th 1948 to Nov 1st 1956, until it

was merged with Andhra state to form the Andhra Pradesh state.

After decades of movement by the people of this region for a separate State, Telangana

was ultimately created by passing the AP State Reorganization Bill in both houses of

Parliament. Telangana is bordered by the states of Maharashtra to the north and north

west, Chhattisgarh to the north, Karnataka to the west and Andhra Pradesh to the east

and south. Its major cities include Hyderabad, Warangal, Nizamabad, Khammam,

Karimnagar and Ramagundam.

Godavari and Krishna are the two major rivers in this state, besides having numerous

lakes in this region. Telangana is also drained by other minor rivers such as Manair,

Bhima, Dindi, Kinnerasani, Manjeera, Munneru, Moosi, Penganga, Praanahita, and

Peddavagu and Taliperu. The area is divided into two main regions, the Eastern Ghats

and the Deccan Plateau.

2.2. TOPOGRAPHY

Telangana is situated on the Deccan Plateau, in the central stretch of the eastern

seaboard of the Indian Peninsula. It covers 1,12,077 Sq.Km. The region is drained by

two major rivers, with about 79% of the Godavari River catchment area and about

69% of the Krishna River catchment area, but most of the land is arid. Telangana is

also drained by other minor rivers such as Manair, Bhima, Dindi, Kinnerasani,

Manjeera, Munneru, Moosi, Penganga, Praanahita, and Peddavagu and Taliperu.

Telangana comprises of 31 districts viz. Adilabad, Bhadradri- Kothagudem,

Hyderabad, Jagtial, Jangaon, Jayashankar- Bhupalapalli, Jogulamba, Kamareddy,

https://en.wikipedia.org/wiki/India




Karimnagar, Khammam, Komaram Bheem, Mahabubabad, Mahabubnagar,

Mancherial, Medak, Medchal, Nagarkurnool, Nalgonda, Nirmal, Nizamabad,

Peddapalli, Rajanna Sircilla, Ranga Reddy, Sangareddy, Siddipet, Suryapet,

Vikarabad, Wanaparthy, Warangal Rural, Warangal Urban, Yadadri districts. Most of

the area is covered with dry and barren land. Upland crops are grown with the help of

available tank water. Industrially this region is well-developed.

Topographically about 10% of the area in the State lies below 150 metres altitude.

About 50% lies between 150 and 500 metres and nearly 10% between 500 and 600

metres both forming the plateau surface comprising of peneplain surfaces. About 30%

of the area with an elevation above 600 metres is treated as hilly tract, in which 25%

lies between 600 and 900 metres and the remaining at more than 900 metres above the

sea level.

GEOGRAPHICAL DIVISIONS

Geographically, the State can be divided into 2 natural regions.

a) The Deccan Plateau

The Deccan is a peninsular plateau located in central India that includes inland

sections of the states of Telangana, Andhra Pradesh, Kerala, Chhattisgarh,

Maharashtra and Karnataka. The Deccan Plateau makes up most of central and

southern India. The Deccan Plateau limits to the high table land between the Narbada

(Narmada) and Krishna rivers, where remnants of lava beds are to be found.

The Western Ghats mountain range is very tall and blocks the moisture from the

southwest monsoon from reaching the Deccan Plateau, so the region receives very

little rainfall. The eastern Deccan Plateau is at a lower elevation spanning the

southeastern coast of India. It is an ancient plateau made of rocks of Archaean origin.

This plateau region consists of whole Telangana region. The plateau extends largely

between 200-500 metres altitude except in Ranga Reddy, Mahbubnagar, Nizamabad,

Medak and Adilabad (West portion of Telangana region), where the plateau elevated

between 500-900 metres.

Its forests are also relatively dry but serve to retain the rain to form streams that feed




into rivers that flow into basins and then into the Bay of Bengal. Most Deccan plateau

rivers flow south. Most of the northern part of the plateau is drained by the Godavari

River and its tributaries, including the Indravati River, starting from the Western Ghats

and flowing east towards the Bay of Bengal. Most of the central plateau is drained by

the Tungabhadra River, Krishna River and its tributaries, including the Bhima River,

which also run east. The southernmost part of the plateau is drained by the Kaveri

River, which rises in the Western Ghats of Karnataka and bends south to break

through the Nilgiri Hills at the island town of Shivanasamudra and then falls into

Tamil Nadu at Hogenakal Falls before flowing into the Stanley Reservoir and the

Mettur Dam that created the reservoir, and finally emptying into the Bay of Bengal.

The river valleys are densely populated, but the dry areas lying in between the rivers

are often lightly settled. Irrigation is uneven because the rivers are rain-fed.

Nevertheless, the volcanic soil of the north lends itself to cotton cultivation. Other

cash crops include millet, oil-seeds, and wheat, and there are tea and coffee plantations

in the south. Among major Deccan cities are Poona, Hyderabad, and Bangalore.

Generally, there is scanty rainfall in the southern part. Towards the northern part, a

belt of Gondwanas, the coal deposits have been preserved along the lower Godavari

trough and most of the area is covered by dry deciduous forests.

b) The Eastern Ghats

The Eastern Ghats lies in between the coastal plains and the deccan plateau, the

Eastern Ghats begin from Khondomal-Simlipal hills of Orissa, pass through Telangana

in a South-west direction and merge with Western Ghats near Nilagiris of Tamil Nadu.

They consist of different types of hills and present themselves as a broken chain of

hills unlike Western Ghats. In between the Godavari and the Krishna rivers, there is an

almost clear break in the chain of Eastern Ghats. The Eastern Ghats in Telangana pass

through the districts of Khammam, Nalgonda and Mahabubnagar, districts.

The hills are closely formed and they rise high in the north, mostly above 750 m with a

few peaks exceeding 1500 m elevation. The highest peak in these Ghats is Sambari

Konda with an elevation of about 1530 m.

The Eastern Ghat's river valleys are one of the most fertile regions of the country with




several century-old civilizations and agricultural practices. A number of small rivers

and streams are born on these hills which, flowing eastward, provide water sources to

the Coastal plains in the north Araku valley, celebrated for its natural splendour and

scenic beauty. The northern hills of the Eastern Ghats are popularly known as Agency

area which has been the abode of various hill tribes from very ancient times.

The hills of Eastern Ghats extending from the south of the Krishna river up to the

Mahabubnagar district, are variously Nallamalais Erramalais, Lankamalais and

Seshachalam. The Nallamalais are 112 Kms long and their height is 800 m. The region

between the Nallamalais and Velikondas is a scanty rain area. There are no thick

forests in this region.

Fig 2.1 Telangana Physical Map

2.3. GEOGRAPHICAL DISPOSITION OF THE BASIN

The biggest river of peninsular India and the second largest in the country, River

Godavari, flows eastwards across the Deccan Plateau from Western Ghats. It rises in




Sahyadris at an altitude of 1067 m above mean sea level at Triambakeshwar about 80

km from the Arabian Sea in the Nasik district of Maharashtra. After flowing for

about 1,465 km in a generally southeasterly direction through Maharashtra and

Andhra Pradesh, it falls into the Bay of Bengal, about 97 km below Rajahmundry.

The state wise breakup of the Godavari basin area is given below:

Fig 2.2 State Wise Breakup of the Godavari Basin

Table 2.1 State Wise Breakup of the Godavari Basin

Sl. No. Name of the state Catchment

area (Sq.km)

As percentage

of total (%)

1 Maharashtra 152200 48.6

2 Telangana 57829 18.4

3 Andhra Pradesh 15372 4.9

4 Madhya Pradesh 31821 10.2

5 Chhattisgarh 33434 10.7

6 Odisha 17752 5.7

7 Karnataka 4405 1.4

Total 312812 100

The index map of the Godavari basin is given at Plate 2.1.

The Godavari basin, lies between latitudes 16º 16’ N and 22º 43’ N and longitudes 73º

26’ E and 83º 7’ E, extending over an area of nearly 3,12,812 square km, roughly

Maharashtra; 48.6%

Telangana; 18.4%

Andhra Pradesh; 4.9%

Karnataka; 1.4%

Madhya Pradesh; 10.2%

Chhattisgarh; 10.7%

Odisha; 5.7%

STATE WISE DISTRIBUTION OF GODAVARI BASINMaharashtra

Telangana

Andhra Pradesh

Karnataka

Madhya Pradesh

Chhattisgarh

Odisha




about 10% of the total geographical area of India. The basin comprises areas in the

State of Maharastra, Madhya Pradesh, Telangana, Andhra Pradesh, Chhattisgarh,

Odisha and Karnataka.

2.4. PHYSIOGRAPHY OF THE BASIN

The drainage basin of the Godavari comprises rolling and undulating country - a

series of ridges and valleys interspersed with low hill ranges. Large flat areas of the

type characteristics of the Indo-Gangetic plains are scarce except in the delta. The

western edge of the basin is an almost unbroken line formed by the Sahyadris range of

Western Ghats. The interior of the basin is a plateau divided into a series of valleys

sloping generally towards east. The northern boundary of the basin comprises a series

of tableland varying in elevation, which has withstood the effect of ages of denudation

better than the terrain to the north and south of them. Large stretches of plains

interspersed with hills range lie to the south. The Eastern Ghats & Bay of Bengal

forms the eastern boundary. The Eastern Ghats are not as well defined or continuous

as the Sahyadris range on the west. They rise from the plains of East Godavari and

Visakhapatnam to the level of the table land of Jeypore. The delta of the Godavari

formed by deposits at the mouth of the river over the ages, consists of a wide belt of

the river borne alluvium.

2.5. GODAVARI RIVER SYSTEMS

About 64 km from its source, the Godavari receives the water of Darna river and at a

short distance lower down the river, it gets out of the high rainfall zone of the Western

Ghats and there is no further significant contribution to the river flow until about 150

km below when it receives the combined waters of the Pravara and Mula rivers.

About 483 km lower, Manjra river joins from the south. The river Pranahita

conveying the combined waters of the rivers Penganga, Wardha and Wainganga falls

into the Godavari about 306 km below the Manjra confluence. About 48 km lower,

the Godavari receives the water of the Indrāvati River. Both Pranahita and Indrāvati

are major rivers in their own right. Sabari is the last major tributary which falls into

the Godavari 100 km above Rajahmundry.




The slope of the river from its source to 100 km distance is 2.7 m per km, 0.3 m per

km in the next 700 km and 1.19 m per km in the next 160 km up to the confluence of

Godavari with Pranahita. In the next reach, up to the sea, the slope is very mild, about

0.23 m per km.

The river Manjra rises in the Balaghat range in the Bhir district of Maharashtra at an

altitude of about 823 m. The river flows in a generally east and southeasterly direction

for 515 km. The total length of the river from the source to its confluence with the

Godavari, at an altitude of 329 m is about 724 km.

The Pranahita with its three principal branches, the Penganga, the Wardha and the

Wainganga is by far the most important tributary of the Godavari. The Penganga

rises at an altitude of about 686 m in the Buldana range in Maharashtra and after

flowing for a length of 676 km in a generally southeasterly and easterly direction joins

river Wardha at an elevation of 174 m. Except in its upper most reach of about 161

km which is mostly barren and hilly, the river passes through dense forests of

Yeotmal and Nanded districts and is then joined by several tributaries.

The Wardha rises at an altitude of 777 m in the Betul district of Madhya Pradesh and

enters Maharashtra about 32 km from its source. After flowing further for a distance

of 483 km in a generally southeasterly direction it joins the Wainganga at an elevation

of 145 m. For the last 42 km of its course it forms the boundary between Maharashtra

and Andhra Pradesh. Throughout its course, river flows through dense forests.

River Wainganga rises at an altitude of 640 m in Seoni district of Madhya Pradesh

and after flowing for a short length, it takes a turn towards east and then, south

forming a great loop. After flowing for a total length of 274 km in Madhya Pradesh,

it forms the boundary between Madhya Pradesh and Maharashtra for about 32 km. It

then continues to flow towards south for another 188 km to join the Wardha.

The combined waters of the Wainganga and the Wardha, now called Pranhita, flow

for 113 km along the border between Maharashtra and Andhra Pradesh before falling

into the Godavari at an elevation of 107 m.




The Indravati rises at an altitude of 914 m in the Kalahandi district of Orissa on the

western slopes of the Eastern Ghats. It flows westward through Koraput and Bastar

districts, turns south and about 531 km from its source joins the Godavari at an

elevation of about 82 m. The important tributaries of the Indravati are the Narangi,

Boardhing, Kotri and Bandia from its right and Nandiraj from its left.

The Sabari also known as the Kolab is one of the important tributaries of the

Godavari. The Sabari rises at an altitude of 1,372 m in the Sinkaram hill range of the

Eastern Ghats. After flowing for a short distance in northwesterly and westerly

direction, it turns south and joins Godavari about 418 km from its source at an altitude

of 25 m about 97 km upstream of Rajahmundry. The index map of the Godavari basin

is given at plate-2.1.

2.6. SUB-BASINS

The Godavari Basin has been divided into 12 sub- basins as per the Report of the

Godavari Water Disputes Tribunal as given below in Table 2.2.

Table 2.2 Sub-basins of Godavari Basin

Sl. No. Sub-basin Details

1. G-1: UPPER GODAVARI

This sub-basin includes the reach of the river Godavari

from its source to its confluence with the Manjra. The

sub-basin excludes the catchment areas of the Pravara,

the Purna and the Manjra but includes that of all other

tributaries which fall into the Godavari in this reach.

2. G-2: PRAVARA This sub-basin includes the entire catchment of the

Pravara from the source to its confluence with the

Godavari including the catchment areas of the Mula and

other tributaries of the Pravara.

3. G-3 : PURNA This sub-basin includes the entire catchment of the

Purna and of all of its tributaries.

4. G-4: MANJRA This sub-basin includes the entire catchment of the

Manjra from its source to its confluence with the

Godavari including the catchment areas of the Tima, the

Karanja, the Haldi, the Lendi, Maner and other

tributaries.




5. G- 5: MIDDLE GODAVARI This sub-basin comprises the river Godavari from its

confluence with the Manjra to its confluence with the

Pranahita. The sub-basin includes the direct

catchment of the Godavari in this reach as well as of its

tributaries, except the Maner and the Pranahita.

6. G - 6: MANER This sub-basin includes the entire catchment of the

Maner from its source to its confluence with the

Godavari, including all its tributaries.

7. G - 7: PENGANGA This sub-basin includes the entire catchment of the

Penganga from its source to its confluence with the

Wardha with all its tributaries.

8. G - 8: WARDHA

This sub-basin comprises river Wardha from its source

to its confluence with the Wainganga with all its

tributaries but excluding the catchment of the Penganga

9. G - 9: PRANAHITA This sub-basin comprises the catchments of river

Wainganga from its source to its confluence with the

Wardha and the Pranahita up to its confluence with the

Godavari. The sub-basin includes all the tributaries of

the Wainganga and the Pranahita except the Penganga

and the Wardha. The Wainganga after its confluence

with the Wardha is called the Pranahita.

10. G-10: LOWER GODAVARI

This sub-basin consists of the lower part of the river

Godavari from its confluence with the Pranahita up to

the sea. The sub-basin includes the direct catchment of

the Godavari in this reach with all its tributaries except

the Indravati and the Sabari.

11. G - 11 INDRAVATI This sub-basin includes all the areas drained by the

Indravati and its tributaries from its source to its

confluence with the Godavari.

12. G-12 : SABARI This sub-basin includes the entire catchment of the

Sabari river from its source to its confluence with the

Godavari including its main tributary Sileru.




2.7. METEOROLOGY

2.7.1. Rainfall

The Godavari Basin receives the maximum rainfall during the months of June to

September due to south west monsoon. The south-west monsoon establishes itself

over Godavari Basin by about 2nd week of June and withdraws towards end of

September. South-west monsoon rainfall accounts for about 80% of the annual

rainfall. The Godavari Basin receives annually a rainfall of about 1062 mm on the

average. The normal rainfall over the basin has a minimum of the order of 500 mm

over parts of Nasik and Ahmednagar districts of Maharashtra, the area being far away

from Bay of Bengal and the Western Ghats posing a barrier for moisture inflow from

the Arabian Sea. Westward of Nasik, the annual normal rainfall increases

progressively and is about 1600 mm over extreme western parts of the basin.

Eastward of the line connecting Ahmednagar to a point about 40 km west of

Aurangabad, the normal annual rainfall again increases gradually to more than 1500

mm over extreme eastern parts of the basin.

2.7.2. Temperature

The Godavari Basin has a tropical climate. The mean annual surface temperature is

about 24°C in Western Ghats. It increases gradually towards east and reaches about

29°C on the eastern coasts.

The maximum temperature increases from 35°C in the Western Ghats to 40°C in the

middle of the plateau and it goes down again to about 35° C on the east coast.

2.7.3. Relative Humidity

The relative humidity is high in the basin during the southwest monsoon season. With

the withdrawal of the monsoon, humidity gradually decreases and in summer the air is

generally dry. The climate generally remains dry for about 7 months in the year from

November to May. The maximum relative humidity is generally recorded during July

/ August and the minimum during April / May. The maximum relative humidity in the

basin varies between 60% and 89%, the average being 83.3%. The minimum relative

humidity ranges from 15% to 29.5%, the average being 22%.




2.7.4. Evaporation

The evaporation losses as recorded by IMD vary from 1800 mm to 2440 mm in

different parts of the basin.

2.7.5. Evapo-Transpiration

Temperature varies from 200 C to 350 C in a year causes lot of monthly variations in

the potential evapotranspiration in the basin. Minimum potential evapotranspiration in

the basin is 30 to 100 mm during January / February and maximum goes upto 400 to

450 mm during April / May months throughout the basin.

2.7.6. Wind Velocity

Winds are generally light to moderate with increase in speeds in the later part of

summer and in the southwest monsoon season. Wind blows mostly from southwest to

northwest during the monsoon season and in post monsoon season wind blows from

the northwest to north direction. In the cold season the wind blows from northwest to

southwest. Maximum wind speed in the basin varies between 10.6 kmph and 22.5

kmph, the average maximum wind speed being 14.7 kmph over the basin. The

minimum wind speed varies between 1.3 kmph and 5 kmph, the average being 3.2

kmph.

2.7.7. Demography

Demographics are the quantifiable statistics of a given population. On the basis of the

2001 census, and the percentage of each district, within the basin, the total population

in the basin works out to about 60.48 million. The population density ranges from 25-

50 persons per Sq. km to 500-1000 persons per Sq. km. East Godavari, West

Godavari, Nagpur, Pune, Rangareddy and Visakhapatnam districts have higher

population density as compared to the other districts of this Basin. Nagpur is the most

important urban center in the basin. Other important towns are Nasik, Aurangabad,

Karimnagar, Warangal, Rajahmundry, Akola, Amravati, and Ahmednagar. The

industrial potential of the Godavari basin is high. There are more than 441 towns,

58072 settlements and 33 cities in the basin. There are six airports falling in the basin.

In some areas, urbanization has been a factor in increasing the overall density. The




population of the region is concentrated in plains, low lands and isolated basins which

have the coincidence of good soil cover and water. Godavari basin has a rich variety

of mineral wealth spread over vast areas.

2.7.8. Geography, Physiography and topography

The Godavari basin extends over an area of 3,12,813 km2, which is nearly 10% of the

total geographical area of the country and lies between latitudes 16o 16’ N and 22o 43’

N and longitudes 73o 26’ E and 83o 07’ E. The basin comprises areas in the States of

Maharashtra, Madhya Pradesh, Chhattisgarh, Telangana, Andhra Pradesh, Karnataka

and Odisha. The State-wise distribution of the areas is given in Table 2.1. The

Godavari basin is bounded on the north by the Satmala Hills, the Ajanta Range and

the Mahadeo Hills, on the south and east by the Eastern Ghats and on the west by the

Western Ghats. It is roughly triangular in shape and the main river itself runs

practically along the base of the triangle. Except for the hills forming the watershed

around the basin, the entire drainage basin of the river Godavari comprises of

undulating country, a series of ridges and valleys interspersed with low hill ranges.

Large flat areas which are characteristic of the Indo-Gangetic plains are scarce except

in the delta. The Sahyadri ranges of Western Ghats form the western edge of the

basin. The interior of the basin is a plateau divided into a series of valleys sloping

generally towards east. The Eastern Ghats, which form the eastern boundary, are not

so well defined as the Sahyadri range on the west. The northern boundary of the basin

comprises of table lands with varying elevation. Large stretches of plains interspersed

by hill ranges lie to the south.

2.7.9. Soils

Soil is composed of minerals, mixed with some organic matter, which differ from its

parent materials in terms of its texture, structure, consistency, colour, chemical,

biological and other characteristics. The Godavari basin consists of large undulating

plains divided by low flat topped hill ranges. The important soil types found in the

basin are black soils, red soils, lateritic soils, alluvium, mixed soils and saline and

alkaline soils. The characteristics and the distribution of the soils are influenced

essentially by the nature and intensity of weathering and the mode and rapidity of

fluvial transport on the plateau. Much of the plateau region of the basin carries




different shades, and thickness of black soil generally recognized as black cotton soil

or regur. Genetically, the black soils range between a residual soil with a mature

profile and the river-borne alluvium of the flood plains to which a large amount of

colluvium is also contributed, particularly on the margins of the river valleys where it

is likely to inter-finger with alluvium. In higher rainfall area, the chemical decay of

trap rocks gives rise to red clay, so typical of Sahyadrian zone, noticed on bare

mountain slopes and seen in the muddy ochre-colour flood waters of the tributaries.

The soils in the valleys are darker, deeper and more fertile. While the deep black soils

are confined to the valleys, the medium black soils, the most widespread in the region,

occur on the interfluves and the light black soils are found on the hill slopes in less

rainy area.

The Lateritic soils are poor in organic matter with a varying pH range of 5.5 to 6.5

often covered with forests or orchards. Major part of arable land in Eastern Ghats

contains mixed red and black soils deficient in humus, nitrogen, phosphoric acid,

potash and lime. Extremely porous and generally sedentary type of soils are formed

through the weathering of metamorphic rocks, e.g., schists and gneisses, and are

generally deficient in plant nutrients with low pH value. They are generally red with

patches of grey colour, being too shallow with very little clay content. The problem of

soil erosion is quite serious in certain areas, particularly in the Eastern Ghats and the

Bastar plateau. The alluvial soils are transported soils and have been deposited with

alternate layers of sand and silt. The older alluvium has a more clayey texture and

dark colour as compared to the recent alluvium of sandy texture and lighter colour.

2.7.10. Land Use

Land use pattern is a fairly useful indicator in understanding the environmental set up,

socio-economic status, infrastructural facilities and climatic conditions of an area. The

basin holds a variety of land cover and land use classes. It is found that nearly 22 land

use/land cover classes exist in the basin. Major part (59.57%) of the basin is covered

with agricultural land. Forest area is about 29.78% and water bodies occupy 2.06% of

the total basin area. The north-eastern part of the basin is particularly rich in forests

with deciduous forest covering 26.16% of the total basin area. The other main




categories of land use/land cover in the basin are fallow land, Scrub land, Scrub

forest, river/stream/canal, rural, urban mining, swamp/mangrove etc.

The drier and hotter Malkangiri plateau and the adjoining area the moist deciduous

species are replaced by drier teak forests. In the Dankaranya region of the basin owing

to difficult terrain, extensive forest cover, shallow soil, the net sown area is very low.

Agriculture here is almost totally dependent on rainfall. The moist deciduous forests

stretch along the north-eastern border of the region occupying parts of Adilabad,

Karimnagar, Warangal, Khammam where the amount of normal rainfall exceeds 100

cm. Irrigation facilities have encouraged the cultivation of wheat, sugarcane, in

certain pockets, though millets, largely Jowar and Bajra, remain the principal crops.

The settlements in the valley have followed the water courses and are located on the

terraces at a safe distance from flood waters.

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SITA RAMA LIFT IRRIGATION PROJECT (PHASE-I)

Chapter-3: Interstate Aspects 3-1 WAPCOS Limited

CHAPTER-3

INTER-STATE ASPECTS

3.1 GENERAL

The proposed scheme envisages construction of gravity Canals, Tunnels and

Pumping mains by diverting Godavari water of about 75 TMC from the upstream

of existing anicut at Dummugudem to irrigate about 9.36 lakh acres in Khammam,

Bhadradri Kothagudem & Mahabubabad Districts of Telangana. Besides irrigation,

the Project also envisages provisions for drinking water and industrial

requirements of the project area.

As per the provisions made in Godavari Water Disputes Tribunal Award

(GWDTA), the total allocation of water in the Godavari River for Telangana State

& Andhra Pradesh is 1480 TMC out of which about 900 TMC is allocated to

Telangana. Irrigation department identified present scheme for diverting about 100

TMC of water from Godavari River to irrigate about 9.36 lakh acres (New ayacut

and Stabilization) in in Khammam, Bhadradri Kothagudem & Mahabubabad

Districts. The present report deals with Phase-I of the Sita Rama Lift Irrigation

Scheme. Phase – I of this scheme covers command area of 2,72,921 Ha with new

ayacut of about 1,33,085 Ha and Stabilization of about 1,39,836 Ha.

3.2 GODAVARI RIVER SYSTEM

The river Godavari is an Inter State river, involving seven of the peninsular states,

namely Maharashtra, Karnataka, Telangana, Andhra Pradesh, Chhattisgarh,

Madhya Pradesh and Odisha.

About 64 km from its source, the Godavari receives the water of Darna river and at

a short distance lower down the river, it gets out of the high rainfall zone of the

Western Ghats and there is no further significant contribution to the river flow until

about 150 km below when it receives the combined waters of the Pravara and Mula

rivers. About 483 km lower down, Manjra river joins from the south. The river




Pranahita conveying the combined waters of the rivers Penganga, Wardha and

Wainganga falls into the Godavari about 306 km below the confluence of Manjra

River. About 48 km lower, the Godavari receives the water of the Indrāvati River.

Both Pranahita and Indrāvati are major rivers in their own right. Sabari is the last

major tributary which falls into the Godavari 100 km above Rajahmundry.

The catchment of the first three sub-basins – the upper Godavari, the Pravara and

the Purna lies entirely in the State of Maharashtra. The drainage area of Manjira

sub-basin is contributed by the three states of Maharashtra, Karnataka and

Telangana. The middle Godavari sub-basin lies mainly in the state of Telangana.

The Manair sub-basin lies completely within Telangana while the drainage area of

Penganga sub-basin is contributed by Maharashtra and Telangana. Madhya

Pradesh, Maharashtra also contributes to Wardha and Pranahita sub-basins.

Telangana, Andhra Pradesh, Chhattisgarh contribute to Lower Godavari sub-basin.

The catchment area of the Indravati sub-basin lies partly in Chhattisgarh and partly

in Odisha. The last sub-basin, Sabari lies in the territories of Andhra Pradesh,

Chhattisgarh and Odisha.

3.3 SHARING OF WATER OF GODAVARI BASIN AMONG THE PARTY

STATES

The competitive claims of the riparian states for the utilization of the waters of

Godavari River System have given rise to disputes among them in sharing of the

waters. During 1951, the Planning Commission convened a conference with the

representatives of the then riparian states of Bombay, Madras, Hyderabad, Madhya

Pradesh and Mysore and brought about an agreement on the utilization of these

waters.

However, subsequently with extensive territorial changes having come into force

with the formation of new states on account of States Reorganization, the newly

formed states of Maharashtra, Karnataka, Madhya Pradesh, Chhattisgarh,

Telangana and Andhra Pradesh became the riparian states in place of the old states

of Bombay, Madras, Hyderabad, Mysore etc. In view of such territorial changes in

the basin area, non-participation of the State of Odisha in the 1951 agreement and




the growing demands towards the utilization of basin waters by the riparian states,

application for reference of the dispute to a Tribunal was made by the concerned

states. In April 1969, the Central Government constituted the Godavari Water

Disputes Tribunal and referred the disputes for adjudication.

Due to the pendency of this case before the tribunal, it was not possible for any

state to get any of its Projects on Godavari and its tributaries cleared for taking up

implementation, affecting the developmental activities in the basin. However,

while the dispute was before the Godavari water disputes tribunal, the party states

entered into a number of individual agreements from time to time for mutual

adjustment of their claims, to enable sanction of projects for the utilization of the

Godavari waters. The tribunal incorporated these agreements in their final

adjudications and award.

The allocation of water of Godavari as stipulated in Godavari Water Distribution

Tribunal Award among the party states is indicated in Annexure-3.1.

3.4 NET WATER AVAILABILITY AT THE PROPOSED SITE

The net availability of water to Telangana/Andhra Pradesh in the different sub

basins of Godavari and at the project sites has been assessed keeping in view

GWDT allocation of water for the upstream states.

As per the Godavari Water Disputes Tribunal (GWDT) report, dated 06th October

1975, the State of Maharashtra and Andhra Pradesh have agreed to take up 3

projects namely (1) Lendi Project (2) Lower Penganga (3) Pranahita-Chevella

(alternatively proposed as Kaleshwaram Barrage) at appropriate time with agreed

water utilization.

The net water availability at 75% dependability at Dummugudem anicut for the

present purpose considering utilization under ongoing and planned projects as

mentioned above is 271.8 TMC and details of the same is described in Chapter 4-

Hydrology.




ANNEXURE-3.1:

ALLOCATION OF WATER AS PER GODAVARI WATER DISPUTES TRIBUNAL REPORT


SITA RAMA LIFT IRRIGATION PROJECT(PHASE-I)


ANNEXURE- 3.1 ALLOCATION OF WATER AS PER GODAVARI WATER DISPUTES TRIBUNAL REPORT (SHEET 1 OF 4)

Sl. No.

SUB- BASIN AND OPERATIVE AGREEMENT MAHARASHTRA

TELANGANA + ANDHRAPRADESH

KARNATAKA

1. UPPER GODAVARI (G-1) Clause I of Agreement between Mah. And AP Dtd. 6-10-1975

ALL WATERS UPTO PAITHAN DAM _ _

2. PRAVARA (G-2) Clause I of Agreement between Mah and AP Dtd 6-10-1975

ALL WATERS OF THE ENTIRE PRAVARA SUB BASIN

_ _

3. PURNA (G-3) Clause I of Agreement between Mah and AP Dtd 6-10-1975

ALL WATERS UPTO SIDDES WAR DAM _ _

4.

MANJIRA (G-4) Clause II and III of Agreement between Mah and AP Dtd 6-10-1975

622 Mm3 (22 TMC) ABOVE NIZAMSAGAR DAM over and above sanctioned projects by 6-10-1975 (total 30 TMC)

i. 1642 Mm3 (58 TMC) FOR NIZAMSAGAR PROJECT

ii. 113 Mm3 (4 TMC) for SINGUR PROJECT FOR HYDERABAD WATER SUPPLY.

i. 370 Mm3 (13.10 TMC) FOR KARANJA PROJECT

ii. 33 Mm3 (1.17 TMC) FOR CHULINALA PROJECT

iii. 28 Mm3(1 TMC) LIFT IRRIGATION

iv. 70 Mm3(2.5 TMC) BELOW NIZAMSAGAR




Sl. No.

SUB- BASIN AND OPERATIVE AGREEMENT MAHARASHTRA

TELANGANA + ANDHRAPRADESH

KARNATAKA

Total 501 Mm3

5. G-1 , G-2, G3 , and G-4 Clause II and III of Agreement between Mah and AP Dtd 6-10-1975

1633 Mm3 (60 TMC) share in water below PAITHAN DAM, SIDDESWAR DAM AND NIZAM SAGAR DAM over and above sanctioned projects by 6-10-1975 (total 102 TMC)

ALL REMAINING WATERS

6.

MIDDLE GODAVARI(G-5) Clause I of Agreement between Mah AP & MP Dtd 19-12-1975

11.33 Mm3 (0.4 TMC)


7.

MANER (G-6) Clause II of Agreement between Mah AP & MP Dtd 19-12-1975

ALL WATERS




ALLOCATION OF WATER AS PER GODAVARI WATER DISPUTES TRIBUNAL REPORT (SHEET 2 OF 4)

Sl. No. SUB-BASIN MADHYA PRADESH MAHARASHTRA

TELANGANA + ANDHRA PRADESH

8.

PENGANGA (G-7) Clause III of Agreement between Mah AP & MP Dtd 19-12-1975

_

i. ALL WATERS UPTO LOWER PENGANGA, WAGHADI &SAIKHADI DAMPROJECTS

ii. 255Mm3(9TMC) BELOW THE ABOVE SITES.

ALL REMAINING WATERS OF PENGANGA SUB BASIN

9.

WARDHA (G-8) Clause IV of Agreement between Mah AP & MP Dtd 19-12-1975

i. 255 Mm3 (9TMC) ABOVE UPPER WARDHA PROJECT

ii. 28.3 Mm3(1TMC) IN REMAINING PORTION

i. ALL WATERS UPTO TULNA, CHARGAM, NIRGUDA, AND BHANDARA PROJECTS

ii. 736.24 Mm3 (26TMC)

ALL REMAINING WATERS OF THE WARDHA SUB BASIN.

10.

PRANHITA (G-9) Clause V of Agreement between Mah AP & MP Dtd 19-12-1975

i. ALL WATERS UPTO 5 SPECIFIED PROJECTS IN KANHAL VALLEY.

ii. 396.44 Mm3 (14TMC) BELOW ABOVE PROJECTS iii. ALL WATERS UPTO DHUTI WEIR AND 8

SPECIFIED PROJECTS IN WAINGANGA VALLEY. iv. ALL WATERS UPTO PUJARITOLA PROJECT ON

BAGH RIVER. v. ALL WATERS UPTO SITEKASA DAM ON

BAWANTHARI vi. ALL WATERS UPTO TOTLADOH ON PENCH

RIVER vii. 1670.70Mm3(59TMC) BELOW ABOVE PROJECTS.

viii. 425 Mm3 (15TMC) RESERVED FOR MAHARASHTRA as regulated supply from M. P

i. ALL WATERS UPTO 17 SPECIFIED PROJECT SITES

ii. 1161 Mm3 (41 TMC) below the above projects






Sl.No. SUB-BASIN MAHARASHTRA TELANGANA +

ANDHRA PRADESH CHHATTISGARH ODISHA

11.

LOWER GODAVARI (G-10) Clause VI of Agreement between Mah AP & MP Dtd 19-12-1975

28.3 Mm3 (1TMC)

i. 141.59 Mm3 (5TMC) FOR TALIPERU PROJECT

ii. 2406.95 m3(85 TMC) FOR INCHAMPALLY PROJECT

iii. ALL REMAINING WATERS

i. ALL WATERS UPTO 5 SPECIFIED PROJECT SITES IN THE AWARD.

ii. 255Mm3(9TMC) BELOW ABOVE PROJECTS.

_

12.

INDRAVATI (G-11) Clause VII of Agreement between Mah AP & MP Dtd 19-12-1975 Clause VII of Agreement between Odisha and MP Dtd 11-7-1979

i. 962.78 Mm3 (34TMC) UPTO BHOPALAPATNAM PROJECT

ii. 198.22 Mm3 (7TMC) BELOW BHOPALAPATNAM

ALL REMAINING WATERS OF INDRAVATI SUB- BASIN DOWNSTREAM OF BHOPALAPATNAM PROJECT.

i. 7730.54Mm3 (273TMC) UPTO BHOPALAPATNAM PROJECT.

ii. ALL WATERS UPTO CHINTAVAGU, JALLAVAGU AND KOTHAPALLI

iii. 538 Mm3 (19TMC) additional water

i. ALL WATERS UPTO UPPER INDRAVATI PROJECTS SITES

ii. BALANCE WATER BELOW UPPER INDRAVATI PROJECTS ATER ENSURING 45 TMC AT CHHATTISGARH BORDER





Sl.No. SUB-BASIN TELANGANA +

ANDHRA PRADESH CHHATTISGARH ODISHA

13.

SABARI (G-12) Clause VIII of Agreement between Mah AP & MP Dtd. 19-12-1975 Clause G12 of Agreement between Odisha& MP Dtd 11-7-1979 Clause II of Agreement between AP & OdishaDtd 15-12-1978

i. 56.63 Mm3 (2TMC) UPTO MACHKUND PROJECT AND 56.63 Mm3 BETWEEN MACHKUND AND BALIMELA DAM

ii. ALL REMAINING WATERS OF SABARI SUB-BASIN.

i. ALL WATERS UPTO BARUNADI, MUPARI, GORALI NADI, SAILERUVAGU, ORDELTONS AND JANAVAGU INTEGRATED PROJECTS

ii. 509.71 Mm3 (18 TMC) BELOW ABOVE PROJECTS

iii. 283.1 Mm3 (10 TMC) FOR EVAPORATION LOSSES OF THE POWER ROJECTS

i. ALL WATERS UPTO COMMON BOUNDARY WITH CHHATTISGARH

ii. ALL WATERS UP TO GOVINDAPALLI, SATIGUDA, PARASONAPALLE AND POTTERU PROJECTS

iii. 1132-68 Mm3 (40 TMC) DOWNSTREAM OF ABOVE PROJECTS

iv. 764.56 Mm3 (27 TMC) BELOW ABOVE PROJECTS

v. 283.17 Mm3 (10 TMC) FOR EVAPORATION LOSSES FOR JOINT HYDRO-ELECTRIC PROJECTS.

vi. 56.63 Mm3 (2 TMC) BETWEEN MACHKUND AND BALIMELA DAMS.




ANNEXURE-3.2:

SUB BASIN WISE – PROJECT WISE

WATER UTILIZATION

IN GODAVARI BASIN

BY

TELANGANA &ANDHRA PRADESH STATE




WATER AVAILABILITY TO TELANGANA + ANDHRA PRADESH AS PER GWDT REPORT (G-5 to G-12)

AS PER WAPCOS STUDY

Sub basin Area in sq.km 75% dependable Yield(MCM)

Share of Telangana + AP Utilization Balance

MCM TMC TMC TMC

G-5(Below Yellampally) G-5 20.37 0 20.37

Penganga G-7 23854 3840.51 1101.08 38.88 10.56 28.32 Wardha G-8 24016 4800 555.76 19.63 0.90 18.73

Pranahita G-9 61819 23633.22 7730.93 273.02 191.09 81.93 The utilization is

inclusive of Kaleshwaram Project

Lower Godavari G-10 24963 6548.23 5974.12 210.97 301.76 90.79 Utilization up to Indira Sagar Project

Indravati G-11 40939 20872.5 7933.04 280.15 0 280.15

Sabari G-12 20427 11138.2 4195.63 148.17 26.52 121.65

Total 196018 70832.66 27490 970.82 530.83 460.36

Polavaram Utilization -474.00

Net Deficit From G-5 to G-12 -13.64




PENGANGA - (G - 7)

Name of the project Existing On going Future Inter State Aspects

MCM TMC MCM TMC MCM TMC State Entitlement

Major Lower penganga - - - 144.96 5.12 Maharashtra 1) All water upto Lower Penganga,Waghadi and Saikheda dam project

Medium Satnala 58.00 2.05 - - 2) 255 MCM below the above sites

Mathadivagu - - 25.63 0.91

Telangana State + Andhra Pradesh

All remaining waters

Minor 57.20 2.02 6.7 0.24 6.6 0.23

Sub total 4.07 0.24 6.26

Total 10.56 TMC




WARDHA SUB BASIN - (G-8)

Name of the project Existing On going Future Inter State Aspects


Minor 24.00 0.85 - - 1.5 0.05

Mad

hya

Prad

esh

1) 255 MCM (9TMC) above Upper Wardha Project

2) 28.3 MCM (1TMC) in remaining portion

Mah

aras

htra

1) All water up to Tulna, Ghargam, Nirguda and Bhandara Projects

2) 736.24 Mm3 (26 TMC)


All Remaining Water

Sub total 0.85 0.05

Total 0.90 TMC




Pranahitha Sub Basin-(G-9)

Name of the Project Existing Ongoing Future Inter State Aspects


Major KaleshwaramProject 4530.65 160.00

Medium Vattivagu Stage - I & II 84.1 2.97

Mad

hya

Prad

esh

i) All Waters upto 5 Specified Projects in Kanhan Valley.

Chelimalavagu 16.11 0.57 ii) 396.44 Mm3 (14 TMC) below above projects

Erravagu - 31.34 1.10677 iii) All waters up toDhuti weir across Wainganga and 8 specified projects in Wainganga Valley.

Peddavagu at Borepalli - - 20.95 0.74 iv) All waters up toPujaritola Project on Bagh river.

Peddavagu at Wandan - - 37.37 1.32 v) All waters up toSitekasa dam on Bawanthari

Palavagu - - 27.46 0.97 vi) All waters up toTotladoh on Pench river

Peddavagu - Ada - - 243.49 8.60 vii) 670.70 Mm3 (59 TMC) below above projects

Peddavagu - Neelawai - - 48.87 1.73

Mah

aras

htra

i) 425 Mm3 (15TMC) regulated supply from MP




Pranahitha Sub Basin-(G-9)

Name of the Project Existing Ongoing Future Inter State Aspects


Peddavagu -Jagannadapur - - 30.41 1.07 ii) All waters upto 17 specified

project sites

Peddavagu - Dasanapur - - 31.99 1.13 iii) 1161 Mm3 (41 TMC) below the above projects

Peddavagu - Barkagudem - - 28.82 1.02


i) All remaining waters

Minor 226.6 8.00 26.7 0.94 26.10 0.92

Sub Total 11.54 2.05 177.50

Total 191.09 TMC

Inclusive of Kaleshwaram Project




Lower Godavari - (G - 10)

Name of the Project Existing Ongoing Future

MCM TMC MCM TMC MCM TMC Entitlement

Major

Kinnerasani 230.46 8.139 28.31 Mm3 (1 TMC)

i) All Water upto 5 Specified Projects sites as under

a) Mukpara (Sankampalli) dam site across Talperu river near village Mallepalli.

Inchampalli 2406.60 84.99 Lat. 18o - 36' - 43" N and Long. 80 o - 56' - 45" E.

Inchampalli EVP 1251.70 44.20 b) Tummalvagu dam site across Tummaivagu near village Junaguda.

Lat. 18o - 25' - 33" N and Long. 81 o - 03' - 32" E.

GLIS 1078.84 38.18 c) Joranvagu Integrated Project

i) Joranvagu dam site across Joranvagu near village Durma.

Lat. 18o - 27' - 26" N and Long. 81 o - 13' - 36" E.

Singureddipalli Eva 283.20 10.00 ii) Dhondivagu dam site across Dhondivagu near village kamaram







Dummugudem Eva 283.20 10.00 Lat. 18o - 24' - 10" N and Long. 81 o - 13' - 20" E.

Rajiv Sagar LI Scheme from Dummugudem Reservoir

565.04 16.00

Indira Sagar LI Scheme from Indirasagar Project 565.04 16.00

Medium Laknavaram 45.02 1.590 d) Malavagu Project

Taliperu 123.78 4.371 Malavagu dam site across Malavagu near

0 Village Chintainar

Peddavagu - Gummadipalli 41.34 1.46 Lat. 18 o - 21' - 35" N and Long

81o - 11' - 48" E. Malluruvagu 22.12 0.781 e) Raspalle Project

Mukkamamidi 14.55 0.514 Raspalle dam site across tributary of Chinta river near village Raspalle

Gundallavagu 6.91 0.244027 Lat. 18o - 12' - 0" and Long. 80o - 58' - 38" E.







0.000 ii) 255 Mm3 (9 TMC) below above projects

i) 141.59 Mm3 (5 TMC) for Telperu project

Modikuntavagu 92.50 3.2666375 ii) 2406.95 Mm3 (85 TMC) for Inchampalli Project

0.000 iii) All Remaining Water

Peddavagu - Sangampalli 36.52 1.2897038 Cherukupalli 51.00 1.801065 AlluguVagu 28.30 0.9994145 Pallemvagu 61.64 2.1768166 MurreduvaguAnicut 24.18 0.8539167 0.000 KaiperuVagu 30.58 1.0799327

Minor Minor 949.81 33.543 0.000 0.000 Maharashtra &Chattisgarh Maharashtra &Chattisgarh 574.11 20.275

Sub Total 70.675 0.24 230.84 Total 301.76 TMC




Indravathi Sub Basin - (G - 11)

Name of the Project

Existing Ongoing Future Inter State Aspects


Major Odisha

i) All Waters up to Upper Indravati Project sites

ii) Balance water below Upper Indravati Project after ensuring 45 TMC ar Chhattisgarh border

Chhattisgarh

i) 7730.4 Mm3 (273 TMC) up toBhopalapatnam Project

ii) All waters up toChintavagu, Jallavagu and Kothapalli

iii) 538 Mm3 (19 TMC) additional water

Maharashtra i) 962.78 Mm3 (34 TMC) up toBhopalapatnam project

ii) 198.22 Mm3 (7 TMC) below Bhopalapatnam project


All Remaining water




Sabari Sub Basin - (G - 12)

Name of the Project

Existing Ongoing Future Inter State Aspects MCM TMC MCM TMC MCM TMC State Entitlement

Major Machkund HES ¶ 79.28 2.799773

Odisha

i) All water up to common boundary between Odisha and Chhattisgarh (near about Lat. 18o 55' 04" N and Long. 82o 14' 55" E)

Balimala HES ¶ 118.91 4.199307

ii) 764.56 Mm3 (27 TMC) below the above point and up to the confluence of the sileru and the Sabari.

Upper Sileru HES ¶ 14.16 0.50006 iii) All water up to

Lower Sileru HES ¶ 33.13 1.169986 a) Govindapalle Project on:

Sileru Diversion Scheme¶

98.10 3.464402 Dharmgeddanalla site near Lingiyapur village Lat. 18o 36' 07" and Long. 82o 16' 11" E.

Jamnadi site near Govindpalli village Lat. 18o 36' 13" N and Long 82o 16' 48" E.

Medium Garianadi site near Deraguda village Lat. 18o 34' 03" and Long. 82o 17' 18" E.

b) Satiguda Project site on the tributary of Potteruvagu. Lat. 18o 18' 57" and Long. 81o 36' 44" E.




Name of the Project


Minor 406.1 14.34142 0.90 0.031784 0.50 0.017658

c) Parasanapalli Project site on the tributary of Sabari near village Parnsanapalli. Lat. 18o 16' 44" and Long. 81o 36' 44" E.

d) Potteru Project site on Potteruvagu near Surliuknta village. Lat. 18o 12' 30" and Long. 82o 01' " E.

iv) 1132.68 Mm3 (40 TMC) downstream of above projects.

Sub Total 23.01055 0.031784 3.482059 Total 26.52439

Odisha

v) 283.2 Mm3 (10 TMC) for evaporation losses for joint hydroelectric projects.

vi) 56.63 Mm3 (2 TMC) up toMachkund project

vii) 56.63 Mm3 (2TMC) between Machkund and Balinala dam

Chh

attis

garh

i) All water up to

a) BaruNadi integrated Project.




Name of the Project


i) Barunadi site across Baru river near village Tankavada. Lat. 18o 45' 33" N and Long. 81o 48' 50" E.

ii) Bhimsen storage site across Bhimsen near village Bodavad. Lat. 18o 45' 0" N and Long. 81o 55' 46" E.

iii) Kudripal Pickup weir site across Baru river near village Kudripal. Lat. 18o 40' 42" N and Long. 81o 51' 30" E.

b) Mupari Project site across Mupari (Jamair) river near village Jamair. Lat. 18o 42' 30" N and Long. 81o 45' 0" E.

c) GoraliNadi Project

i) Gorali dam site across GoraliNadi near village Kanjipani. Lat. 18o 32' 43" N and Long. 81o 40' 55" E.

ii) Andumpal dam site across Pulnadi near village Andumpal. Lat. 18o 34' 43" N and Long. 81o 42' 0" E.

d) Sailervagu integrated project.




Name of the Project


i) Mankapal dam site across Malengar river near village Munkapal. Lat. 18o 32' 06" N and Long. 81o 29' 26" E.

Chh

attis

garh

ii) Sailervagu dam site across Sailervagu near village Palla. Lat. 18o 26' 12" N and Long. 81o 31' 38" E.

e) Ordeltong integrated Project

i) Ordeltong dam site across tributary of Tinarayavagu near village Ordeltong. Lat. 8o 13' 24" N and Long. 81o 24' 06" E.

ii) Tinarayavagu dam site across Tinarayavagu near village Korrapal. Lat. 18o 11' 0" N and Long. 81o 18' 56" E.

f) Janavagu Integrated Project

i) Janavagu dam site across janavagu near

village Gorkha. Lat. 17o 57' 24" N and Long. 81o 20' 15" E.

ii) Elemmaduguvagu dam site across

Elemmaduguvagu near Jarputvilage. Lat. 18o 03' 42" N and Long. 81o 18' 09" E.

iii) 509.71 Mm3 (18 TMC) below above project.




Name of the Project


iv) 283.2 Mm3 (10 TMC) for evaporation losses of power projects across the Sabari.

Telangana

State + Andhra Pradesh

i) 56.63 Mm3 (2 TMC) up to Machkund Project

ii) 56.63 Mm3 (2 TMC) between Machkund and Belimela dam

iii) All remaining Water.

4. H

YD

RO

LOG

Y



Chapter-4: Hydrology 4 - 1 WAPCOS Limited

CHAPTER–4

HYDROLOGY

4.1. GENERAL

The present scheme is proposed to integrate not only the Ayacut of earlier

proposed Rajiv Sagar and Indira sagar Lift irrigation projects but also the Gap

Ayacut of Khammam District which are not being covered by any other scheme.

Besides this, the stabilization of command area of the some of the existing schemes

are also proposed to be covered under this scheme. It is in this context the present

scheme is now named as Sita Rama Lift Irrigation Scheme and is formulated to

irrigate about 9.36 Lakh Acres (including New Ayacut and Stabilization) of

Khammam, Bhadradri Kothagudem & Mahabubabad Districts of Telangana.

Sita Rama Lift Irrigation Project is proposed to withdraw water from Godavari

River U/S of existing Dummugudem Anicut which was constructed during British

regime to facilitate Navigation in the river. The Dummugudem Anicut is located at

Dummugudem Mandal in Bhadradri kothagudem district at 17°52′26″ N and

80°53′6″ E.

The project has been planned to execute in two phases. Phase – I of the Sita Rama

Lift Irrigation Scheme will cover the Khammam, Bhadradri Kothagudem &

Mahabubabad Districts whereas Phase – II will cover the same Districts. Phase – I

of this scheme covers command area of 2,72,921 Ha with new ayacut of about

1,33,085 Ha and Stabilization of about 1,39,836 Ha. The present report deals with

Phase-I of the Sita Rama Lift Irrigation Scheme.

As far as the water availability studies is concerned, it is function of many factors

including magnitude and pattern of river flow, catchment characteristics (such as

size and shape of watershed, rainfall functional type, slope of the river), capacity of

the diversion canal (or capacity of pumps) if any, besides U/S and D/S water

allocations for existing and future projects for irrigation and other uses.




4.2. METHODOLOGY ADOPTED TO ARRIVE AT THE NET AVAILABILITY

OF WATER AT DUMMUGUDEM ANICUT

The hydrological studies are proposed to be done by the method of decomposition

and re-composition on the basis of the location of hydrological observation stations

maintained by CWC on the main Godavari and Tributaries (Sub-basins). The sub

basins for the study up to Perur on main Godavari are as under.

Table No 4.1 – Sub basin Classification upto Perur Sl. No. Sub Basin Description

1 Upper Godavari The river Godavari from source to confluence with Manjra excluding Pravara, Purna & Manjra)

2 Pravara Pravara up to confluence with Godavari 3 Purna The entire catchment of Purna 4 Manjra The entire catchment of Manjra

5 Middle Godavari The Catchment from confluence with Manjra to its confluence with Pranahita

6 Manair The Manair from source to confluence with Godavari

7 Penganga The catchment of Penganga from source to confluence with Wardha

8 Wardha Catchment of Wardha up to confluence with Pranahita

9 Pranahita Catchment of Pranahita up to confluence with Godavari

10 Indrāvati Catchment of Indrāvati up to confluence with Godavari

The Godavari basin marking the sub basins as above is given as Plate 4.1. The

Schematic diagram of the Godavari river system showing Rain gauge stations,

Isohyetal map of Normal rainfall of Godavari basin and Map of Gauge and

Discharge stations in the basin are given in Plate 4.2 and Plate 4.3 respectively.

The rain gauges and hydrological observation stations that can be considered for

carrying out the hydrological studies of the project are given in Annexure 4.1 and

Annexure 4.2 respectively. The observed flow data at Perur is being used for

assessing the availability of water at project site. The observed flow (monthly) data

at Perur for the period from 1966-67 to 2012-13 (47 years) is given in Annexure

4.3.




4.2.1. WATER AVAILABILITY AT DUMMUGUDEM ANICUT

a) Data Consistency

For this study, the flow data of the CWC hydrological observation station namely

Polavarm, Koida, Perur, Somanpally and Mancherial are used. The consistency

check has been carried out by specific flow analysis and results are as under.

Table 4.2 - Specific Flows at Perur and adjoining sites on Godavari (ltrs/sec/sq.km)

Site Month Polavaram Koida Perur Somanpally Mancherial

June 849063 1054733 741896 70863 744961 July 6028669 6389981 4842500 492870 4762343

August 11797621 13331942 9577856 1310953 9535893 September 8466875 8628774 6919188 1303360 6624625

October 3510786 3685957 2685605 728491 2542218 November 917938 985203 692229 131444 648804 December 520585 571369 297399 57205 292174 January 368891 418548 194261 36305 180408 February 307902 367431 156317 33347 148778 March 262016 323890 111149 31618 107964 April 239875 271049 70361 17825 66069 May 225242 272569 63085 11180 53632

The graphical representation of the results is given as Fig 4.1 to Fig 4.6

Fig 4.1




Fig 4.2

Fig 4.3

Fig 4.4




Fig 4.5

Fig 4.6

b) Net Water Availability at Dummugudem Anicut

As already mentioned the Perur G&D site (2,68,200 sq.km) maintained by Central

Water Commission falls in the upstream of the project site. It is decided to consider

the data at Perur for assessing the net availability of water at the project site taking

into account the utilization under ongoing and planned projects as the existing

utilization is already reflected in the observed data at Perur. The utilization likely

to take place under ongoing and planned in the sub basins above perur are as

under.




Table No. 4.3 - Utilization in sub basins

Sub basin Proposed Utilisation for Ongoing Projects

Proposed Utilisation for

Future Projects

Total Utilisation for Ongoing and

Proposed projects MCM TMC MCM TMC MCM TMC

Indravati 255.0 9.0 9827.0 347.0 10082.0 356.0 Penganga 1664.7 58.8 1562.6 55.2 3227.3 114.0 Wardha 1643.0 58.0 515.5 18.2 2158.5 76.2 Pranahita 4940.0 174.4 7765.4 274.2 12705.4 448.6 Middle Godavari 1806.3 63.8 1927.9 68.1 3734.2 131.9 Maner 3.9 0.1 4.4 0.2 8.3 0.3 Sub Total 10312.9 364.1 21602.8 763.0 31915.7 1127.1

The observed flow data at Perur (CA – 2,68,200 sq.km) has been reduced pro rata

at Dummugudem project site (CA-2,81,000 sq.km) and the 75% dependable flow

at the site is 1609 TMC (Annexure 4.4). The net water availability at

Dummugudem anicut for the present purpose considering utilization under ongoing

and planned projects as mentioned above are given in the Tabular form given

under.

Table No. 4.4 - Net availability of water at Dummugudem Anicut

Units

75% dependable

flow at Perur reduced pro

rata at Dummugudem

Planned Upstream Commitments

Proposed Utilisation

for Ongoing Projects

Proposed Utilisation for Future Projects

Net Availability at Dummugudem

at 75% dependability Kaleswaram Devadula

MCM 45558 4531 1416 10312.9 21602.75 7696

TMC 1609 160 50 364.2 762.9 271.8

4.3. SEDIMENTATION

Since the structure at Dummugudem is only an anicut, the chance of facing any

problem on account of sedimentation is quite remote and if at all encountered it is

going to be quite insignificant. Therefore, detailed sedimentation study is perhaps

not needed.

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WAIN GANGA RIVER

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20

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22

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PR

AD

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(LO

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(MID

DLE

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DA

VA

RI)

RIV

ER

RIVER

MANER43

PL

AT

E 4

.3

Sl.No. Site Name Code

From To From To

1 Amabal AGC90C8 1994-95 1997-98 - -

2 Ashti AGH40A4 1965-66 1997-98 - -

3 Ashwi AGU00N3 1972-73 1995-96 - -

4 Babli NA 1965-66 1977-78 - -

5 Badegaon AGG30S1 1989-90 1991-92 - -

6 Bamni AGH30E2 1965-66 1997-98 - -

7 Basar NA 1967-68 1981-82 - -

8 Bhatpalli AGH10L0 1991-92 1997-98 - -

9 Betmogra AGP10F7 1987-88 1997-98 - -

10 Bhatkheda AGP00R7 1991-92 1997-98 - -

11 Bhisnur AGH30S9 1988-89 1997-98 - -

12 Chass AG000Y5 1972-73 1997-98 - -

13 Cherla AGE00C6 1967-68 1988-89 - -

14 Cherribeda NA 1997-98 1997-98 - -

15 Chindnar AGG00N7 1971-72 1997-98 - -

16 Degloor AGP20F4 1987-88 1997-98 - -

17 Dhalegaon AG000S9 1965-66 1997-98 - -

18 G.R.Bridge AG000R6 1976-77 1997-98 - -

19 Gandlapet AGM00G6 1987-88 1997-98 - -

20 Ghargaon AGU10R6 1994-95 1997-98 - -

21 Ghugus AGH30F6 1965-66 1997-98 - -

22 Hivra AGH30Q1 1988-89 1997-98 - -

23 Injaram AGC00D2 1965-66 1997-98 - -

24 Jagdalpur AGG00R9 1965-67 1997-99 - -

25 Jalaput NA 1966-67 1973-74 - -

26 Kaigaon NA 1965-66 1966-67 - -

27 Kanhargaon AGH32R8 1992-93 1997-98 - -

28 Karodi AGH32P3 1968-69 1991-92 - -

29 Keolari AGH40V3 1988-89 1997-98 - -

30 Koida AG000C7 1977-78 1997-98 - -

31 Konta AGC00C5 1965-66 1997-98 1977-78 1977-78

32 Kosagumda NA 1997-98 1997-98 - -

33 Kotta AGC00V6 1969-70 1990-91 - -

34 Kumhari AGH40R6 1988-89 1997-98 - -

35 Mancherial AG000J3 1966-67 1997-98 - -

36 Mangrul (Taroda) AGH35G0 1992-93 1997-98 - -

37 Manjlegaon AGS00C5 1965-66 1995-96 - -

38 Marlegaon AGH32N7 1965-66 1997-98 - -

39 Medadapalli AGG00F2 1973-74 1997-98 - -

40 Medapalli AGG40A7 1966-67 1997-98 - -

41 Murthahandi AGC40E9 1989-90 1997-98 - -

42 Nandgaon AGH3AF4 1988-89 1997-98 - -

43 Nil Konda NA 1969-70 1972-73 - -

ANNEXURE - 4.1

Details of CWC G & D Sites in Godavari Basin

Data Available In between missing years

1 of 2

Sl.No. Site Name Code Data Available In between missing years

44 Nowrangpur AGG00U7 1965-66 1997-98 - -

45 Pachegaon AGU00D3 1983-84 1997-98 - -

From To From To

46 Pathagudam AGG00B5 1965-66 1997-98 - -

47 Pauni AGH40I8 1965-66 1997-98 - -

48 Penganga Bridge AGH32D5 1965-66 1997-98 1987-88 1987-88

49 Perur AG000G7 1965-66 1997-98 - -

50 Phalla NA 1966-67 1975-76 - -

51 Pochavaram NA 1965-66 1976-77 - -

52 Polavaram AG000C3 1965-66 1997-98 - -

53 Potteru AGC20H2 1997-98 1997-98 - -

54 Purna AGR00A5 1969-70 1997-98 - -

55 Raipally NA 1965-66 1986-87 - -

56 Rajegaon AGH4MC3 1988-89 1997-98 - -

57 Rajoli AGH41Q4 1988-89 1997-98 - -

58 Ramakona AGH4BQ3 1988-89 1997-98 - -

59 Saigaon AGP00N8 1967-68 1997-98 - -

60 Salebardi AGH49I1 1988-89 1997-98 - -

61 Sardaput AGC00N4 1970-71 1997-98 - -

62 Satrapur(K.R.Brid AGH4BF6 1988-89 1997-98 - -

63 Sirpur AGH30B6 1967-68 1997-98 1987-88 1987-88

64 Sirpur Kagaznaga AGH10L0 1988-89 1990-91 - -

65 Somanpally AGI00C3 1966-67 1997-98 - -

66 Sonarpal AGG91F2 1994-95 1997-98 - -

67 Sangam NA 1996-97 1997-98 - -

68 Tegada NA 1970-71 1971-72 - -

69 Tekra AGH00C4 1965-66 1997-98 - -

70 Toka NA 1967-68 1974-75 - -

71 Tumnar AGG60B1 1993-94 1997-98 - -

72 Umari AGH4FE4 1988-89 1989-90 - -

73 Wairagarh AGH46D4 1992-93 1997-98 - -

74 Yelli AG000P3 1979-80 1997-98 - -

75 Zari AGR10C6 1987-88 1997-98 - -

2 of 2

IMD CAT STATE DISTRICT STATION NAME SOURCE FROM. ..TO..

NO. YEAR YEAR

314 AP ADILABAD ADILABAD 1941 1970

314 AP ADILABAD ADILABAD REV 1971 1994

313 AP ADILABAD ASIFABAD PWD 1957 1994

313 AP ADILABAD ASIFABAD REV 1941 1992

313 AP ADILABAD BOATH 1952 1970

313 AP ADILABAD BOATH REV 1971 1994

313 AP ADILABAD CHINNUR 1951 1970

313 AP ADILABAD CHINNUR REV 1971 1994

313 AP ADILABAD INDANAPALLI 1962 1970

313 AP ADILABAD INDANAPALLI PWD 1971 1987

313 AP ADILABAD JOWLYNALLA 1941 1970

313 AP ADILABAD JOWLYNALLA PWD 1971 1988

313 AP ADILABAD KADDAM 1957 1970

313 AP ADILABAD KADDAM PWD 1971 1994

313 AP ADILABAD KHANAPUR 1957 1970

313 AP ADILABAD KHANAPUR REV 1971 1994

313 AP ADILABAD LINGAPUR 1961 1970

313 AP ADILABAD LINGAPUR PWD 1971 1990

313 AP ADILABAD LUXETTIPET 1952 1970

313 AP ADILABAD LUXETTIPET REV 1971 1994

313 AP ADILABAD MANCHERIAL PWD 1971 1994

313 AP ADILABAD MANCHERIAL 1951 1970

313 AP ADILABAD MUDHOLE 1951 1970

313 AP ADILABAD MUDHOLE REV 1971 1994

313 AP ADILABAD OOTNOOR REV 1971 1994

313 AP ADILABAD OOTNOOR 1951 1970

314 AP ADILABAD SIRPUR 1951 1970

314 AP ADILABAD SIRPUR REV 1971 1994

313 AP ADILABAD SWARNA PROJECT 1968 1970

313 AP ADILABAD SWARNA PROJECT PWD 1972 1992

318 AP EAST GODAVARI ANNAVARAM 1968 1970

318 AP EAST GODAVARI ANNAVARAM PWD 1971 1994

318 AP EAST GODAVARI CHINTAPALLI 1951 1970

318 AP EAST GODAVARI CHINTAPALLI PWD 1971 1994

317 AP EAST GODAVARI DOWLESHWARAM 1951 1970

317 AP EAST GODAVARI DOWLESHWARAM PWD 1971 1994

317 AP EAST GODAVARI GOPALAPURAM 1951 1970

317 AP EAST GODAVARI GOPALAPURAM PWD 1971 1994

318 AP EAST GODAVARI KOTHAPETA 1941 1970

318 AP EAST GODAVARI KOTHAPETA REV 1971 1994

318 AP EAST GODAVARI MUMMIDIVARAM 1941 1970

318 AP EAST GODAVARI MUMMIDIVARAM REV 1971 1994

318 AP EAST GODAVARI PEDDAPURAM 1941 1970

318 AP EAST GODAVARI PEDDAPURAM REV 1971 1994

318 AP EAST GODAVARI PRATHIPADU 1941 1970

318 AP EAST GODAVARI PRATHIPADU REV 1971 1994

318 AP EAST GODAVARI RALLI PWD 1951 1994

318 AP EAST GODAVARI RAMACHANDRAPURAM 1941 1970

318 AP EAST GODAVARI RAMACHANDRAPURAM REV 1971 1989

318 AP EAST GODAVARI YELLAVARAM 1941 1970

List of Raingauge Stations whose monthly rainfall data used in the study

Annex 4.2

1 of 7


NO. YEAR YEAR

318 AP EAST GODAVARI YELLAVARAM REV 1971 1979

318 AP WEST GODAVARI BHIMAVARAM 1941 1970

318 AP WEST GODAVARI BHIMAVARAM REV 1971 1994

318 AP WEST GODAVARI DUVVA 1951 1970

318 AP WEST GODAVARI DUVVA PWD 1971 1993

317 AP WEST GODAVARI KOVVUR 1941 1970

317 AP WEST GODAVARI KOVVUR REV 1971 1994

318 AP WEST GODAVARI LAKSHMIPALEM 1951 1970

318 AP WEST GODAVARI LAKSHMIPALEM PWD 1971 1994

318 AP WEST GODAVARI NIDADAVOLE OBSY 1956 1998

317 AP WEST GODAVARI POLAVARAM 1941 1970

317 AP WEST GODAVARI POLAVARAM REV 1971 1994

318 AP WEST GODAVARI TANUKU 1941 1970

318 AP WEST GODAVARI TANUKU REV 1972 1994

313 AP KARIMNAGAR AMBARIPET 1968 1970

313 AP KARIMNAGAR AMBARIPET PWD 1971 1994

313 AP KARIMNAGAR HUZURABAD PWD 1957 1994

313 AP KARIMNAGAR JACTIAL REV 1971 1994

313 AP KARIMNAGAR JAGTIAL 1941 1970

313 AP KARIMNAGAR KARIMNAGAR PWD 1957 1994

313 AP KARIMNAGAR KARIMNAGAR REV 1941 1994

313 AP KARIMNAGAR KESHAVAPATNAMVAG 1968 1970

313 AP KARIMNAGAR KESHAVAPATNAMVAG REV 1971 1994

313 AP KARIMNAGAR MAHADEVPUR 1968 1970

313 AP KARIMNAGAR MAHADEVPUR PWD 1971 1993

313 AP KARIMNAGAR MANAIR 1957 1970

313 AP KARIMNAGAR MANAIR PROJ. PWD 1971 1994

313 AP KARIMNAGAR MANTHANI 1952 1970

313 AP KARIMNAGAR MANTHANI REV 1971 1994

313 AP KARIMNAGAR RAMGUNDAM OBSY 1951 1998

313 AP KARIMNAGAR SHAMIGARAM 1968 1970

313 AP KARIMNAGAR SHAMIGARAM PWD 1971 1994

313 AP KARIMNAGAR SIRICILLA 1951 1970

313 AP KARIMNAGAR SIRICILLA REV 1971 1994

312 AP KARIMNAGAR SULTANABAD 1951 1970

312 AP KARIMNAGAR SULTANABAD REV 1972 1994

317 AP KHAMMAM ALLIPALLI 1968 1970

317 AP KHAMMAM ALLIPALLI PWD 1971 1994

317 AP KHAMMAM B'CHALAM/KOTHAGU OBSY 1971 1998

317 AP KHAMMAM BHADRACHALAM 1941 1970

317 AP KHAMMAM BHADRACHALAM OBSY 1952 1970

317 AP KHAMMAM BHADRACHALAM REV 1971 1998

317 AP KHAMMAM BURGAMPAD 1957 1970

317 AP KHAMMAM BURGAMPAD REV 1971 1994

AP KHAMMAM CHERLA REV 1991 1994

317 AP KHAMMAM GUNDALA 1968 1970

317 AP KHAMMAM GUNDALA PWD 1971 1994

317 AP KHAMMAM KINNERASAMI PWD 1971 1990

317 AP KHAMMAM KINNERASAMI 1968 1970

317 AP KHAMMAM KOTHAPALANCHA 1968 1976

317 AP KHAMMAM NUGURU 1941 1970

317 AP KHAMMAM NUGURU REV 1971 1988

317 AP KHAMMAM PALANCHA 1951 1966

317 AP KHAMMAM PALANCHA PWD 1977 1994

2 of 7


NO. YEAR YEAR

317 AP KHAMMAM SINGABUPALAYAM 1943 1970

317 AP KHAMMAM SINGABUPALAYAM PWD 1971 1994

317 AP KHAMMAM THANIKALLA 1951 1970

317 AP KHAMMAM THANIKALLA PWD 1971 1990

318 AP KRISHNA KAIKALUR 1941 1970

318 AP KRISHNA KAIKALUR REV 1971 1994

313 AP MADAK ANANTAGIRI 1943 1973

312 AP MADAK ANDOLE REV 1971 1994

312 AP MADAK ANDOLE 1951 1970

313 AP MADAK GAJWEL 1957 1970

313 AP MADAK GAJWEL REV 1971 1994

312 AP MADAK MEDAK 1941 1970

312 AP MADAK MEDAK REV 1971 1994

312 AP MADAK NAGASANIPALLI 1952 1970

312 AP MADAK NAGASANIPALLI PWD 1971 1990

312 AP MADAK NARASAPUR 1957 1970

312 AP MADAK NARASAPUR REV 1971 1994

312 AP MADAK RAYANAPALLY 1941 1970

312 AP MADAK RAYANAPALLY PWD 1971 1994

312 AP MADAK SANGAREDDI REV 1941 1994

313 AP MADAK SIDDIPET 1951 1970

313 AP MADAK SIDDIPET REV 1971 1994

312 AP MADAK ZAHIRABAD 1957 1970

312 AP MADAK ZAHIRABAD REV 1971 1994

312 AP NIZAMABAD ALISAGAR 1941 1970

312 AP NIZAMABAD ALISAGAR PWD 1971 1993

313 AP NIZAMABAD ANKASPUR 1951 1970

313 AP NIZAMABAD ANKASPUR PWD 1971 1989

313 AP NIZAMABAD ARMOOR REV 1971 1994

313 AP NIZAMABAD ARMOOR 1941 1970

312 AP NIZAMABAD BANSWADA 1951 1970

312 AP NIZAMABAD BANSWADA REV 1971 1994

313 AP NIZAMABAD BARIDPUR 1941 1970

313 AP NIZAMABAD BARIDPUR PWD 1971 1991

312 AP NIZAMABAD BHOMENDRAPALLI 1941 1970

312 AP NIZAMABAD BHOMENDRAPALLI PWD 1971 1994

312 AP NIZAMABAD BODHAN REV 1943 1994

312 AP NIZAMABAD BORLAM 1941 1970

312 AP NIZAMABAD BORLAM PWD 1971 1994

313 AP NIZAMABAD DOODGAON 1941 1970

313 AP NIZAMABAD DOODGAON PWD 1971 1992

312 AP NIZAMABAD GUNKAL 1951 1970

312 AP NIZAMABAD GUNKAL PWD 1971 1994

313 AP NIZAMABAD KAMAREDDY 1941 1970

313 AP NIZAMABAD KAMAREDDY REV 1971 1994

313 AP NIZAMABAD MAGADI 1943 1970

313 AP NIZAMABAD MAGADI PWD 1971 1988

313 AP NIZAMABAD MANCHAPPA 1941 1970

313 AP NIZAMABAD MANCHAPPA PWD 1971 1991

313 AP NIZAMABAD NAVIPET 1941 1970

313 AP NIZAMABAD NAVIPET PWD 1971 1994

313 AP NIZAMABAD NIZAMABAD 1956 1970

313 AP NIZAMABAD NIZAMABAD OBSY 1941 1998

313 AP NIZAMABAD NIZAMABAD REV 1971 1994

3 of 7


NO. YEAR YEAR

313 AP NIZAMABAD POCHAMPAD 1968 1970

313 AP NIZAMABAD POCHAMPET PROJ. PWD 1971 1994

312 AP NIZAMABAD POCHARAM 1941 1970

312 AP NIZAMABAD POCHARAM PWD 1971 1994

313 AP NIZAMABAD UPLOOR 1968 1970

313 AP NIZAMABAD UPLOOR PWD 1971 1994

318 AP SRIKAKULAM NARAYANPURAM 1968 1970

318 AP SRIKAKULAM NARAYANPURAM REV 1971 1994

317 AP VISAKHAPATNAM ARAKU VALLY REV 1979 1994

317 AP VISAKHAPATNAM ARUKU VALLY 1946 1970

317 AP VISAKHAPATNAM CHINTAPALLI 1941 1970

317 AP VISAKHAPATNAM CHINTAPALLI REV 1972 1994

318 AP VISAKHAPATNAM CHODAYAM 1951 1970

318 AP VISAKHAPATNAM CHODYAM PWD 1971 1990

318 AP VISAKHAPATNAM KALYANPURAM 1968 1990

318 AP VISAKHAPATNAM NARSIPATNAM 1941 1970

318 AP VISAKHAPATNAM NARSIPATNAM REV 1971 1994

317 AP VISAKHAPATNAM PADERU 1965 1970

317 AP VISAKHAPATNAM PADERU REV 1971 1994

318 AP VISAKHAPATNAM RAIWADA 1968 1970

318 AP VISAKHAPATNAM RAIWADA CAMP PWD 1971 1994

318 AP VISAKHAPATNAM TANDAYA DAM SITE 1968 1970

318 AP VISAKHAPATNAM TANDAYA DAM SITE PWD 1971 1994

318 AP VISAKHAPATNAM TULABADA 1941 1968

318 AP VISAKHAPATNAM TULABADA REV 1994 1994

313 AP WARANGAL HANAMKONDA 1959 1970

313 AP WARANGAL HANAMKONDA OBSY 1941 1998

313 AP WARANGAL HANAMKONDA REV 1971 1994

317 AP WARANGAL LAKNAVARAM 1959 1970

317 AP WARANGAL LAKNAVARAM PWD 1971 1994

313 AP WARANGAL MULUG 1941 1970

313 AP WARANGAL MULUG REV 1971 1994

313 AP WARANGAL PARKAL 1951 1970

313 AP WARANGAL PARKAL REV 1971 1994

313 AP WARANGAL POLAMPET PWD 1961 1994

313 AP WARANGAL RAMPUR 1968 1970

313 AP WARANGAL RAMPUR PWD 1971 1993

313 AP WARANGAL SALIVAGU PROJECT 1968 1970

313 AP WARANGAL SALIVAGU PROJECT PWD 1971 1994

313 AP WARANGAL WARANGAL 1957 1969

313 AP WARANGAL WARANGAL PWD 1972 1990

312 KAR BIDAR BHALKI 1956 1970

312 KAR BIDAR BHALKI T.O. 1971 1993

312 KAR BIDAR BIDAR OBSY 1941 1999

312 KAR BIDAR SANTHPUR 1971 1993

312 KAR BIDAR SANTHPUR 1956 1970

315 MP BALAGHAT BALAGHAT 1941 1995

315 MP BALAGHAT DHUTI 1941 1994

315 MP BALAGHAT DONGARGAON 1941 1994

315 MP BALAGHAT JAMUNIA 1941 1994

315 MP BALAGHAT KATTANJHIRI 1941 1994

315 MP BALAGHAT LANJI 1941 1995

315 MP BALAGHAT WARA MAIN 1941 1970

315 MP BALAGHAT WARAMAIN 1971 1994

4 of 7


NO. YEAR YEAR

315 MP BALAGHAT WARASEONI 1941 1995

316 MP BASTER ANTAGARH 1941 1995

316 MP BASTER BHANUPRATAPPUR 1941 1995

316 MP BASTER BHOPALPATNAM 1941 1995

316 MP BASTER BIJAPUR 1941 1995

316 MP BASTER JAGDALPUR OBSY 1941 1999

316 MP BASTER KESKAL 1941 1995

316 MP BASTER KONDAGAON 1941 1995

317 MP BASTER KONTA 1941 1995

316 MP BASTER NARAYANPUR 1941 1995

317 MP BASTER SUKMA 1941 1995

103 MP BETUL ATNER 1941 1995

103 MP BETUL MULTAI 1941 1995

315 MP CHINDWARA AMARWARA 1941 1995

315 MP CHINDWARA CHAURAI 1941 1995

315 MP CHINDWARA CHINDWARA 1941 1995

315 MP CHINDWARA CHINDWARA OBSY 1949 1999

315 MP CHINDWARA SAUSAR 1941 1995

315 MP SEONI BORI 1941 1994

315 MP SEONI CHINCHBUND 1951 1994

315 MP SEONI KEOLARI 1941 1995

315 MP SEONI ROOMAL 1941 1994

315 MP SEONI SEONI OBSY 1941 1999

311 MAH AHMEDNAGAR AKOLA 1941 1996

311 MAH AHMEDNAGAR KOPARGAON 1941 1996

311 MAH AHMEDNAGAR NEVASA 1941 1996

311 MAH AHMEDNAGAR PATHARDI 1941 1996

311 MAH AHMEDNAGAR RAHURI 1941 1996

311 MAH AHMEDNAGAR SANGAMNER 1941 1996

311 MAH AHMEDNAGAR SHEVGAON 1941 1996

311 MAH AHMEDNAGAR SHRIRAMPUR 1955 1996

103 MAH AKOLA AKOLA OBSY 1941 1999

314 MAH AKOLA MANGRULPIR 1941 1996

103 MAH AKOLA MURTAJAPUR 1941 1996

314 MAH AKOLA RISOD 1941 1996

103 MAH AKOLA SIRPUR 1941 1969

314 MAH AKOLA WASHIM 1941 1996

103 MAH AMRAOTI AMRAOTI OBSY 1941 1999

103 MAH AMRAOTI BADNERA 1941 1993

314 MAH AMRAOTI BARUD 1941 1996

103 MAH AMRAOTI CHANDUR BAZAR 1941 1996

314 MAH AMRAOTI CHANDUR RAILWAY 1941 1996

103 MAH AMRAOTI KHOLAPUR 1941 1990

314 MAH AMRAOTI MORSI 1941 1996

314 MAH AMRAOTI TALEGAON 1941 1984

311 MAH AURANGABAD AURANGABAD OBSY 1941 1983

311 MAH AURANGABAD GANGAPUR 1951 1996

311 MAH AURANGABAD KANNAD 1951 1996

311 MAH AURANGABAD KHALDABAD 1951 1996

311 MAH AURANGABAD PAITHAN 1957 1996

311 MAH AURANGABAD SILLOD 1951 1996

311 MAH AURANGABAD VIJAPUR 1971 1996

311 MAH AURANGABAD VIJAPUR(VAIJAPUR 1951 1970

315 MAH BHANDARA BHANDARA 1941 1996

5 of 7


NO. YEAR YEAR

315 MAH BHANDARA BODALKASA 1941 1996

315 MAH BHANDARA CHANDPUR 1941 1990

315 MAH BHANDARA CHORKHAMARA 1941 1996

315 MAH BHANDARA DEORI 1944 1996

315 MAH BHANDARA GONDIA OBSY 1951 1999

315 MAH BHANDARA KHYRBUND 1941 1996

315 MAH BHANDARA PAONI 1945 1995

315 MAH BHANDARA SAKOLI 1941 1996

311 MAH BHIR BHIR OBSY 1961 1997

312 MAH BHIR CHOWSALA 1943 1996

311 MAH BHIR GEORAI 1951 1970

311 MAH BHIR GUORAI 1972 1996

311 MAH BHIR MANJLEGAON 1951 1996

311 MAH BHIR MOMINABAD 1951 1970

312 MAH BHIR PATODA 1951 1996

103 MAH BULDANA BULDANA 1971 1996

103 MAH BULDANA BULDHANA 1941 1970

314 MAH BULDANA CHIKHLI 1941 1995

311 MAH BULDANA DEOLGAON RAJA 1941 1996

103 MAH BULDANA DHAMANGAON 1941 1989

314 MAH BULDANA DONEGAON 1941 1992

103 MAH BULDANA KHAMGAON 1941 1996

311 MAH BULDANA LONAR 1990 1996

315 MAH CHANDRAPUR ASOLA 1941 1996

315 MAH CHANDRAPUR BRAMHAPURI OBSY 1956 1999

314 MAH CHANDRAPUR CHANDRAPUR OBSY 1941 1999

315 MAH CHANDRAPUR CHIMUR 1941 1996

315 MAH CHANDRAPUR KHAIREE 1941 1996

315 MAH CHANDRAPUR NALESAR 1941 1996

315 MAH CHANDRAPUR SINDEWAHI 1946 1996

314 MAH CHANDRAPUR WARORA 1941 1996

103 MAH JALGAON CHALISGAON 1941 1996

103 MAH JALGAON JAMNER 1941 1996

103 MAH JALGAON PACHORA 1941 1996

315 MAH NAGPUR NAGPUR MEYO HOSP OBSY 1941 1999

315 MAH NAGPUR PERSEONI 1941 1996

315 MAH NAGPUR RAMTEK 1941 1996

315 MAH NAGPUR SAONER 1941 1996

315 MAH NAGPUR THARSA 1941 1990

315 MAH NAGPUR UMRER 1941 1996

311 MAH NANDED BILLOLI 1951 1996

312 MAH NANDED DEGLOOR 1951 1996

311 MAH NANDED KANDHAR 1951 1996

311 MAH NANDED NANDED 1941 1996

311 MAH NASIK BOLTHAN 1941 1994

311 MAH NASIK CHANDOR 1941 1996

311 MAH NASIK DINDORI 1941 1996

311 MAH NASIK IGATPURI 1941 1996

103 MAH NASIK KALVAN 1941 1996

311 MAH NASIK KOLEGAON MAL 1955 1996

103 MAH NASIK MALEGAON OBSY 1941 1999

103 MAH NASIK NANDGAON 1941 1996

311 MAH NASIK NASIK 1941 1996

311 MAH NASIK NASIK OBSY 1941 1990

6 of 7


NO. YEAR YEAR

311 MAH NASIK NIPHAD 1941 1996

311 MAH NASIK OZAR AERO OBSY 1965 1970

311 MAH NASIK OZAR AERODROME OBSY 1971 1999

311 MAH NASIK PIMPALGAON 1941 1994

311 MAH NASIK SINNAR 1941 1996

311 MAH NASIK TRIMBAK 1941 1996

311 MAH NASIK YEOLA 1941 1996

312 MAH OSMANABAD KALLAM 1951 1996

314 MAH PARBHANI HINGOLI 1941 1996

314 MAH PARBHANI KALMANOORI 1951 1996

311 MAH PARBHANI PARBHANI OBSY 1941 1999

311 MAH PARBHANI SIDHESHWAR CAMP 1959 1996

314 MAH YEOTMAL DARWHA 1941 1996

314 MAH YEOTMAL DIGRAS 1941 1996

314 MAH YEOTMAL NER 1941 1996

314 MAH YEOTMAL PANDHERIKAWARA 1941 1994

314 MAH YEOTMAL PUSAD 1941 1996

314 MAH YEOTMAL UMERKHED 1941 1996

314 MAH YEOTMAL WANI 1941 1996

314 MAH YEOTMAL YEOTMAL 1941 1996

314 MAH WARDHA ARVI 1941 1996

314 MAH WARDHA HINGANGHAT 1941 1996

315 MAH WARDHA KHARANGHA 1967 1996

314 MAH WARDHA WARDHA 1941 1996

314 MAH WARDHA WARDHA OBSY 1966 1999

316 ORISSAKALAHANDI KASIPUR 1954 1958

317 ORISSAKORAPUT JEYPORE 1941 1992

316 ORISSAKORAPUT KORAPUT 1941 1992

316 ORISSAKORAPUT KORAPUT OBSY 1950 1984

317 ORISSAKORAPUT MALKANGIRI 1941 1992

316 ORISSAKORAPUT NAWARANGPUR 1941 1992

317 ORISSAKORAPUT POTTANGI 1941 1992

7 of 7

CA at Perur 268200 sq.km

Unit:MCM

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

1966-67 605.0 12753.4 22206.6 25762.6 3371.2 1896.8 1692.6 412.9 222.0 653.5 367.0 94.5 64698.8 2284.8 5339.2 188.6 70038.0 2473.4

1967-68 3028.8 18962.9 32195.8 13206.2 5778.1 948.4 2392.4 994.5 459.0 1007.3 202.1 179.7 73171.8 2584.0 6183.5 218.4 79355.3 2802.4

1968-69 1090.5 8224.5 19517.9 14076.8 7085.7 1387.1 612.1 430.7 252.0 194.8 192.6 194.6 49995.4 1765.6 3263.8 115.3 53259.2 1880.8

1969-70 224.9 15780.9 27316.9 38613.9 4253.7 1924.0 724.1 390.4 268.4 234.6 137.4 97.3 86190.3 3043.8 3776.2 133.4 89966.5 3177.1

1970-71 5211.0 11429.1 50430.8 34364.7 6655.6 1549.0 777.5 530.6 336.9 331.0 217.3 335.2 108091.2 3817.2 4077.4 144.0 112168.7 3961.2

1971-72 3495.2 4892.1 9006.1 14939.1 8860.0 1508.5 588.0 366.6 209.7 138.7 75.1 48.2 41192.4 1454.7 2934.9 103.6 44127.3 1558.3

1972-73 682.7 13319.0 9043.5 8638.7 1719.9 899.2 424.4 174.1 97.4 74.8 55.0 39.5 33403.7 1179.6 1764.4 62.3 35168.1 1241.9

1973-74 297.5 29384.7 35071.5 18059.3 22579.2 5282.3 1213.4 679.8 428.4 272.9 175.0 187.7 105392.2 3721.9 8239.4 291.0 113631.5 4012.9

1974-75 600.3 2378.9 14646.6 2976.1 6976.1 1893.1 702.6 337.9 303.6 237.6 110.8 74.0 27577.9 973.9 3659.6 129.2 31237.5 1103.1

1975-76 4123.9 14232.5 28768.8 37769.7 14480.7 3686.3 929.2 553.5 337.5 227.3 165.7 123.8 99375.7 3509.4 6023.2 212.7 105398.9 3722.1

1976-77 175.5 24331.5 25361.3 28036.1 1764.8 883.5 554.2 311.5 227.5 181.2 139.8 241.2 79669.1 2813.5 2538.9 89.7 82208.0 2903.1

1977-78 1018.7 13410.1 22852.7 18332.9 3571.4 1666.9 1875.9 683.6 518.7 313.6 192.7 225.3 59185.9 2090.1 5476.7 193.4 64662.6 2283.5

1978-79 3781.8 26533.9 42776.5 16411.1 3584.1 1713.2 1136.7 640.5 1199.1 570.8 190.5 137.0 93087.6 3287.4 5587.9 197.3 98675.4 3484.7

1979-80 6442.0 7843.9 31825.6 7680.8 5439.4 974.5 938.5 529.5 383.4 405.2 229.8 174.8 59231.6 2091.7 3635.8 128.4 62867.4 2220.1

1980-81 3388.4 13064.0 37551.8 21859.5 2688.1 1005.5 513.0 539.9 358.0 319.0 217.4 232.5 78551.8 2774.0 3185.2 112.5 81736.9 2886.5

1981-82 1075.6 11588.9 36732.0 20774.1 10250.4 2138.8 799.9 613.7 499.3 248.6 143.3 122.7 80421.0 2840.0 4566.2 161.3 84987.2 3001.3

1982-83 953.1 6698.1 17396.9 8824.5 3982.7 1792.8 621.7 378.5 395.1 290.4 79.0 61.2 37855.3 1336.8 3618.6 127.8 41473.9 1464.6

1983-84 1797.1 10384.4 42428.1 42209.4 21898.6 1929.0 1022.1 815.9 450.9 608.9 380.2 287.9 118717.6 4192.5 5494.8 194.0 124212.4 4386.5

1984-85 1083.7 6791.6 18766.6 4195.0 2764.6 1068.2 516.6 458.8 340.6 262.8 192.6 102.4 33601.5 1186.6 2942.1 103.9 36543.6 1290.5

1985-86 1473.6 8444.0 18728.3 5580.4 5938.4 1163.3 463.8 370.1 482.6 452.8 216.6 169.2 40164.7 1418.4 3318.4 117.2 43483.1 1535.6

1986-87 2034.4 19648.2 40335.3 4791.0 1965.1 1082.3 389.8 469.2 260.7 200.5 91.4 67.8 68773.9 2428.7 2561.8 90.5 71335.7 2519.2

1987-88 388.2 5624.1 8326.4 5298.9 2015.8 1074.2 559.2 293.2 203.5 239.4 100.7 91.1 21653.4 764.7 2561.3 90.5 24214.7 855.1

1988-89 1210.2 25840.6 34619.5 30194.6 16383.5 1484.3 699.8 440.5 285.9 302.6 200.0 90.4 108248.4 3822.8 3503.4 123.7 111751.8 3946.5

1989-90 1352.1 20161.5 21137.0 15635.0 4403.8 828.8 448.3 437.5 269.8 255.8 121.0 794.1 62689.4 2213.9 3155.2 111.4 65844.6 2325.3

1990-91 8531.2 18770.5 54219.1 27270.6 20025.7 5050.2 1053.7 694.0 408.3 331.6 248.6 142.6 128817.0 4549.1 7928.8 280.0 136745.8 4829.1

1991-92 1121.4 10971.1 23123.4 4706.2 2347.9 1356.4 527.1 315.3 205.5 152.5 79.9 55.0 42270.0 1492.8 2691.7 95.1 44961.7 1587.8

1992-93 1955.9 6563.1 34484.9 14908.5 2218.5 962.6 476.1 291.6 221.5 238.2 109.9 59.6 60130.9 2123.5 2359.6 83.3 62490.5 2206.8

1993-94 431.7 7713.6 12414.1 8839.9 4611.6 1212.6 519.8 359.6 329.8 198.0 70.6 39.1 34010.9 1201.1 2729.5 96.4 36740.4 1297.5

1994-95 875.6 32042.5 26611.5 39201.2 6036.2 1806.1 1070.4 1350.8 637.9 619.2 446.4 432.8 104766.9 3699.8 6363.7 224.7 111130.6 3924.5

1995-96 772.9 15009.8 12303.1 19281.9 13234.2 2002.5 839.9 629.8 440.1 394.0 252.2 164.8 60601.9 2140.1 4723.4 166.8 65325.3 2306.9

1996-97 1334.0 4941.2 15892.4 12255.8 4232.8 1332.2 522.7 410.8 279.9 398.8 453.2 165.3 38656.1 1365.1 3563.0 125.8 42219.1 1491.0

1997-98 114.7 3523.2 13905.6 10701.8 2428.8 1865.4 2880.1 1502.9 992.4 302.0 170.0 205.5 30674.1 1083.2 7918.4 279.6 38592.5 1362.9

1998-99 945.5 7378.2 17641.7 21579.7 13062.8 3827.0 822.6 517.5 379.0 283.7 214.3 168.9 60607.8 2140.3 6212.9 219.4 66820.8 2359.8

1999-2000 3972.8 5884.6 21015.5 24928.5 12841.7 2088.4 794.3 507.3 395.6 334.6 179.8 116.7 68643.2 2424.1 4416.7 156.0 73059.9 2580.1

2000-01 2260.5 21995.3 24809.7 10899.0 2063.1 747.7 340.7 235.8 162.9 157.7 168.5 77.5 62027.7 2190.5 1890.7 66.8 63918.4 2257.3

2001-02 9008.6 12985.7 30335.3 4568.1 5619.0 1020.9 472.8 348.9 220.7 155.8 80.2 40.7 62516.7 2207.8 2340.1 82.6 64856.8 2290.4

2002-03 4236.5 2337.8 20938.3 13145.3 1819.6 595.9 363.5 224.2 148.0 108.7 69.3 39.8 42477.5 1500.1 1549.3 54.7 44026.8 1554.8

2003-04 157.6 17884.5 22813.0 13072.3 8012.1 1692.5 699.7 427.2 476.1 173.5 97.8 97.2 61939.6 2187.4 3664.0 129.4 65603.5 2316.8

2004-05 2670.0 2527.2 20055.4 3814.0 2207.8 522.0 236.7 165.8 698.4 158.0 86.0 70.3 31274.5 1104.4 1937.1 68.4 33211.6 1172.9

2005-06 95.1 18734.1 25786.2 25794.5 9327.2 2476.1 657.2 375.4 226.6 255.3 222.1 189.0 79737.2 2815.9 4401.7 155.4 84138.8 2971.3

2006-07 135.4 13654.6 49749.3 29620.5 10735.0 2980.1 813.9 492.2 289.4 171.4 137.3 106.6 103894.9 3669.0 4990.9 176.3 108885.8 3845.3

2007-08 554.3 14347.8 21207.5 18737.6 7256.0 1223.4 474.2 293.1 330.7 258.3 221.5 18.7 62103.1 2193.2 2819.9 99.6 64923.0 2292.7

2008-09 300.8 4872.8 23816.8 8388.4 1963.0 835.7 445.4 184.7 134.0 84.4 52.4 18.5 39341.7 1389.3 1755.1 62.0 41096.9 1451.3

2009-10 16.3 7801.1 6475.4 6149.5 1373.2 677.8 338.0 224.6 136.0 97.0 38.0 22.9 21815.4 770.4 1534.4 54.2 23349.7 824.6

2010-11 186.7 11962.3 35298.5 41049.1 6481.5 2846.8 1057.4 471.3 293.7 312.0 167.4 102.8 94978.1 3354.1 5251.3 185.4 100229.4 3539.6

2011-12 253.6 4532.7 14027.1 29556.1 2367.1 795.8 387.5 341.5 193.2 63.1 33.1 16.9 50736.5 1791.7 1831.1 64.7 52567.6 1856.4

2012-13 398.8 9467.6 31643.5 30172.2 5744.4 1529.4 581.8 371.1 274.9 246.4 108.1 52.3 77426.3 2734.3 3164.0 111.7 80590.3 2846.0

Average 2014.8 13022.6 25477.9 16636.0 7279.6 1752.3 755.7 492.9 380.9 278.2 172.5 147.6 64430.9 2275.4 3980.2 140.6 68411.1 2415.9

50% Dependable flow 65325 MCM 2306.9 TMC



Annexure 4.3

Monthly Water Availablility at Perur G&D Site

Total Monsoon

(MCM) (TMC)

Total NonMonsoon

(MCM) (TMC)

Total Annual

(MCM) (TMC)

1 of 3

CA at Perur 281000 sq.km

Unit:MCM

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

1966-67 633.8 13362.0 23266.4 26992.2 3532.1 1987.3 1773.4 432.6 232.6 684.7 384.5 99.0 67786.6 2393.9 5594.0 197.6 73380.6 2591.4

1967-68 3173.4 19867.9 33732.3 13836.5 6053.9 993.7 2506.6 1042.0 481.0 1055.4 211.7 188.2 76664.0 2707.4 6478.6 228.8 83142.6 2936.2

1968-69 1142.5 8617.0 20449.4 14748.6 7423.9 1453.3 641.3 451.2 264.0 204.1 201.8 203.9 52381.5 1849.8 3419.6 120.8 55801.1 1970.6

1969-70 235.7 16534.0 28620.6 40456.8 4456.8 2015.8 758.6 409.1 281.2 245.8 143.9 101.9 90303.8 3189.0 3956.4 139.7 94260.2 3328.8

1970-71 5459.7 11974.5 52837.6 36004.7 6973.3 1622.9 814.6 555.9 353.0 346.8 227.6 351.2 113249.9 3999.4 4272.0 150.9 117522.0 4150.2

1971-72 3662.0 5125.6 9435.9 15652.0 9282.8 1580.5 616.1 384.1 219.7 145.3 78.7 50.5 43158.3 1524.1 3075.0 108.6 46233.3 1632.7

1972-73 715.3 13954.6 9475.1 9051.0 1802.0 942.1 444.7 182.4 102.1 78.3 57.6 41.4 34997.9 1235.9 1848.6 65.3 36846.5 1301.2

1973-74 311.7 30787.1 36745.3 18921.2 23656.8 5534.4 1271.3 712.2 448.9 285.9 183.3 196.6 110422.1 3899.5 8632.6 304.9 119054.7 4204.4

1974-75 628.9 2492.5 15345.6 3118.1 7309.0 1983.4 736.1 354.1 318.1 249.0 116.1 77.5 28894.1 1020.4 3834.2 135.4 32728.3 1155.8

1975-76 4320.7 14911.8 30141.9 39572.3 15171.8 3862.2 973.5 579.9 353.6 238.1 173.6 129.7 104118.4 3676.9 6310.7 222.9 110429.1 3899.8

1976-77 183.9 25492.7 26571.7 29374.1 1849.0 925.6 580.7 326.4 238.4 189.8 146.4 252.8 83471.3 2947.8 2660.1 93.9 86131.5 3041.7

1977-78 1067.3 14050.1 23943.4 19207.9 3741.8 1746.4 1965.4 716.3 543.4 328.6 201.9 236.0 62010.6 2189.9 5738.1 202.6 67748.6 2392.5

1978-79 3962.3 27800.3 44818.1 17194.4 3755.2 1795.0 1191.0 671.0 1256.4 598.0 199.6 143.5 97530.2 3444.2 5854.5 206.8 103384.8 3651.0

1979-80 6749.4 8218.3 33344.5 8047.4 5699.0 1021.0 983.3 554.7 401.7 424.5 240.8 183.1 62058.5 2191.6 3809.3 134.5 65867.8 2326.1

1980-81 3550.2 13687.4 39344.0 22902.7 2816.3 1053.5 537.4 565.6 375.1 334.2 227.8 243.6 82300.7 2906.4 3337.2 117.9 85637.9 3024.3

1981-82 1126.9 12142.0 38485.0 21765.5 10739.6 2240.8 838.1 642.9 523.1 260.4 150.1 128.6 84259.1 2975.6 4784.1 168.9 89043.2 3144.5

1982-83 998.6 7017.8 18227.2 9245.6 4172.8 1878.3 651.4 396.5 414.0 304.2 82.7 64.2 39662.0 1400.6 3791.3 133.9 43453.3 1534.5

1983-84 1882.9 10880.0 44453.0 44223.8 22943.7 2021.1 1070.9 854.8 472.5 637.9 398.3 301.6 124383.4 4392.6 5757.1 203.3 130140.5 4595.9

1984-85 1135.4 7115.7 19662.2 4395.2 2896.6 1119.2 541.3 480.7 356.9 275.3 201.8 107.3 35205.1 1243.3 3082.5 108.9 38287.6 1352.1

1985-86 1543.9 8846.9 19622.1 5846.7 6221.8 1218.8 486.0 387.8 505.7 474.4 227.0 177.2 42081.6 1486.1 3476.7 122.8 45558.3 1608.9

1986-87 2131.4 20585.9 42260.3 5019.6 2058.9 1133.9 408.4 491.6 273.2 210.1 95.8 71.0 72056.2 2544.6 2684.0 94.8 74740.2 2639.4

1987-88 406.7 5892.5 8723.7 5551.8 2112.0 1125.5 585.8 307.2 213.2 250.8 105.6 95.4 22686.8 801.2 2683.5 94.8 25370.3 895.9

1988-89 1268.0 27073.8 36271.8 31635.6 17165.4 1555.1 733.2 461.5 299.5 317.0 209.5 94.7 113414.6 4005.2 3670.6 129.6 117085.2 4134.8

1989-90 1416.7 21123.7 22145.8 16381.1 4614.0 868.4 469.7 458.3 282.7 268.0 126.8 832.0 65681.3 2319.5 3305.8 116.7 68987.0 2436.3

1990-91 8938.3 19666.4 56806.7 28572.1 20981.4 5291.2 1104.0 727.1 427.8 347.4 260.4 149.4 134964.9 4766.2 8307.2 293.4 143272.1 5059.6

1991-92 1174.9 11494.7 24227.0 4930.8 2460.0 1421.1 552.3 330.4 215.3 159.7 83.7 57.6 44287.4 1564.0 2820.1 99.6 47107.5 1663.6

1992-93 2049.2 6876.4 36130.7 15620.0 2324.4 1008.5 498.8 305.5 232.0 249.6 115.2 62.5 63000.7 2224.8 2472.2 87.3 65472.8 2312.2

1993-94 452.3 8081.8 13006.5 9261.8 4831.7 1270.5 544.6 376.8 345.5 207.4 74.0 41.0 35634.1 1258.4 2859.8 101.0 38493.9 1359.4

1994-95 917.4 33571.7 27881.5 41072.1 6324.3 1892.3 1121.5 1415.3 668.4 648.7 467.7 453.5 109767.0 3876.4 6667.4 235.5 116434.4 4111.8

1995-96 809.8 15726.1 12890.3 20202.1 13865.8 2098.1 880.0 659.8 461.1 412.8 264.3 172.7 63494.1 2242.3 4948.8 174.8 68443.0 2417.0

1996-97 1397.6 5177.0 16650.9 12840.8 4434.8 1395.8 547.7 430.4 293.2 417.9 474.8 173.2 40501.0 1430.3 3733.0 131.8 44234.0 1562.1

1997-98 120.2 3691.4 14569.3 11212.5 2544.7 1954.4 3017.6 1574.7 1039.8 316.4 178.1 215.3 32138.0 1134.9 8296.3 293.0 40434.3 1427.9

1998-99 990.6 7730.3 18483.6 22609.6 13686.2 4009.6 861.8 542.1 397.1 297.2 224.6 176.9 63500.4 2242.5 6509.5 229.9 70009.8 2472.4

1999-2000 4162.4 6165.4 22018.5 26118.3 13454.6 2188.1 832.2 531.5 414.5 350.6 188.4 122.2 71919.2 2539.8 4627.5 163.4 76546.7 2703.2

2000-01 2368.4 23045.1 25993.8 11419.1 2161.6 783.4 356.9 247.0 170.7 165.2 176.5 81.1 64988.0 2295.0 1981.0 70.0 66969.0 2365.0

2001-02 9438.5 13605.5 31783.1 4786.2 5887.1 1069.6 495.4 365.6 231.2 163.3 84.0 42.7 65500.4 2313.1 2451.8 86.6 67952.1 2399.7

2002-03 4438.6 2449.4 21937.6 13772.6 1906.4 624.3 380.8 234.9 155.1 113.9 72.6 41.7 44504.7 1571.7 1623.2 57.3 46128.0 1629.0

2003-04 165.2 18738.0 23901.8 13696.2 8394.5 1773.3 733.1 447.6 498.8 181.8 102.5 101.8 64895.7 2291.8 3838.8 135.6 68734.5 2427.3

2004-05 2797.4 2647.8 21012.6 3996.1 2313.1 546.9 248.0 173.8 731.8 165.5 90.1 73.6 32767.0 1157.2 2029.6 71.7 34796.6 1228.8

2005-06 99.7 19628.2 27016.9 27025.6 9772.3 2594.2 688.5 393.3 237.4 267.5 232.7 198.0 83542.7 2950.3 4611.7 162.9 88154.4 3113.1

2006-07 141.9 14306.3 52123.7 31034.2 11247.3 3122.3 852.8 515.7 303.2 179.6 143.9 111.7 108853.3 3844.1 5229.1 184.7 114082.5 4028.8

2007-08 580.8 15032.6 22219.6 19631.8 7602.3 1281.8 496.8 307.1 346.5 270.7 232.1 19.6 65067.1 2297.8 2954.5 104.3 68021.5 2402.2

2008-09 315.1 5105.3 24953.5 8788.7 2056.7 875.6 466.7 193.5 140.4 88.5 54.9 19.4 41219.3 1455.6 1838.9 64.9 43058.2 1520.6

2009-10 17.1 8173.4 6784.4 6442.9 1438.7 710.1 354.2 235.3 142.5 101.7 39.8 24.0 22856.5 807.2 1607.6 56.8 24464.1 863.9

2010-11 195.7 12533.2 36983.1 43008.2 6790.8 2982.7 1107.9 493.7 307.7 326.9 175.3 107.7 99511.0 3514.2 5502.0 194.3 105012.9 3708.5

2011-12 265.7 4749.0 14696.5 30966.7 2480.1 833.8 406.0 357.8 202.4 66.1 34.7 17.7 53158.0 1877.3 1918.5 67.8 55076.5 1945.0

2012-13 417.8 9919.4 33153.7 31612.1 6018.5 1602.4 609.6 388.8 288.0 258.1 113.3 54.8 81121.5 2864.8 3315.0 117.1 84436.5 2981.8

Average 2111.0 13644.1 26693.8 17429.9 7627.1 1836.0 791.8 516.4 399.1 291.5 180.8 154.6 67505.9 2383.9 4170.2 147.3 71676.1 2531.2




Annexure 4.3

Monthly Gross Yield Availablility at Dummagudem G&D Site

Total Monsoon

(MCM) (TMC)

Total NonMonsoon

(MCM) (TMC)

Total Annual

(MCM) (TMC)

2 of 3

Annexure 4.4

DevadulaMCM 45558 1416 10312.9 21602.75 7696TMC 1609 50 364.2 762.9 271.8

4531160

Table No. - Net availability of water at Dummugudem

Units

Net Availability at Dummagudem at

75% dependability

75% dependable flow at Perur

reduced pro rata at Dummagudem

Planned Upstream Commitments

Proposed Utilisation

for Ongoing Projects

Proposed Utilisation for Future

ProjectsKaleswaram

Annexure 4.5b

Site Site Polavaram

Year Q (cumecs) WL (m) Date Year Q (cumecs) WL (m) Date

1966 44418 85.455 06‐09‐1966 1966 29760 25.217 06‐09‐1966

1967 30194 82.465 04‐08‐1967 1967 35161 24.687 05‐08‐1967

1968 20662 80.045 18‐08‐1968 1968 26189 22.427 19‐08‐1968

1969 33577 82.680 21‐09‐1969 1969 35462 25.142 23‐09‐1969

1970 46078 83.875 20‐08‐1970 1970 38701 26.297 23‐08‐1970

1971 18005 79.310 02‐09‐1971 1971 16881 21.745 03‐09‐1971

1972 22129 80.355 06‐07‐1972 1972 27949 23.870 07‐07‐1972

1973 32738 81.990 26‐08‐1973 1973 30564 24.417 28‐08‐1973

1974 15559 79.760 12‐08‐1974 1974 18110 22.270 13‐08‐1974

1975 34115 82.675 12‐09‐1975 1975 39364 25.192 11‐09‐1975

1976 39427 84.040 22‐07‐1976 1976 46299 26.517 23‐07‐1976

1977 27766 81.765 24‐08‐1977 1977 34964 24.442 25‐08‐1977

1978 38329 83.230 01‐09‐1978 1978 38229 25.542 18‐08‐1978

1979 36269 82.760 05‐08‐1979 1979 32864 24.897 07‐08‐1979

1980 26480 82.015 03‐08‐1980 1980 29468 24.075 05‐08‐1980

1981 51496 84.025 11‐08‐1981 1981 43841 25.922 13‐08‐1981

1982 11750 77.750 18‐08‐1982 1982 15247 21.817 19‐08‐1982

1983 43879 85.080 13‐08‐1983 1983 40716 26.627 15‐08‐1983

1984 14784 79.510 22‐08‐1984 1984 19943 22.702 04‐08‐1984

1985 12986 78.120 13‐08‐1985 1985 16442 21.957 15‐08‐1985

1986 62889 87.420 15‐08‐1986 1986 57311 28.017 16‐08‐1986

1987 11809 78.515 10‐07‐1987 1987 15169 21.705 11‐07‐1987

1988 39623 83.450 01‐08‐1988 1988 43506 25.525 30‐07‐1988

1989 31414 82.750 25‐07‐1989 1989 35936 24.477 27‐07‐1989

1990 62800 87.020 24‐08‐1990 1990 61658 27.277 25‐08‐1990

1991 24830 81.655 18‐08‐1991 1991 29469 23.637 19‐08‐1991

1992 35140 82.920 16‐08‐1992 1992 39003 24.967 17‐08‐1992

1993 17642 80.070 05‐08‐1993 1993 19062 21.832 06‐08‐1993

1994 41042 83.980 13‐07‐1994 1994 43105 26.002 07‐09‐1994

1995 40205 83.750 21‐10‐1995 1995 35259 24.912 23‐10‐1995

1996 8996 77.170 25‐08‐1996 1996 11290 20.317 23‐07‐1996

1997 12350 78.270 23‐08‐1997 1997 13266 21.117 03‐08‐1997

1998 18132 79.380 17‐09‐1998 1998 16477 22.082 18‐09‐1998

1999 19223 80.280 12‐08‐1999 1999 22714 22.987 09‐08‐1999

2000 40942 83.340 21‐07‐2000 2000 35217 25.297 31‐08‐2000

2001 36288 82.730 22‐08‐2001 2001 33764 24.967 23‐08‐2001

2002 24840 81.540 26‐08‐2002 2002 29786 24.127 27‐08‐2002

2003 20116 80.160 27‐07‐2003 2003 25862 24.342 28‐07‐2003

2004 16746 79.120 23‐08‐2004 2004 18725 21.742 04‐08‐2004

2005 24436 81.130 18‐09‐2005 2005 43703 25.897 21‐09‐2005

2006 51917 85.600 06‐08‐2006 2006 52811 27.297 07‐08‐2006

2007 37378 82.810 09‐08‐2007 2007 47249 24.712 10‐08‐2007

2008 25946 81.970 06‐08‐2008 2008 26975 23.957 08‐08‐2008

2009 12393 77.750 28‐08‐2009 2009 11249 20.217 29‐08‐2009

2010 44201 83.670 07‐08‐2010 2010 39047 25.707 09‐08‐2010

2011 26113 80.930 02‐09‐2011 2011 23943 23.502 03‐09‐2011

2012 27119 81.480 22‐08‐2012 2012 26290 23.692 07‐09‐2012

Perur

Annual Maximum discharge with corresponding Water Level (m.s.l)

1 of 1

5. P

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INA

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Chapter-5: Preliminary Design 5-1 WAPCOS Limited

CHAPTER 5

PRELIMINARY DESIGN FEATURES AND CRITERIA

5.1. GENERAL

Earlier before the Bifurcation of Andhra Pradesh, two project namely (i) Rajiv

Dummugudem Lift Irrigation Scheme (ii) Indira Sagar Rudram kota Lift Irrigation

Scheme were proposed in order to harness the irrigation potential of left out ayacut

from existing irrigation schemes, which is about 6.5 Lakh Acres out of which about 2

Lakh Acres was proposed to be covered by Rajiv Dummugudem Lift Irrigation

Scheme and 1.25 Lakh Acres was proposed to be covered by Indira Sagar Lift

Irrigation Scheme. Even after execution of this scheme, about 2.55 Lakh Acres will

still remain to be covered by any future irrigation scheme. After bifurcation of Andhra

Pradesh 7 Mandals of Khammam District was amalgamated in West Godavari District

of Andhra Pradesh, in this process the intake structure of proposed Indira Sagar Lift

Irrigation Scheme went into administrative boundary of Andhra Pradesh. As such

there is a need for revision of the Indira Sagar Scheme in order to avoid

administrative difficulties in O&M between two adjoining states.

In view of above, Govt. of Telangana decided not only to integrate earlier proposed

Indira Sagar and Rajiv Sagar Lift Irrigation Scheme into one lift irrigation scheme but

also to cover the Gap Ayacut which is not coming under any present or future

irrigation scheme. Accordingly, the project is now renamed as Sita Rama Lift

Irrigation Scheme is being formulated to cover about 9.36 Lakh Acres of

Khammam, Bhadradri Kothagudem & Mahabubabad Districts of Telangana. The

project has been planned to execute in two phases. Phase – I of the Sita Rama Lift

Irrigation Scheme will cover the Khammam, Bhadradri Kothagudem & Mahabubabad

Districts whereas Phase – II will also cover the same districts. Phase – I of this

scheme covers command area of 2,72,921 Ha with new ayacut of about 1,33,085 Ha

and Stabilization of about 1,39,836 Ha. The present report deals with Phase-I of the

Sita Rama Lift Irrigation Scheme.

The Phase-I of Sita Rama Lift Irrigation Project envisages construction of Head

Regulator at Dummugudem Anicut and to draw water from Godavari through an

approach channel of CBL EL. 45 m. The Approach Channel has been designed 1.5




times the capacity the of required discharge i.e., with a design discharge of 382

Cumecs (13500 Cusecs)from the River with a length of 1.00 Km and then designed

as gravity canal for a length of 9.50 km thereafter the water will be lifted with a

proposed 1st pump house with a discharge of 255 Cumes (9000 cusecs) at Village

B.G.Kothuru, Aswapuram (M) from El. 43.51 m to El. 67.180 m and then water will

be flowing through a gravity canal of a length 33.100 Km crossing two major rivers

Kinnerasani and Murredu at Chainage 36.25 Kms and 38.00 Km respectively and

from proposed 2nd pump house at Ch. 43.900 Km near Village V.K.Ramavaram, H/O

Pusugudem, Mulakalapally(M), Bhadradri-Kothagudem District with a discharge of

about 250 cumecs is lifted from El. 62.464 to El 110 m to Delivery Cistern at Ch.

44.650 Km and then water will be flowing through a lined canal of about 12.575 Km

length up to proposed 3rd Pump House at Km. 57.225, Kamalapuram and then water

is lifted through the pumping main of about 1525 m from El. 108.238 m to El. 160 m

to delivery cistern at Ch. 58.750 Km with a Discharge of 209.23cumecs. From this

point, the Water conductor system consisting of Gravity canal and Tunnel has been

proposed to irrigate the earlier proposed Rajiv Sagar Ayacut, including stabilisation of

NSP, Wyra and Paleru projects with a ayacut of about 5,39,387 Ac (New ayacut of

about 1,93,853 Acres and rest under stabilization).

From the same pump house at Kamalapuram, the water is lifted to El.200 to feed

ayacut (Indira Sagar Ayacut of about 1,35,000 Acres) covering sathupally and enroute

mandals through water conductor system. Fourth pump house has been proposed at

Dibbagudem H/o Gandugulapally(V), Dammapeta(M) of Bhadradri-Kothagudem

District village in which water will be lifted from El. 197m to El. 265 m cover 60,000

Acres through a gravity canal. Second Pressure main from this pump house will take

off water and will be lifted from El. 197.00m to El. 245.00m covering an ayacut of

25000Ac.

Total Stabilization of Major and Medium projects like NSP, Wyra, Lankasagar and

Paleru is of about 2,76,660 Acres and other minor irrigation schemes and PR Tank

where is there is no assured irrigation source for an area of about 97,158 Ac. will be

also being stabilised through Phase – I of this scheme. Also, provision for Industrial

and Drinking Water Supply has also been taken into account.




Apart from this, the present scheme envisages Pump Houses, Regulators, Offtakes,

Cross Drainage and Cross Masonry works across the main Canal wherever required.

The Layout Map of Phase-I of Sita Rama Lift Irrigation Project is appended as

WAP/WRD/SRLIS/P-I/DWG/01.

The design features of the scheme are described in the ensuing paragraphs and typical

designs of the same are appended at the end of this chapter.

5.2. DESIGN OF STRUCTURES

The Present Report envisages the construction of following.

(i) Construction of Head Regulator

(ii) Construction of Lined Canal

(iii) Construction of Four Pump Houses

(iv) Delivery Cisterns

(v) Laying of Pumping Main

(vi) Cross Drainage works across Main Canal.

(vii) Road Bridges wherever required.

(viii) Cross Regulators and Offtakes etc.

(ix) Tunnels

(x) Railway Crossing

5.2.1. Design of Main Canal

The Present Scheme consisting of main canal having a total length of about 210 Km

and has been designed as lined canal with 10 cm thick cement concrete with

trapezoidal sections having side slopes of 1.5(H): 1 (V). Trapezoidal canal section is

adopted for practicability and the canal has been designed by Manning’s formula.

Considerations with respect to relevant IS codes have been taken into account.

Three types of cross sections have been adopted as below

(i) Canal in full cutting

(ii) Canal in partial cutting & partial filling

(iii) 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. Freeboard has

been provided as per clause 6.2 of IS 4030:1982 and clause 4.3 of IS 7112:2002 for

unlined and lined canals respectively. The freeboard shall be measured from the full

supply level to the level of the top of the bank. A freeboard of 1.0 m has been

provided.

The design section has been computed by calculating velocity using Manning’s'

equation and cross sectional area (A) computed considering channel side slopes of

1.5:1 i.e. stabilized regime section of unlined channel as

N

SRV

21

32

Where,

V = Velocity in m/s.

R = Hydraulic mean depth = A / P in meter.

A = Sectional area of canal with side slope 1.5:1, in square metre.

P = Wetted perimeter in metre.

S = Bed slope /water surface slope

N = Coefficient of Rugosity = 0.02

The following criteria have also to be kept in view while designing the irrigation

channels

a) Water Surface Slope

It has been adopted as per IS 7112, Annexure B. If the gradient is steep, falls / drops

are to be provided where the Canal Full Supply level touches the ground level.

b) Conveyance Losses

The conveyance losses to be adopted 2.25 m3/s/106 m2 of wetted area in case of

unlined canals and 0.60 m3/s/106 m2 for lined canals.




c) Water Allocation (Duty)

The water allocation (Duty) is to be taken as 1430 ha/ m3/s (100 acres/cusecs)

excluding losses.

d) Rugosity Co-efficient

The following values of rugosity co-efficient (N) are to be adopted in design of canal

system for channel with concrete lining 0.02 and for earthen channel 0.0225.

Design and drawing of the typical sections of lined canal are appended as Annexure

5.1.

5.2.2. Head Regulator at on existing Weir on Godavari River

A Head Regulator is a structure constructed at the head of a canal off taking from a

reservoir behind a weir/Cistern 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 served

as a meter for measurement to the distributaries.

The Head Regulator has been designed for a discharge of 400 cumecs. There are 6

Nos. of bays of 10 m each. Breastwall has been provided to reduce the height of gates.

The sill level has been kept at El. 46.50 m and designed to pass the discharge with

water depth of 2.5 m above the sill level.

a) Head Regulator Service Gate (main canal at existing weir)

It is proposed to provide 6 (Six) sets of vertical lift wheel type 1000 mm*2500 mm

size gate for head regulator of Sita Rama existing weir. The gate shall be designed for

unbalanced head of 3.0 m corresponding to pond level & check for MWL in

accordance with the provision contained in IS:4622. These gats shall have upstream

skin plate& sealing in case of service gate. These gates shall be operated with the help

of electrically operated rope drum hoist of adequate capacity (16-ton tentative

capacity) installed on the trestle at E.L 56.5 m. Gates shall be used for regulation of

discharge to the pump house relating to lift irrigation scheme. The salient features are

as under:




1. Deck Level 56.5 m

2. Pond level 49.5 m

3. Sill Level 46.5 m

4. H.F.L 55.0 m

5. Top of opening 49.0 m

6. C.L of top seal 49.10 m

7. Clear Width of Opening 10.0 m

8. c/c of side seal (assumed) 10.15 m

9. c/c of track plate (assumed) 10.6 m

10. Height of C.L of Top seal 2.60 m

11. Water head on sill 3.0 m

12. Water head on Top seal 0.50 m

13. Total No. of opening 6 (Six) Nos.

14. Total No. of Gate Required 6 (Six) Nos.

15. Type of gate proposed Vertical lift fixed wheel type gate

16. Position of the skin plate and sealing Upstream

17. Seal Rubber IS: 11855

(i) Side and top seal Teflon cladded music note type

(ii) Bottom sill Wedge Type

18. Hoisting arrangement Individual electrically operated

rope drum hoist of adequate

capacity.

19. Operation Regulation of discharge

20. Design Standard IS: 4622, I.S: 800, IS: 6938, IS: 807

21. Design Condition Wet & inaccessible

22. Approximate Weight of the gate 7.04 ton/gate

23. Approximate weight of the Embedded parts 2.12 ton/bay

24. Hoist capacity 16 ton/per gate

b) Head Regulator Stop Logs

It is proposed to provide one set of sliding type stop logs consisting of 2 equal size

units of 10000 mm * 1375 mm size i.e two units and the top unit as non-




interchangeable unit for the maintenance of head regulator gates. The stop logs shall

be designed for unbalanced head of 3.0 m corresponding to pond level and checked

for MWL in accordance with the provision contained in IS:5620. The stop logs shall

have downstream skin plate and sealing. Each stop logs shall be operated with the

help of lifting beam and monorail crane of adequate capacity under balance head

condition achieved with the help of a pair of filling valve to be provided in the top

unit or crack opening from the top of the weir.

The salient features are as under:

1. Deck Level 56.50 m

2. MWL/Pond Level 49.50 m

3. Crest/sill Level 46.50 m

4. H.F.L. 55.0 m

5. Top of opening 49.0 m

6. C.L of top seal 49.10 m

7. Clear Width of Opening 10.0 m

8. c/c of side seal (assumed) 10.15 m

9. c/c of track plate (assumed) 10.6 m

10. Total eight of stop log One Set 2.6 + 0.15= 2.75m

11. Size of each unit Two Units (10.0*1.375) m

12. Water head on sill 3.0 m

13. Water head on Top seal 0.5 m

14. Total No. of opening 6 (Six) Nos.

15. Total No. of Stoplogs Required 1 set consisting of two non-

interchangeable units

16. Type of stop log proposed Sliding type gates

17. Position of the skin plate and sealing Downstream

18. Seal Rubber IS : 11855

19. Side and Top Seal Music Note Type

20. Bottom Seal Wedge Type

21. Mode of operation Lifting Beam + Monorail Crane

of Adequate Capacity




22. Operation Balance head condition achieved

with the help of 2 filling valves

provided in the top unit or crack

opening.

23. Design Standards IS:5620, IS:800, IS:6938,

IS:3177, IS:807

24. Approximate Weight of one set stop logs 6.21 tons

25. Approximate Weight of Embedded parts 1.12 ton/Bay

26. Hoist Capacity 10 tons

The Head Regulator design is appended as Annexure 5.2.

5.2.3. 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 of 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

By passing the canal over the drainage and is achieved through aqueduct

By passing the drainage over the canal and is achieved through a supper passage

By lowering the canal/drainage and is achieved through either drainage siphon or

drainage under tunnel.

CD works have been designed as per relevant IS codes. The Typical designs of

Aqueduct on the Main Canal is given as Annexure 5.3.

B) Cross Masonry Works

The irrigation canals create an obstruction to the traffic. Therefore, it 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

Village Road Bridge and Major District Road Bridge are given in detailed below:

Design Criteria for Village Road Bridge/Single Lane

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 1.0 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 M

15 grade.

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) Clear Carriage way of 4.25 m has been provided for single lane bridge




Design Criteria for Major District Road Bridge/Double Lane

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 1.0 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 M

15 grade 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) Clear Carriage way of 7.5 m has been provided.

p) For Four lane bridge carriage way has been kept as 14.5 m

5.2.4. Lift System

Pump Houses proposed in the scheme consists of the following components:

a) Surge Pool

b) Draft Tubes

c) Pump house

d) Delivery Mains

e) Delivery Cistern




f) Electro-Mechanical works

g) Hydro-Mechanical works

Typical Design of Pump House and Power requirements in Scheme is appended at

Annexure 5.4 and 5.5 respectively.

5.2.5. DESIGN OF TUNNEL

The water conductor system of Sita Rama Lift Irrigation Project passes a hill due to

the topography of the project area. In this regard, a Tunnels are proposed wherever

required. The hydraulic design of tunnel at Ch. 110.475 Km with a diameter of 7.5 m

to carry a discharge of about 122 cumecs is appended as Annexure 5.6.

AN

NE

XU

RE

5.1

Annexure 5.1

RD 0 Km - 10.5

KmsRD 10.8 Km - 39.95 Kms

Lined Lined

1 Discharge - Required Q(r) M3/Sec 382.33 254.89

Q Cusecs 13500.00 9000.00

2 Discharge - Designed Q(d) M3/Sec 382.44 259.88

3 Bed Width B m 67.00 30.00

4 FSD D m 4.00 5.00

5 Side Slopes (s) 1.50 1.50

6 Value of 'n' n - 0.02 0.02

7 Bed Fall 1 in 8000 8000

8 Area -A A Sq.m 292.00 187.50

9 Perimeter - P P m 81.422 48.028

10 R m 3.586 3.904

11 R 2/3 2.343 2.479

12 B/D - Ratio - 16.75 6.00

13 Velocity V m/sec 1.310 1.386

UnitsSl.No Description

SITA RAMA LIFT IRRIGATION SCHEME (PHASE-I)

Design of Canal Section

1 DESIGN DATA

S.No Particulars Value Unit

(i) Required Discharge Qr 400.00 cumecs

(ii) Designed Discharge (Qd) Qd 400.00 cumecs

(iii) Pond Level of Barrage FRL 49.50 m

Top Level of head regulator gate 49.80 m

(iv) Full Supply Level (FSL) FSL 49.00 m

(v) Canal Bed Level (CBL) CBL 45.00 m

(vi) Bed Width of HR (BW) BW 70.00 m

Bed Width of Canal 70.50 m

(viii) Full Supply Depth (FSD) FSD 4.00 m

(xi) Free Board (FB) FB 1.00 m

(xii) Canal Bed Slope S 1 in 8000

0.000125 -

(xiii) Safe Exit Gradient Ge 1 in 5

(xiv) Inner Side Slope (H:V) 1.5:1 -

(xv) Outer Side Slope (H:V) -

(xvi) Rugosity coefficient 'N' N 0.018 -

(xvii) Gravitational Acceleration (g) g 9.81 m/sec2

(xviii) Working head h 0.50 m

(xix) Type of canal Lined -

(xx) Lacey's silt factor f 1.00 -

(xxi) Angle of Offtake canal 107.00 degrees

(xxii) No. of Piers Np 5.00

(xxiii) Pier Width PW 2.00 m

(xxiv) Downstream Glacis Slope Sg 3 H : 1 V 3 in 1

∆ The Head Regulator will be designed for submerged flow over the crest of Head regulator.

2 CREST LEVEL & WATERWAY

Q = 2/3 Cd1 L √2g [(h+ha)3/2 - ha3/2] + Cd2 L d √2g (h + ha)

Where, Cd1 0.577Cd2 0.8

SITA RAMA LIFT IRRIGATION PROJECT (PHASE-I)HEAD REGULATOR OF MAIN CANAL

Coefficient of Discharge

Annexure 5.2

1

L 60 m

Effective Length of Head Regulator of waterway 59.1 m

400 = 2/3 * 0.577 * 59.1 * 4.41 * 0.5 ^1.5 + 0.8 * 59.18(19.62 * 0.5 )^0.5400.00 = 35.45 + 148.09 d

ha 0 m

Hence, Top Level of HR gate - Crest Level d = 2.46 msay = 2.50 m

46.50 msay 46.50 m

405.66 > 400.000 cumecs

3 WIDTH OF CREST :

Where He = U/S FSL - Crest level = 2.50 m

∆ min. width of crest = 1.67 m

Provide top width of crest for accomodating Gates and Stoplog = 2.50 m

4 LEVEL AND LENGTH OF D/S FLOOR :-

Discharge in Primary Main canal Q = 400.00 cumecs

Total clear waterway L = 60.00 m

Discharge Intensity q = 6.67 cumec/m

Head loss HL = 0.50 m

Critical Depth, Dc = (q2/g)1/3 Dc = 1.66 m

HL/Dc = 0.30

From Diagram Connecting HL and Ef2 for Given Discharges per metre run

Ef2 = 2.85 m

D1/Dc = 0.57

D2/Dc = 1.61

D2/D1 = 2.82

Prejump Depth D1 = 0.95 m

Post jump depth D2 = 2.67 m

D/s Floor Level FSL - D2 = 46.33 m

Waterway (Length of Crest) BW - Np*PW

Velocity of Approach Head

Crest Level FSL-d

Calculate Discharge

Sharp Crested Weir will be provided so as to have minimum possible head loss. The minimum width as per IS6531-1994 is 2/3 He

2

Downstream Floor Level has been kept same as of CBL Say 45.00 m

Keep Cistern Level at El 45 m same as bed level of canal

Froude no. F = 2.31

Lj/D2 = 4.5 m

Lj = 12.03 m

Say 15.00 m

Provide Cistern Length as 15.00 m

(i) D/S Horizontal floor length = 2.00 m

(ii) D/S Inverse slope ( 5:1 slope ) = 0.00 m

(iii) D/S Cistern length = 15.00 m

(iv) D/S Glacis length ( 3:1 slope) = 4.50 m

(v) U/S Crest Width = 2.50 m

(vi) U/S floor length = 36.00 m

(vii) Total length of floor = 60.00 m

(viii) Provided total floor length = 60.00 m

(ix) Provided U/S Floor length = 36.00 m

5 VERTICAL CUT-OFFS

Scour Depth 1.35 (q^2/f)^(1/3) R = 4.78 m

Downstream Maximum Scour Depth 1.5 R = 7.18 m

Level of Scour Depth below FSL = 41.82 m

Scour Depth below canal bed level = 3.18 m

The minimum depth of U/S & D/S Cut-off required for the given discharge is 5m

(i) Provide D/S Cut-off of 5m depth below D/S bed level as per exit gradient = 5.00 m

Bottom elevation of Downstream pile = 40.00 m

6 FLOOR LENGTH AS PER KHOSLA THEORY

From Khosla's theory, the exit gradient can be expressed by the relation as

Maximum Water Level in River = 55.0 m

Exit gradient, GE = 1 / (pi x sqrt ( λ )) X (H / d )

Where, GE ( Exit gradient ) = 1 / 4

d = Depth of d/s cutoff = 5.00 m

H = Maximum static head = MW Level - D/S Bed Level = 10.00 m

q / √ (g x D13)

Length of the Jump (From Fig 3. IS 4997-98) for F = 2.31

3

Substituting the values 1 / 4 = 1 / (pi x sqrt ( λ )) X (H / d )

or 1 / (pi x sqrt ( λ )) = 0.125

λ = 6.485

So, α = 11.93

α = (b/d) So, Floor Length b = 59.64

Say = 60.00

7 PRESSURE VARIATION & THICKNESS CALCULATIONS

U/S D/S

E1 C1 E C

D1 D

( i ) At U/S & D/S cut off wall Total floor length (b) = 60.00 m

Depth of D/S cut off wall (d) = 5.00 m

From Khosla's equation 1/α = d/b = 0.083

α = b/d = 12.00

λ = (1 + √ (1 + α2))/2 = 6.52

ΦE = (1/pi) *Cos-1((λ - 2)/λ) = 25.62 %

ΦD = (1/pi) *Cos-1((λ - 1)/λ) = 18.00 %

ΦC1 = 100 - ΦE = 74.38 %

ΦD1 = 100 - ΦD = 82.00 %

(ii) At Downstream of Glacis

= 39.44 %

= 3.944 m

Thickness of floor at Glacis end point = 3.18 m

(iii) At 7m from D/s End of Floor

= 31.31 %

= 3.131 m

Thickness of floor at Glacis end point = 2.52 m

λ = (1+sqrt(1+α2))/2

Floor Length = 60.00 m

ΦGlacis = ΦE + (D/s Floor Length upto Glacis end point)*(ΦC1-ΦE)/b

Balanced Head

= ΦE + (7)*(ΦC1-ΦE)/b

Balanced Head

4

8 Protection Works beyond Impervios Floor

(i) Upstream protection :

(ii) Downstream protection :

Scour Depth R = 4.78 m

Anticipated Scour 2R = 9.57 m

Downstream Scour Level = 39.43 m

Scour Depth below D/s Floor D = 5.57 m

(a) Inverted Filter

Length of inverted filter should be equal to 'D' meter and thickness equal to D/s Launching apron

Depth of scour below floor level D = 5.57 m

1.5D = 1.5 x 5.57 = 8.36 m

No. of rows of c.c. blocks = 8.36 /1.2 = 6.97

say, 9.00

Length of c.c. blocks = 9 x 1.2 = 10.8 m

(b) Launching Apron

Thickness of Launching Apron = 1.5 m

Quantity of Launching Apron required = 12.53 m3/m

The launching apron is assumed to launch in slope 2H:1 V

Sloping length = 12.45 m

say = 13.0 m

Length Required = 8.7 m

Say 9.0 m

Provide Curtain Grouting along U/s Cut-Off 3 m c/c, 10 m deep 1 row

Provide Curtain Grouting along D/s Cut-Off 3 m c/c, 10 m deep 1 row

Provide 9 rows of 1.2m X 1.2m X 0.9m C.C. Blocks with gap of 75mm filled with 'bajri' over 0.6m thick graded filter in a length of 10.8 m

5

Particulars Symbols/ Formulas Calculation UnitsI Input Data

1 Design Discharge Q 255.00 Cumecs

2 Design Bed Width B 30.00 m

3 Design FSD D 5.00 m

5 Rugosity Coefficient (N) N 0.020

6 Velocity in meter/sec V 1.39 m/sec

7 Free Board 0.75 1.00 m

8 CVR 1.00

9 Bed level at U/S CBL U/S 64.00 m

10 Bed level at D/S CBL D/S 64.00 m

11 Full supply level U/S FSL U/S 69.00 m

12 Full supply level D/S FSL D/S 69.00 m

13 NSL NSL 57.00 m

14 Catchment Area CA 1650.00 Km2

2 Design of Drainage water way:-

High Flood Discharge:-

1333.00 Sq.kms

5663.37 Cumecs

1650.00 Sq.kms

6646.08 Cumecs

Q = Say 6650.00 m3/sec

General Ground Level = NSL= 57.00 m

High flood level as per analysis carried out, HFL = 62.00 m

Hence Canal bed level is 64 m

Lacey's Perimeter P=4.83√Q 393.9 m

The drain/river linear water way may be provided about 50% - 80% of Lacey's Perimeter.

Hence Provide water way (assuming 80% of Lacey's Perimeter) = 315.1 m

say 320.0 m

Clear Span between Piers 12.00 m

Thickness of Piers 2.00 m

No. of bays to be provided 23.00

Total Water way between the

abutment= Length of flumed portion

23 x 12 + 22 x 2 320.00 m

Provide 23 bays of 12 m each having 22 piers of 2 m thick

Sita Rama Lift Irrigation SchemeAnnexure 5.3

Aqueduct at Kinnersani River at RD 36.250 Km

Catchment Area at existing Kinnersani Project

Catchment Area at Aqueduct Site

Design Flood at existing Kinnersani Project

Design Flood of Kinnersani River at Aqueduct Site (Q)

3 Design of Canal Water Way

Bed width of canal = 30.00 m

FSD = 5.0 m

22.0 m

22.0 m

length of Contraction portion Lf contr. =(30-22)/2 x 2 8.0 m

length of Expansion transition Lf Expansion.=(30-22)/2 x 3 12.00 m

4

Contraction transition Bx= (Bn.Bf.Lf)/ (Lf.Bn-x(Bn-Bf)) Bn.Bf.Lf=30x22x8 5280.000

Lf.Bn 240.000

Bn-Bf 8.000

Bx 5280/(240-8X)

Value of Bx are shown in Table-1

Expansion transition Bx= (Bn.Bf.Lfe)/ (Lfe.Bn-x(Bn-Bf)) Bn.Bf.Lfe 7920.000

Lfe.Bn 360.000

Bn-Bf 8.000

Bx 7920/(360-8X)

Value of Bx are shown in Table-2

5 Head loss and bed levels at different sections

Area A4= (B+sd)d (30+1.5x5)x5

187.50 m2

Velocity V4=Q/A4=255/187.5 1.36

Velocity Head h4 h4=(V4)2/2g 0.094 m

RL at Bed at Section -4-4 As per data 64.000 m

RL of Water Surface at 4-4 64+5 69.000 m

RL of TEL at section 4-4 69+0.094 69.094 m

At Section -3-3:- keeping the same depth of water as 5m

Clear Water Way B3 21.000 m

Area at Section-3-3 Area = A3=B3 x d 105.00 m2

At Section -4-4:-

In transitions, the side slopes of the canal section will be warped in plan from the original slope of 1.5H:1 to

vertical i.e., rectangular section

Design of Transitions

Since the depth is kept constant, Mitra's transition equation is uses as:

Let the normal canal width of 30m be flumed to 22m. (i.e., about 70% of the normal width). Providing

a splay of 2:1 in contraction and 3:1 in Expansion

Therefore width of flumed portion

Provide width of the flumed portion (70 % of the canal width) =

Velocity V3=Q/A3=255/105 2.43 m/sec

Velocity Head h3 h3=(V3)2/2g 0.301 m

Head loss in Expansion from Section 3-

3 to Section 4-4

0.3(V32-V42)/(2xg) = 0.3( 2.43^2 -

1.36^2)/(2*9.81)

0.062 m

RL of TEL at section 3-3 = RL of TEL at

section 4-4 + Loss in Expansion

69.094+0.062 69.156 m

RL of water surface at section 3-3 = RL

of TEL at section 3-3 - Velocity

head(h3)

69.156-0.301 68.855 m

RL of Canal bed at section 3-3 = RL of

water suface at section 3-3 -Full

supply depth

68.855-5 63.855 m

Clear Water Way B3 21.00 m

Area at Section-3-3 Area = A3=B3 x d 105.00 m2

Area of trough at section 2-2 = A2= B2

x d

A2=21x5 105.00 m2

Wetted Perimeter P2= (B2 + 2d) P2=2+2x5 32.00 m

Velocity v2=Q/A2=v3=Q/A3=255/105 2.43 m/sec.

velocity head=h2=h3= 0.301 m

R A2/P2=105/32 3.28 m

Head Loss HL2=n2v2L/R4/3 0.155 m

RL of TEL at section 2-2= RL of TEL at

section 3-3 + Friction loss

69.156+0.155 69.311 m

RL of Water Surface at section 2-2 =

RL of TEL at section 2-2-Velocity

head3-3

69.311-0.301 69.010 m

RL of Bed level at section 2-2 = RL of

water surface - FSD

69.01-5 64.010 m

At Section 1-1

Area A1=A4 187.500 m2

Velocity V1=V4 1.36 m/sec

Velocity V2=V3 2.43 m/sec

Loss of Head in Contraction HL=0.2(V22-V1

2)/2g 0.041 m

RL of TEL at section 1-1= RL of TEL at

section2-2 + loss in transition

69.311+0.041 69.353 m

RL of Water Surface at section 1-1= RL

of TEL at section1-1 -Velocity head4-4

69.353-0.094 69.258 m

RL of TEL at section 1-1 = RL of water

surface - water head

69.258-5 64.258 m

At Section 2-2

There is a friction loss between section 2-2 and section 3-3. Hence the following mannings formula

will be used for head loss due to friction

Since the section is rectangular and constant frmsection 3-3 to 2-2. therefore area and velocity are

same.

here L=320m, n=0.02 v= 1.39m/sec, R=3.28m

6 Design of Trough :

Width of trough 22.00 m

wall thickness 0.50 m

bottom slab of trough 0.50 m

7 Maximum Scour Depth:

Width of the River at HFL = 680.000 m

Discharge per unit width = 9.78 m3/s/m

Silt Factor 1.25

Depth of Scour " Rn = " = 1.35 x (q2/f)^(1/3)= 1.35 x ( 9.78^2/1.25)^(1/3) 5.74 m

Maximum Scour depth is 2Rn at nose of piersi.e., R = 2 x 5.74 11.48 mScour below River Bed level 6.48 m

Say 7.00 m

Hence Foundation level = 50.00 m

The trough shall be designed keeping the following data

A free board of 1m above the normal water depth of 5m is sufficient and hence, the bottom level of

bridge slab over the compartment can be kept at 5+1=6m above the bed level of the trough. The

height of the trough will therfore be kept equal to 6 m. The entire trough will be constructed in

monolithic reinforced concrete and can be designed by usual structural methods

X 0.00 2.00 4.00 6.00 8.00

Bx 22.00 23.57 25.38 27.50 30.00

X 0 3 6 9 12

Bx 22.00 23.57 25.38 27.50 30.00

For various values of X lying between 0 to 8 & various value of Bx for Contraction transition

are worked out on the basis of eqn Bx as shown below in the table-1

For various values of X lying between 0 to 12 & various value of Bx for Expansion transition

are worked out on the basis of eqn as shown below in the table-2

Table:1

Table-2

Plan for Canal Water Way

1 2 3 4

2 3

1 1

22m

1

2 3 4

TEL 69.353 69.311 69.156 69.094

Water Level 69.258 69.010 68.855 69

Bed Level 64.258 64.010 63.855 64

Table -A

30m30m

320m

Elevation Of Canal Water Way

8m 12m

5.4

I

1 Design Discharge 255 Cumecs2 Bed Width of Canal 67 Metres3 Water Depth at FSL 4 Metres4 Sump is being designed for detenetion period of 8 min as per relevant IS code 8 Minutes5 Total Capacity of Sump (in the deepest portion) 122400 Cubic Metres6 Depth of Sump at Pump

Distance of Bell Mouth from Bed of Sump 2 MetresDiameter of Bell Mouth 5 MetresMinmum water Depth at the Bell Mouth of Sump, where 5 m is dia of Bell Mouth 1.5x5 7.5 MetresSo, Total depth of the sump required at the Suction Pipe 9.5 MetresThis depth is to be provided upto a length of 10D, where D is Dia of Bell Mouth 60 Metres

7No. of Pumps Required (assuming the velocity in the suction and delivery pipe as 2.5 m/s and Diameter of 3.3 m for Metallic/Concrete Volute Pumps) 11.92

say 12.00 nos.Providing 20% for Stand By Pumps 2.4

say 3 nos.Total Number of Pumps to be provided 15 nos.Keeping the distance of pipes/pumps 2D c/c, where D is the Diameter of Bell Mouth @ 10.0 Metres C/C

Say 12.25 m C/C8 Hence Width of Sump to accomodate 15 Pumps of 3.3 m diameter 184 Metres

Avg. depth of Water = (4 + 9.5)/2 6.75 MetresAvg. width of Forebay = (67+184)/2 125.5 MetresLength of Forebay 144.5 Metres

Say 150 Metres

IICistern is to be designed for a detention period of 8 minutes so that canal may run smoothly

a Detention Time 10 minb Capacity required 153000 Cubic metresc Width of Cistern 190 md Water Depth 6.5 me Length Required 123.9 m

ANNEXURE:

SITA RAMA LIFT IRRIGATION SCHEME (Phase-I)Design of Pumphouse at Kilometre 10.50 Kms

Design of Sump (As per IS 15310:2003)

Design of Cistern

Let us provide length, say 236 m

The RCC sidewalls are proposed with 0.3 m thickness at top and 0.5 m at the bottom. The floor with 0.15 m thick CC slab with 15 cm thick lean concrete beneath it.

Location Location Location Location Location

Lift @ 10.50 Km at

Sitaramapuram Village

Lift @ 43.90 Km at

Pusugudem

Lift @ Dibbagudem

Towards Rollapadu Towards Satupally

1 Total Discharge Required ( Cumecs ) 180.00 180.00 140.00 45.00 17.00

2 No. of Pumps 9 9 7 2 1

3 No. of Delivery mains 9 9 7 2 1

No. of Standby Pumps 3 3 2 1 1

4 Low Water level ( m ) 47.69 68.50 113.16 113.16 198.00

5 FRL/Max. water level ( m ) 72.18 115.00 165.00 200.00 265.00

6 Delivery level ( = FRL/MWL + D/2 +0.5m) 74.41 117.23 167.23 202.23 266.73

7 Static Head in m (= DL - LWL) 26.72 48.73 54.07 89.07 68.738 Discharge in each Pump ( Cumecs ) 20.00 20.00 20.00 22.50 17.00

say 20.00 20.00 20.00 22.50 17.00

Velocity Calculations

9 Discharge in each Delivery main (Cumecs ) 20.00 20.00 20.00 22.50 17.0010 Length of each delivery main ( Km ) 0.30 1.85 2.50 3.00 2.5011 Diameter of each delivery main (m) 3.30 3.30 3.30 3.30 2.3012 Velocity in each delivery main (m/s) 2.34 2.34 2.34 2.63 4.09

Pump Head Calculations

13 Length of Approach canal (Km) 10.50 0.15 0.15 0.15 0.1514 Water conveyance loss (m) in Approach (assumed with slope 1 in 8000) 1.31 0.02 0.02 0.02 0.0215 Losses due to fall in surge pool ( m ) 5.00 5.00 5.00 5.00 5.0015 Friction losses in Pumps & valves (m) 2.00 2.00 2.00 2.00 2.00

Pipe Losses

16 Discharge in each Delivery main (Cumecs ) 20.00 20.00 20.00 22.50 17.0017 Friction losses in Delivery main ( m ) as per Hazen Williams Formula 0.26 1.61 2.18 3.25 9.3518 Total losses ( m ) 8.57 8.63 9.20 10.27 16.3719 Static Head ( m) 26.72 48.73 54.07 89.07 68.7320 Total pump head (H) in m 35.29 57.35 63.26 99.33 85.10

Power Calculations

21 Pump efficiency (η) 0.85 0.85 0.85 0.85 0.8522 P = (1000 x 9.81 x Q x H/η) in MW 8.15 13.24 14.60 25.79 16.7023 over load @ 10% in MW 0.81 1.32 1.46 2.58 1.6724 Power Required in MWs for each pump 8.96 14.56 16.06 28.37 18.37

say 9.00 15.00 16.50 28.50 18.50

25 Total Power Required in MWs for pump station 81.00 135.00 115.50 57.00 18.5026 Installed Capacity in MWs for pump station including Standby 108.00 180.00 148.50 85.50 37.00

SITA RAMA LIFT IRRIGATION SCHEME

(Concrete/Metallic Volute pumps with 10% Over Load and 85% Pump Efficiency)

Power Requirement Calculations - Phase I

S.No. DescriptionLift @ 56.65 Km at Kamalapuram Village

1 Shape of Tunnel Proposed2 Design Discharge, Qd = 122 Cumecs3 Length = 2000 m4 Diameter, D = 7.5 m5 Free Board = 1 m6 Flow Condition = Free Flow

Calculation of Wetted Area and Perimeter7 Free Board Area = 3.504 Sqm8 Wetted Area, A = 47.402 Sqm9 Wetted Perimeter, P = 21.240 m10 Hydraulic Mean Depth, R = A/P11 Therefore, R = 47.402 / 21.24 = 2.232 m12 Velocity in Tunnel, V = Qd/A13 Therefore, V = 122 / 47.402 = 2.574 m/sec

14 As per Manning's FormulaAs per clause No.4.1.1, Pg.-8 of IS:4880 (Part - III) - 1976

Frictional Loss Hf = S x L, Where L is the Length of Tunnel

Hf = [ V 2 x n 2 x L /( R ^ 4/3)]Where rugosity coefficient, n 0.018Therefore, Hf = [(2.574^2) x (0.018^2) x 2000] / 2.232^ 4/3 = 1.472 m

Slope 0.000741 in 1358.696

Provide Slope 1 in 1200.000s 0.001

15 As per Darcy Weisbach FormulaAs per clause No.4.1.2, Pg.-9 of IS:4880 (Part - III) - 1976

Hf = [ f x L x V x V x L /( 2 * g)]Friction Coefficient depends upon relative roughness coefficient, Ks/D and Reynold's Number, ReKs is equivalent sand grain roughness = 0.0006 mAdopting conservative value as per clause No. 4.1.2.1, Pg. - 10 of

IS:4880 (Part - III)-1976

Re = V x D / µKinematic Viscosity, µ = 0.00000084 m/sec

SITA RAMA LIFT IRRIGATION SCHEME (PHASE-I)Annexure 5.6

As the velocity in the Tunnel is less than the Average permissible velocity of 6 m/sec in a concrete lined tunnel as per Clause No. 5.1, Pg -14 of IS:4880 (Part - III) - 1976, Hence the section of the tunnel considerded is OK

FRICTION LOSSESHYDRAULIC DESIGN OF TUNNEL AT CH. 110.475 KM

D-Shaped

Adopt 7.5 m Diameter Tunnel with a Bed Slope of 1 in 1200 for Conveying water in Free Flow Condition with a Free Board of 1m.

As per Clause No. 3.2.5 and Fig -2, Pg. - 9 & 10 of IS:2951 (Part - I)-1965Equivalent Circular Diameter of Tunnel, D = 7.8 mTherefore, Re = [(2.574 x 7.8] / 0.00000084 = 23901428.57

Ks/D = 0.00007692D/Ks = 13000.00

For the above D/Ks and Re, f 0.013As per Fig.-3, Pg. -19 of IS:2951 (Part - I) - 1965Therefore, Hf = [(0.013 x 2000 x 2.57^2] / ( 2 x g x 7.8) = 1.126 m

16

He = Ke x V^2/2gKe is the loss coefficient for entrance, minimum value of Ke = 0.5, i.e. in thin wall - bottom and sides supressed as per SI No. ii of Table -1, Clause 4.3.1 of IS:4880 (Part - III) - 1976

0.5

He = 0.169 m

17Exit loss is given by formula as per clause No. 4.7, Pg. - 13 of IS:4880 (Part - III) - 1976Hex = Kex x V^2/2gKex is the loss coefficient for exit = 1.0 as the tunnel discharges water freely 1

Hex = 0.338 m

Total Losses = 1.979 m

7.5 m

Entry loss is given by formula as per clause No. 4.3, Pg. - 11 of IS:4880 (Part - III) - 1976

EXIT LOSS IN TUNNEL

ENTRY LOSS IN TUNNEL

6. I

RR

IGA

TIO

N P

LAN

NIN

G



Chapter-6: Irrigation Planning 6-1 WAPCOS Limited

CHAPTER – 6 IRRIGATION PLANNING

6.1. INTRODUCTION

This scheme envisages lifting of Godavari water from U/s of Dummugudem Anicut to

Irrigate upland areas of Khammam and Warangal Districts. The proposed scheme is to

integrate earlier proposed Indira Sagar and Rajiv Sagar Lift Irrigation Scheme into one

lift irrigation scheme and also to cover the Gap Ayacut which is not coming under any

present or future irrigation scheme. Accordingly, the project is now renamed as Sita

Rama Lift Irrigation Scheme is being formulated to irrigate about 9.36 Lakh Acres of

Bhadradri- Kothagudem Khammam and Mahabubabad Districts. The project has been

planned to execute in two phases. Phase – I of the Sita Rama Lift Irrigation Scheme will

cover the Khammam, Bhadradri Kothagudem & Mahabubabad Districts whereas Phase

– II will cover the Khammam, Bhadradri Kothagudem & Mahabubabad Districts. Phase

– I of this scheme covers command area of 2,72,921 Ha with new ayacut of about

1,33,085 Ha and Stabilization of about 1,39,836 Ha. The present report deals with

Phase-I of the Sita Rama Lift Irrigation Scheme.

6.2. AGRO-CLIMATE

Based on the Physiography, Soil types, crops and cropping patterns the Telangana state

has been divided into four Agro-climatic zones. The agro-climatic zones are shown in

the figure 6.1. They are

a) Northern Telangana Zone

It includes Nizamabad, Adilabad, Karimnagar Districts.

Annual Rainfall is 900 mm to 1150 mm

Red soils are predominant

Rice, Maize, Soybean, Cotton, Red gram are major crops

b) Central Telangana Zone

It includes Medak, Warangal and Khammam Districts

Rainfall is between 800 to 1150 mm


Cotton, Rice, Maize, Green gram, Mango are important crops




c) Southern Telangana Zone

It includes Rangareddy, Hyderabad, Mahbubnagar and Nalgonda Districts

Rainfall is between 600 to 780 mm


Cotton, Rice, Red gram, Maize and Green gram are important crops

d) High altitude and Tribal zone

It includes Northern and Eastern borders of Adilabad and Khammam Districts

Rainfall is 1400 mm

Red sandy soils, Red loams with clasy base

Chilly, Rice, cotton etc. are major crops

Fig 6.1 Agro-Climatic Zones




The Sita Rama Lift Irrigation scheme (Phase-I) has a new command area of about

1,33,085 Ha and Stabilization of about 1,39,836 Ha. of existing Major Projects such as

NSP, Wyra, Paleru and minor irrigation projects lies in project area of Telangana. The

project area which falls under semi-arid region receives average rainfall of 1045 mm per

annum. Out of total rainfall, about 70-75 percent is received during rainy season from

June to September. The remaining 25-30% rainfall is received in winter and summer

months.

The project area experience maximum temperature ranging from 40oC to 47oC in the

month of May. While minimum temperature of 9oC to 17oC is experienced in

December–January but it was to 26oC to 29oC in May. Humidity in the morning is very

high exceeding 75% from July to September. In dry months of March to May it is

generally low with an average of 25 to 30 percent.

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 rainfed 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 upto September

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 through out the year with assured irrigation.

Telangana is endowed with mild climate which is suitable for growing majority of crops

where irrigation facilities are available. Khammam district of the region will prosper

with development of irrigation potential through the Phase-I of the present scheme.

6.3. EXISTING CROPPING PATTERN

Important crops grown in Khammam, Bhadradri Kothagudem & Mahabubabad Districts

of Telangana are Paddy, Jowar, Bajra, Maize, Redgram, Greengram, Blackgram,

Horsegram, Bengalgram, Cowpea, Groundnut, Sesamum, Castor, Sunflower, Chillies,




Cotton, Sugarcane and Tobacco. Average area covered by different crops in Kharif

season comes to 4,00,000 hectares and in Rabi season to 1,00,000 hectares. But during

2013-2014, actual area covered by different crops was 3,88,152 hectares in Kharif and

1,03,942 hectares in Rabi season (Table 6.1).

Rice is a major crop covering 33.9% of the total cropped area in Kharif and 8.6% area in

Rabi. Therefore, rice alone covers more than 40% of the total cropped area. Being a

crop with high water requirement its area needs to be replaced by more remunerative

crops in Rabi when it is grown as an irrigated crop. Maize is another cereal crop

occupying about 6.8 % area both in Kharif as well as in Rabi. Jowar occupies about

14.2% area in Rabi and very little area (0.4%) in Kharif. Bajra is grown on very limited

area in Kharif season.

Table 6.1 Area and Productivity of Different Crops in Project Area

S. No.

Name of Crop

Area (Hectares) Productivity (kg/ha)

Kharif Percent Rabi Percent 1 Rice 131584 33.9 8939 8.6 2944 2 Jowar 1553 0.4 14760 14.2 956 3 Bajra 388 0.1 0 0 942 4 Maige 26006 6.7 7068 6.8 5500 5 Redgram 35322 9.1 1871 1.8 573 6 Greengram 69479 17.9 9874 9.5 798 7 Blackgram 1941 0.5 19229 18.5 1044 8 Horsegram 0 0 1247 1.2 478 9 Bengalgram 0 0 935 0.9 1716

10 Cowpea 0 0 6860 6.6 0 11 Groundnut 388 0.1 8835 8.5 1663 12 Sesamum (Til) 11256 2.9 5301 5.1 248 13 Castor 0 0 0 0 0 14 Sunflower 0 0 728 0.7 0 15 Chillies 16302 4.2 11330 10.9 4179 16 Cotton 90051 23.2 0 0 533 17 Sugarcane 3882 1 1663 1.6 2730 18 Tobacco 0 0 5301 5.1 4343

Total: 388152 100 103942 100

Among pulses, maximum area (17.9% in Kharif and 9.5% in Rabi) is occupied by green

gram, followed by blackgram (0.5% in Kharif and 18.5% in Rabi). Redgram is another




important pulse crop occupying more than 10% of total cropped area mainly in Kharif

season. Horsegram, bengalgram and cowpea are grown only in Rabi season on a limited

scale.

Groundnut, sesamum, castor and sunflower are being grown in Project Area. Among

oilseed crops, groundnut and sesamum occupy a total of 8.6 and 8.0 percent area both in

Kharif and Rabi put together respectively, while castor and sunflower occupy less than

1% area. Chillies is important crop in Project area which occupies more than 15% area

(4.2% in Kharif and 10.9% in Rabi). Sugarcane and tobacco are also being grown

covering about 2.5 and 5.1 percent cropped area, respectively.

Cotton is most important cash crop which is grown only in Kharif season and covers

about 25% of the cropped area in Kharif season. Area wise, cotton occupies second rank

in the project area while first rank is occupied by rice crop.

Data in Table 6.1 reveal that the cropped area in Kharif season in Project area is about

3.88 lakh hectare while cropped area in Rabi season is only about 1.04 lakh hectare.

This indicates that only about 25% area is covered by Rabi crops and the remaining area

remains fallow. It is mainly because in Kharif season crops are grown as rainfed, which

is not feasible in Rabi season. Once the irrigation facilities are developed through Sita

Rama lift irrigation project, the cropped area in Rabi can be increased by about 4-fold.

This will result not only in increased production but will also provide an opportunity to

grow some new more remunerative crops like pulses, oilseeds, vegetables, fruits,

flowers, spices, medicinal and aromatic plants etc. Also, there will be ample scope to

increases the area of existing crops in Rabi season like chillies, tobacco and sugarcane.

At present crops are not being grown in Zaid season in project area but with availability

of irrigation water, crops like greeengram, blackgram, maize etc can be grown in

summer season also.

The data on productivity (Table 6.1) reveal that among cereals, maximum productivity

is obtained from Sugar Cane (9728 kg/ha) followed by Chillies (4179 kg/ha). Another

important cereal is Rice and Jowar, which gives 2994 Kg/ha and 956 kg/ha. Pulses have

much lower productivity than cereals. Redgram showed productivity of 573 kg/ha while

greengram produced only 798 Kg/ha. Important oilseeds in Project Area are groundnut




and sesamum with productivity of 1663 kg/ha and 248 kg/ha, respectively. Cotton is

widely grown as cash crop and has productivity of 393 kg/ha, while chillies produce

about 4179 kg/ha.

The productivity of Kharif crops depends on amount and distribution of rainfall because

Kharif crops are grown as rainfed but productivity of Rabi crops depends on availability

of irrigation at critical stages. With development of irrigation facilities, the productivity

of Rabi crops can be enhanced. There will also be option of replacing low productivity

crops with high value productivity crops.

In Kharif season, there may be sufficient rains to grow crops from June to September

but after mid-September, Kharif crops also need irrigation at reproductive stage. This

project will store excess rain water in July-August to be used for irrigation in later part

of Kharif season in September-October. Most of the Kharif crops are harvested in

November. The productivity of Kharif crops will increase due to availability of

irrigation at maturity stage.

6.4. IRRIGATION SCHEMES

Project Area has different sources of irrigation including major and medium irrigation

projects and wells along with other minor sources. Total irrigated area in the project area

is estimated at 2,27,396 hectares. Out of the total irrigated area about 40% is contributed

by Nagarjuna Sagar project (Table 6.2). Bore wells contribute about 30% of the

irrigated area. Other minor sources also contribute about 15% irrigated area. Therefore,

all other medium size irrigation projects put together contribute about 15% of irrigated

area in the district.

Table 6.2 Irrigation Projects in the Bhadradri- Kothagudem and Khammam Districts of

Telangana

SNo. Source of Irrigation Area Irrigated (ha) Percent

1 Nagarjuna Sagar Project 91904 40.0

2 Wyra 6965 3.0

3 Thaliperu 9880 4.3

4 Bayyaram 2880 1.3

5 Bathupally 2080 0.9




6 Lankasagar 2940 1.3

7 Mukamamidi 1304 0.5

8 Redawagu 6400 2.8

9 Minor sources 34336 15.3

10 Bore wells and other sources 69517 30.5

Total 227396

Several schemes are also being implemented in the district for welfare of the farmers.

Some of such schemes are listed here.

1. Distribution of seed on 33% subsidy during Kharif season. This scheme is a relief

measure to farmers suffering from severe drought conditions.

2. Distribution of seed on 50% subsidy during Rabi 2015-16. In this programme, seeds

of maize, jowar, blackgram, redgram, greengram, bengalgram, groundnut, cowpea

and sunflower was distributed to farmers.

3. Green manure seed distribution on 50% subsidy. To improve the fertility of the soil

seed of Dhaincha was distributed to farmers.

4. The subsidy to the tune of about Rs. 15 Crores was made available to the farmers in

Khammam.

5. On-farm extension demonstrations were conducted by adopting latest production

technology on different crops. Large number of farmers benefited by adopting latest

technology on their farms.

6. Farmers field schools were organized to train 30 farmers in each school about

various expects of crop production and integrated nutrient and pest management.

6.5. PROPOSED CROPPING PATTERN

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 about 34% cropped area in Kharif season and another 8.6%

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, wheat is not a popular crop in Khammam district, but wheat can replace rice in

Rabi season. At present, pulses are being grown in about 27.5% area in Kharif and

38.5% area in Rabi season. Pulse production in Rabi season can be increased by about

5%, if 5.6% area occupied by rice in Rabi season is spared. The area under oilseeds is

only 3.0% in Kharif and 14.3% in Rabi season. Minor adjustments can be made in

oilseed area depending upon its economics vis-à-vis rice and other crops.

Cotton being important cash crop occupies about 23.2% area in Kharif season. With

availability of improved varieties and pest management techniques the risk factor in

cotton cultivation may be reduced and its area enhanced for cultivation. Among

vegetables/spices, chillies occupies 4.2% area in Kharif and 10.9% area in Rabi. Its area

may be readjusted and other vegetables, fruits and spice crops may be introduced with

availability of irrigation facilities. Sugarcane and tobacco are 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.

About 48% of the area in Khammam district is occupied by forests. Agro-forestry can

be introduced in some of the area where irrigation facilities are developed. Some

perennial trees like poplar eucalyptus etc. may be planted and annual crop like rice,




pulse oilseeds may be grown in between the rows of trees. In addition, shade loving

plants like turmeric may be grown under the trees. Cultivation of medicinal and

aromatic plants like mentha, lemongrass, cytronella, palmrose, ashwagandha,

sarpgandha etc can be introduced in some of the areas where assured irrigation facilities

are available. These plants along with field crops can supplement income of the farmers.

These plants can also provide raw material for industries in the nearby areas. The

Central Institute of Medicinal and Aromatic Plants (CIMAP) located at Maulali, Bod

Uppal and Hyderabad can provide technical know how and feasibility guidelines for

suitability of medicinal and aromatic plant cultivation in the district.

Based on the existing cropping pattern and supplementation of irrigation potential in

project area following rotations can be suggested for adoption by the farmers.

1. Paddy- Bengalgram

2. Maize- Greengram/Wheat

3. Jowar- Blackgram

4. Bajra- Ground nut

5. Groundnut+ Bajra- Chillies

6. Redgram-Vegetables

7. Cotton-Greengram

8. Cotton-Blackgram

9. Cotton-Cowpea

10. Sesamum-Tobacco

11. Chillies-Sugarcane

12. Paddy-Maize

6.6. IMPACT OF THE PROJECT

The data in Table 6.1 indicates that in Project Area, farmers are growing only Kharif

and Rabi season crops. In Rabi season, also the cropped area is quite limited and comes

to about 25% of Kharif season. With development of irrigation facilities, not only the

area of Rabi can be increased 3-4-fold, but it would be feasible and advisable to grow

certain crops in Zaid (summer) season also. Under assured irrigation facilities, crops like

greengram, blackgram, maize, mentha etc. can be grown quite successfully to augment




the income of the farmers. It will also provide an opportunity for proper utilization of

farm labour throughout the year.

Data in Table 6.2 reveals that at present the irrigation potential in district is about 2.27

lakh hectare. Therefore, the present potential is sufficient only to irrigate about 0.76 lakh

hectare area thrice in Rabi season. It is less than the actual area of Rabi crops indicating

that all the cropped area received less than 3 irrigations in the season. It can be

therefore, inferred that the area of Rabi can be increased only with enhanced irrigation

potential in the district. About 70 TMC water lifted from Godavari will be utilized under

Phase-I of this Scheme.

Table 6.3 Utilization of Water under this scheme

S. No Description Area in Ha Water Allocation

(TMC)

1 New Ayacut 133000 45 2 Stabilization of NSP 95035 14.5 3 Stabilization of Wyra 7040 1 4 Stabilization of Paleru 6043 1

5 Stabilization of Other Minor

Projects 31400 5.5

6 Provision for Industrial and

Drinking Water Demand 3

Total 70

It may be worthwhile to mention that the total demand of Sita Rama LIS, Phase-I is of

the order of 70 TMC. Therefore, in the area mentioned below the existing benefit has

been taken as rainfed while future benefit has been taken for irrigated condition.

Therefor present analysis the CCA of the project is taken as 2,72,921 ha. In the Present

situation, the entire area of 2,72,921 ha was rainfed, which would be irrigated during the

post project situation.

The Existing cropping pattern of the Project Area been taken as follows:




Table 6.4 Existing Cropping Pattern

Projects WET Crops Percentage ID Crops Percentage

Nagarjuna Sagar,

Wyra, Paleru and

SRSP etc.

Paddy 100

Cotton 40

Chilies 40

Chilies 10

Groundnut, Maize,

Pulses etc

10

The Suggested cropping pattern and crop calendar

Sl. No Crop Crop Period Crop duration (No. of Days)

KHARIF 1.0 Paddy I Jul 1 - Nov 31 150 days 2.0 Paddy II Jul 15 - Dec 15 150 days 3.0 Paddy III Aug 1 - Dec 30 150 days 4.0 Maize Jun 1 - Sep 30 120 days 5.0 Groundnut Jul 1 - Nov 15 140 days 6.0 Cotton Jul 1 - Jan 1 190 days 7.0 Chillies Jul 1 - Dec 1 165 days 8.0 Sorghum Jul 1 - Nov 1 125 days 9.0 Soyabean Jul 1 – Sep 1 90 days 10.0 Vegetables Jul 1 - Oct 1 100 days 11.0 Green Gram Jul 1 – Sep 1 60 days 12.0 Black Gram Jul 1 – Sep 3 90 days

RABI 13.0 Maize Nov 16 - Feb 28 120 days 14.0 Sunflower Oct 1 - Feb 1 120 days 15.0 Blackgram Oct 1 - Jan2 90 days 16.0 Chillies Nov 1 - Mar 3 165 days 17.0 Cotton Oct 1 - Apr 1 190days 18.0 Sugarcane Jan 1 - Dec 31 365 days 19.0 Sorghum Nov1 - Mar1 125 days

6.7. 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

“CROPWAF 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.

I. 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,

II. Crops like banana and sugarcane having large leaf area need more water than crops

having smaller leaf area like beans and wheat,

III. The crops which are fully grown need more water than crops that have just been

planted and

IV. On the whole, surface climatology including temperature, sunshine duration, wind

velocity, relative humidity and rainfall has a substantial effect.




6.8. 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:

6.8.1. Modified Penman’s Method

Based on the studies of the climate and measured grass evapotranspiration 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 Nagarjuna Sagar Project command covers two main canals-

out of which the left canal irrigating 4.20 lakh hectares in erstwhile districts Nalgonda,

Khammam of Telangana and Krishna District of Andhra Pradesh. On considering

terrain and climatic variations, the command area with respect to irrigation planning has

been grouped into two zones.




For the present study, the climatological data of Khammam with latitude of 17° - 15’ N,

Longitude 80° - 09’ E and elevation of 112 m MSL for Khammam District is 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 Evapotranspiration (ETo)

The crop water requirement (ETc) is calculated using following relation

ETC = ETO x KC

Where,

ETC = Crop evapotranspiration, 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:

1. Crop genotype i.e. type of crop as cereal, vegetables, pulses, fiber crop etc.

2. The total growing period of each crop

3. 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 Annexure-6.1.

v) Irrigation Efficiencies

For the purpose of cropping pattern and crop water requirement the following

efficiencies are taken into consideration

Table 6.5 System Efficiency

Items Surface 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% 65%

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.




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 6.2. The gross irrigation

requirements were determined for project development using assumed water use

efficiencies. The Gross requirement at plant root and canal head for Project area of Sita

Rama Lift Irrigation Project, Phase-I is given as Annexures 6.3.

Irrigation Requirement of Crops

The overall summary of irrigation requirement at canal head for the Project area of Sita

Rama Lift Irrigation Project, Phase-I is given as Annexures 6.3. The Overall demand

for crop wise is given hereunder and detail breakup is given as Annexure 6.4.

Table 6.6 Overall Demand for Crop wise at Canal Head S.No. Crop Name Cropping

Intensity (in %)

Area Under

Crop (ha)

Total Requirement at Canal Head (including

surface scheme) in TMC KHARIF

1 Paddy I 27.0 73689 17.84 2 Paddy II 31.5 85970 18.12 3 Paddy III 9.5 25927 6.50 4 Maize 4.7 12827 0.43 5 Groundnut 2.1 5731 0.37 6 Cotton 2.5 6823 1.08 7 Chillies 3.0 8188 0.63 8 Sorghum 2.5 6823 0.19 9 Soyabean 2.0 5458 0.17

10 Vegetables 5.7 15556 0.40 11 Green Gram 2.0 5458 0.12 12 Black Gram 2.0 5458 0.14

Sub- Total 94.5 257910 46.00 RABI

13 Maize 15.0 40938 6.50 14 Sunflower 8.0 21834 3.35 15 Blackgram 20.0 54584 5.14 16 Chillies 4.0 10917 2.27 17 Cotton 2.0 5458 1.73 18 Sugarcane 1.5 4094 2.47 19 Sorghum 7.5 20469 2.93

Sub- Total 58.0 158294.2 24.40 Grand Total 152.5 416205 70.40




6.9. SOIL & LAND IRRIGABILITY CLASSIFACTION

On considering the local conditions of the Project areas, the following soil properties are

considered as class determining factors. These includes:

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 Project are given in Table – 6.7.

Table - 6.7

Critical Limits of Class Determining Factors for arable cropping system for Project Area

S. No.

Class Determining Factor

Critical Limits of Class-Determining Factor

S-1 S-2 S-3 N-1 N-2 1 Effective soil cover

(cm) >150 100-150 50-100 25-50 <25

2 Texture Silty loam, silty clay, sand clay,

loam

Silty clay loam, loamy

fine sand, silty loam, sandy clay loam

clay, sandy loam, loamy

sand, fine sand

Heavy clay, coarse sand,

gravelly loam

Dispersed clay gravelly

sand very gravelly sand

3 Basic infiltration rate (cm/hr)

0.5 - 3.5 3.5 - 6.5 6.5 - 12.5 12.5 - 25 or 0.2 - 0.7

> 25 or < 0.2

4 Saturated hydraulic conductivity (m/day)

0.5 - 1.0 0.01 - 0.5 0.01 - 0.1 or 1.5 - 3

< 0.01 or 3.6 < 0.01 or >6




5 Electrical conductivity of saturated soil sample (ds/m at 25oC)

0 -4 4 - 8 8 - 12 12 – 16 > 16

6 Exchangeable Sodium Percentage (ESP)

< 10 10 – 20 20 -35 > 35 > 35

Sodium Absorption ratio (SAR)

< 8 8 – 18 18 - 38 > 38 > 38

7 Susceptibility to erosion hazard none

slight High severe Severe severe

8 Rock outcrop none None none slightly stony

stony

9 Land slope 0 - 0.5 0.5 - 1.0 1 - 5 5 – 10 > 10

Annexure 6.1

Eff. rain method: USDA Soil Conservation Service formula:

Peff = Pmon * (125 - 0.2 * Pmon) / 125 for Pmon <= 250 mm

Peff = 125 + 0.1 * Pmon for Pmon > 250 mm

Station: Khammam

District: Khammam

State: Telangana

Rainfall Effective Rainfall

mm mm

January 3.5 3.5

February 12.5 12.3

March 10.8 10.6

April 24.3 23.4

May 30.4 28.9

June 107.3 88.9

July 206.7 138.3

August 142.9 110.2

September 141.1 109.2

October 71.8 63.6

November 28.3 27

December 4.3 4.3Total 783.9 620.2

MONTHLY RAIN DATA

Month

Country: India Station: KhammamAltitude: 112 m. Latitude: 17.25 °N Longitude: 80.15 °E

Month Min Temp Max Temp Humidity Wind Sun Rad ETo °C °C % km/day hours MJ/m2/day mm/day

January 18.0 29.7 63 52 9.7 19.5 3.36 February 20.7 32.6 58 74 9.8 21.5 4.24 March 23.0 35.8 54 86 10.2 24.0 5.27 April 25.7 38.3 52 103 10.4 25.4 6.16 May 27.5 40.4 48 105 10.4 25.5 6.63 June 26.9 36.7 58 122 8.9 23.0 6.02 July 25.1 32.8 72 96 8.2 21.9 5.02 August 24.6 31.8 75 84 7.9 21.5 4.69 September 24.7 32.6 75 50 8.4 21.6 4.56 October 23.2 32.0 72 36 8.8 20.5 4.13 November 20.2 30.3 67 45 9.2 19.2 3.58 December 17.4 29.0 62 41 9.5 18.6 3.12

Average 23.1 33.5 63 75 9.3 21.9 4.73

Annexure 6.2 Irrigation Requirement of Project Area

MONTHLY ETO PENMAN-MONTEITH DATA

CROP WATER REQUIREMENTS

ETo station: Khammam Crop: Rice Rain station: Khammam Planting date: 01/07

Month Decade Stage Kc ETc ETc Eff rain Irr. Req. coeff mm/day mm/dec mm/dec mm/dec

Jun 1 Nurs 1.20 0.75 7.5 23.3 0.0 Jun 2 Nurs/LPr 1.06 6.41 64.1 30.1 84.6 Jun 3 Nurs/LPr 1.06 6.06 60.6 35.4 184.2 Jul 1 Init 1.10 5.89 58.9 43.1 15.8 Jul 2 Init 1.10 5.52 55.2 49.8 5.5 Jul 3 Deve 1.10 5.41 59.5 45.4 14.1 Aug 1 Deve 1.10 5.30 53.0 39.0 14.0 Aug 2 Mid 1.11 5.19 51.9 35.5 16.4 Aug 3 Mid 1.11 5.15 56.6 35.8 20.8 Sep 1 Mid 1.11 5.10 51.0 37.9 13.0 Sep 2 Mid 1.11 5.05 50.5 38.5 12.0 Sep 3 Late 1.11 4.88 48.8 32.7 16.1 Oct 1 Late 1.07 4.57 45.7 26.0 19.7 Oct 2 Late 1.02 4.22 42.2 20.8 21.4 Oct 3 Late 0.98 3.86 30.9 12.3 14.0

736.3 505.5 451.6




Jun 2 Nurs 1.20 0.72 4.3 18.0 0.0 Jun 3 Nurs/LPr 1.12 3.91 39.1 35.4 53.3 Jul 1 Nurs/LPr 1.06 5.70 57.0 43.1 112.0 Jul 2 Init 1.09 5.45 54.5 49.8 60.1 Jul 3 Init 1.10 5.40 59.4 45.4 14.0 Aug 1 Deve 1.10 5.28 52.8 39.0 13.8 Aug 2 Deve 1.10 5.17 51.7 35.5 16.2 Aug 3 Deve 1.11 5.14 56.5 35.8 20.7 Sep 1 Mid 1.11 5.10 51.0 37.9 13.1 Sep 2 Mid 1.11 5.05 50.5 38.5 12.0 Sep 3 Mid 1.11 4.89 48.9 32.7 16.2 Oct 1 Mid 1.11 4.73 47.3 26.0 21.3 Oct 2 Late 1.09 4.50 45.0 20.8 24.3 Oct 3 Late 1.04 4.11 45.2 16.9 28.4 Nov 1 Late 0.99 3.74 37.4 12.7 24.7 Nov 2 Late 0.97 3.46 3.5 0.8 3.5

704.2 488.3 433.4




Jul 1 Nurs 1.20 0.64 5.8 38.7 0.0 Jul 2 Nurs/LPr 1.08 4.87 48.7 49.8 50.0 Jul 3 Nurs/LPr 1.06 5.23 57.5 45.4 171.2 Aug 1 Init 1.10 5.28 52.8 39.0 13.8 Aug 2 Init 1.10 5.16 51.6 35.5 16.1 Aug 3 Deve 1.10 5.12 56.3 35.8 20.5 Sep 1 Deve 1.11 5.09 50.9 37.9 13.0 Sep 2 Mid 1.11 5.05 50.5 38.5 12.0 Sep 3 Mid 1.11 4.90 49.0 32.7 16.3 Oct 1 Mid 1.11 4.74 47.4 26.0 21.4 Oct 2 Mid 1.11 4.58 45.8 20.8 25.0 Oct 3 Late 1.11 4.37 48.1 16.9 31.2 Nov 1 Late 1.08 4.05 40.5 12.7 27.8 Nov 2 Late 1.03 3.69 36.9 8.4 28.5 Nov 3 Late 0.99 3.40 27.2 4.9 21.1

669.1 443.0 468.0


ETo station: Khammam Crop: MAIZE (Grain) Rain station: Khammam Planting date: 16/06


Jun 2 Init 0.30 1.81 9.0 15.0 0.0 Jun 3 Init 0.30 1.71 17.1 35.4 0.0 Jul 1 Deve 0.34 1.82 18.2 43.1 0.0 Jul 2 Deve 0.58 2.89 28.9 49.8 0.0 Jul 3 Deve 0.85 4.18 46.0 45.4 0.6 Aug 1 Mid 1.07 5.15 51.5 39.0 12.5 Aug 2 Mid 1.09 5.11 51.1 35.5 15.6 Aug 3 Mid 1.09 5.06 55.6 35.8 19.8 Sep 1 Late 1.08 4.98 49.8 37.9 11.8 Sep 2 Late 0.90 4.12 41.2 38.5 2.7 Sep 3 Late 0.66 2.90 29.0 32.7 0.0 Oct 1 Late 0.44 1.86 14.9 20.8 0.0

412.3 429.0 63.0


ETo station: Khammam Crop: SORGHUM (Grain) Rain station: Khammam Planting date: 01/07


Jul 1 Init 0.30 1.61 16.1 43.1 0.0 Jul 2 Init 0.30 1.51 15.1 49.8 0.0 Jul 3 Deve 0.40 1.97 21.7 45.4 0.0 Aug 1 Deve 0.58 2.79 27.9 39.0 0.0 Aug 2 Deve 0.75 3.52 35.2 35.5 0.0 Aug 3 Mid 0.89 4.12 45.3 35.8 9.5 Sep 1 Mid 0.90 4.12 41.2 37.9 3.3 Sep 2 Mid 0.90 4.08 40.8 38.5 2.3 Sep 3 Mid 0.90 3.95 39.5 32.7 6.8 Oct 1 Late 0.85 3.65 36.5 26.0 10.5 Oct 2 Late 0.71 2.93 29.3 20.8 8.5 Oct 3 Late 0.56 2.19 24.1 16.9 7.2 Nov 1 Late 0.46 1.73 3.5 2.5 3.5

376.1 423.9 51.6


ETo station: Khammam Crop: Small Vegetables Rain station: Khammam Planting date: 01/07


Jul 1 Init 0.70 3.75 37.5 43.1 0.0 Jul 2 Init 0.70 3.51 35.1 49.8 0.0 Jul 3 Deve 0.76 3.72 40.9 45.4 0.0 Aug 1 Deve 0.86 4.11 41.1 39.0 2.1 Aug 2 Mid 0.95 4.46 44.6 35.5 9.1 Aug 3 Mid 0.99 4.58 50.4 35.8 14.6 Sep 1 Mid 0.99 4.54 45.4 37.9 7.4 Sep 2 Late 0.98 4.48 44.8 38.5 6.3 Sep 3 Late 0.94 4.13 41.3 32.7 8.6 Oct 1 Late 0.89 3.81 11.4 7.8 0.0

392.6 365.5 48.2


ETo station: Khammam Crop: Groudnut Rain station: Khammam Planting date: 01/07


Jul 1 Init 0.40 2.14 21.4 43.1 0.0 Jul 2 Init 0.40 2.01 20.1 49.8 0.0 Jul 3 Deve 0.44 2.15 23.6 45.4 0.0 Aug 1 Deve 0.62 2.99 29.9 39.0 0.0 Aug 2 Deve 0.82 3.84 38.4 35.5 2.9 Aug 3 Mid 1.02 4.72 52.0 35.8 16.2 Sep 1 Mid 1.08 4.97 49.7 37.9 11.8 Sep 2 Mid 1.08 4.92 49.2 38.5 10.7 Sep 3 Mid 1.08 4.77 47.7 32.7 14.9 Oct 1 Mid 1.08 4.61 46.1 26.0 20.1 Oct 2 Late 1.02 4.21 42.1 20.8 21.3 Oct 3 Late 0.80 3.15 34.6 16.9 17.7 Nov 1 Late 0.60 2.26 15.8 8.9 3.2

470.6 430.2 118.8


ETo station: Khammam Crop: COTTON Rain station: Khammam Planting date: 01/07


Jul 1 Init 0.35 1.87 18.7 43.1 0.0 Jul 2 Init 0.35 1.76 17.6 49.8 0.0 Jul 3 Deve 0.35 1.73 19.0 45.4 0.0 Aug 1 Deve 0.45 2.15 21.5 39.0 0.0 Aug 2 Deve 0.60 2.82 28.2 35.5 0.0 Aug 3 Deve 0.76 3.53 38.8 35.8 3.0 Sep 1 Deve 0.92 4.23 42.3 37.9 4.4 Sep 2 Mid 1.07 4.86 48.6 38.5 10.1 Sep 3 Mid 1.11 4.89 48.9 32.7 16.2 Oct 1 Mid 1.11 4.73 47.3 26.0 21.4 Oct 2 Mid 1.11 4.58 45.8 20.8 25.0 Oct 3 Mid 1.11 4.37 48.1 16.9 31.2 Nov 1 Mid 1.11 4.17 41.7 12.7 29.0 Nov 2 Late 1.10 3.94 39.4 8.4 31.0 Nov 3 Late 1.02 3.49 34.9 6.1 28.8 Dec 1 Late 0.92 2.99 29.9 3.3 26.7 Dec 2 Late 0.81 2.53 25.3 0.4 24.9 Dec 3 Late 0.70 2.24 24.7 0.7 24.0 Jan 1 Late 0.59 1.94 19.4 1.0 18.4 Jan 2 Late 0.54 1.80 1.8 0.1 1.8

642.0 454.0 295.9


ETo station: Khammam Crop: Soybean Rain station: Khammam Planting date: 01/07


Jul 1 Init 0.40 2.14 21.4 43.1 0.0 Jul 2 Deve 0.47 2.35 23.5 49.8 0.0 Jul 3 Mid 0.89 4.37 48.0 45.4 2.6 Aug 1 Mid 1.07 5.15 51.5 39.0 12.5 Aug 2 Mid 1.07 5.03 50.3 35.5 14.8 Aug 3 Mid 1.07 4.98 54.8 35.8 19.0 Sep 1 Late 1.06 4.88 48.8 37.9 10.8 Sep 2 Late 0.75 3.40 34.0 38.5 0.0 Sep 3 Late 0.46 2.05 6.1 9.8 0.0

338.4 334.8 59.7


ETo station: Khammam Crop: ChilliesRain station: Khammam Planting date: 01/07


Jul 1 Init 0.30 1.61 16.1 43.1 0.0 Jul 2 Init 0.30 1.51 15.1 49.8 0.0 Jul 3 Init 0.30 1.47 16.2 45.4 0.0 Aug 1 Deve 0.30 1.45 14.5 39.0 0.0 Aug 2 Deve 0.38 1.79 17.9 35.5 0.0 Aug 3 Deve 0.51 2.38 26.2 35.8 0.0 Sep 1 Deve 0.64 2.96 29.6 37.9 0.0 Sep 2 Deve 0.77 3.51 35.1 38.5 0.0 Sep 3 Deve 0.89 3.95 39.5 32.7 6.7 Oct 1 Mid 0.98 4.20 42.0 26.0 16.0 Oct 2 Mid 0.99 4.08 40.8 20.8 20.0 Oct 3 Mid 0.99 3.90 42.9 16.9 26.0 Nov 1 Mid 0.99 3.71 37.1 12.7 24.5 Nov 2 Late 0.97 3.48 34.8 8.4 26.4 Nov 3 Late 0.77 2.62 26.2 6.1 20.2 Dec 1 Late 0.61 2.00 4.0 0.7 4.0

437.8 449.2 143.7


ETo station: Khammam Crop: Green Gram Rain station: Khammam Planting date: 01/07


Jul 1 Init 0.40 2.14 21.4 43.1 0.0 Jul 2 Deve 0.45 2.26 22.6 49.8 0.0 Jul 3 Deve 0.78 3.81 41.9 45.4 0.0 Aug 1 Mid 1.06 5.10 51.0 39.0 11.9 Aug 2 Mid 1.08 5.07 50.7 35.5 15.2 Aug 3 Late 0.96 4.45 48.9 35.8 13.1 Sep 1 Late 0.52 2.40 19.2 30.3 0.0

255.7 278.9 40.3


ETo station: Khammam Crop: Black Gram Rain station: Khammam Planting date: 01/07


Jul 1 Init 0.40 2.14 21.4 43.1 0.0 Jul 2 Init 0.40 2.01 20.1 49.8 0.0 Jul 3 Deve 0.56 2.77 30.4 45.4 0.0 Aug 1 Deve 0.85 4.08 40.8 39.0 1.7 Aug 2 Mid 1.06 4.99 49.9 35.5 14.4 Aug 3 Mid 1.08 5.02 55.2 35.8 19.4 Sep 1 Late 1.07 4.92 49.2 37.9 11.3 Sep 2 Late 0.81 3.68 36.8 38.5 0.0 Sep 3 Late 0.48 2.11 16.9 26.2 0.0

320.8 351.2 46.9


ETo station: Khammam Crop: MAIZE (Grain) Rain station: Khammam Planting date: 16/11


Nov 2 Init 0.30 1.07 5.4 4.2 1.2 Nov 3 Init 0.30 1.03 10.3 6.1 4.2 Dec 1 Deve 0.34 1.12 11.2 3.3 7.9 Dec 2 Deve 0.59 1.85 18.5 0.4 18.0 Dec 3 Deve 0.89 2.83 31.1 0.7 30.5 Jan 1 Mid 1.12 3.67 36.7 1.0 35.7 Jan 2 Mid 1.14 3.81 38.1 0.8 37.4 Jan 3 Mid 1.14 4.15 45.6 1.9 43.8 Feb 1 Late 1.13 4.45 44.5 3.4 41.1 Feb 2 Late 0.94 3.99 39.9 4.5 35.3 Feb 3 Late 0.70 3.23 25.8 4.2 21.6 Mar 1 Late 0.47 2.31 23.1 3.3 19.8

330.1 33.7 296.4


ETo station: Khammam Crop: SORGHUM (Grain) Rain station: Khammam Planting date: 01/11


Nov 1 Init 0.30 1.13 11.3 12.7 0.0 Nov 2 Init 0.30 1.07 10.7 8.4 2.3 Nov 3 Deve 0.40 1.37 13.7 6.1 7.6 Dec 1 Deve 0.58 1.91 19.1 3.3 15.8 Dec 2 Deve 0.77 2.39 23.9 0.4 23.5 Dec 3 Mid 0.92 2.95 32.5 0.7 31.8 Jan 1 Mid 0.94 3.08 30.8 1.0 29.8 Jan 2 Mid 0.94 3.15 31.5 0.8 30.8 Jan 3 Mid 0.94 3.43 37.7 1.9 35.9 Feb 1 Late 0.90 3.55 35.5 3.4 32.1 Feb 2 Late 0.76 3.21 32.1 4.5 27.5 Feb 3 Late 0.62 2.86 22.9 4.2 18.7 Mar 1 Late 0.53 2.61 13.0 1.6 11.4

314.6 48.9 267.1


ETo station: Khammam Crop: Chillies Rain station: Khammam Planting date: 01/11


Nov 1 Init 0.30 1.13 11.3 12.7 0.0 Nov 2 Init 0.30 1.07 10.7 8.4 2.3 Nov 3 Init 0.30 1.03 10.3 6.1 4.2 Dec 1 Init 0.30 0.98 9.8 3.3 6.5 Dec 2 Deve 0.37 1.16 11.6 0.4 11.2 Dec 3 Deve 0.51 1.63 17.9 0.7 17.2 Jan 1 Deve 0.65 2.12 21.2 1.0 20.2 Jan 2 Deve 0.78 2.61 26.1 0.8 25.3 Jan 3 Deve 0.91 3.34 36.7 1.9 34.8 Feb 1 Mid 1.01 4.00 40.0 3.4 36.6 Feb 2 Mid 1.02 4.32 43.2 4.5 38.6 Feb 3 Mid 1.02 4.67 37.3 4.2 33.1 Mar 1 Mid 1.02 5.02 50.2 3.3 46.9 Mar 2 Mid 1.02 5.37 53.7 2.9 50.8 Mar 3 Late 0.86 4.79 52.6 4.5 48.1 Apr 1 Late 0.66 3.88 15.5 2.6 12.2

448.0 60.6 388.1


ETo station: Khammam Crop: Sunflower Rain station: Khammam Planting date: 16/10


Oct 2 Init 0.35 1.44 7.2 10.4 0.0 Oct 3 Init 0.35 1.38 15.2 16.9 0.0 Nov 1 Deve 0.35 1.32 13.2 12.7 0.6 Nov 2 Deve 0.49 1.74 17.4 8.4 9.0 Nov 3 Deve 0.70 2.38 23.8 6.1 17.7 Dec 1 Deve 0.90 2.96 29.6 3.3 26.3 Dec 2 Mid 1.07 3.33 33.3 0.4 32.9 Dec 3 Mid 1.08 3.46 38.1 0.7 37.4 Jan 1 Mid 1.08 3.55 35.5 1.0 34.5 Jan 2 Mid 1.08 3.63 36.3 0.8 35.6 Jan 3 Late 1.07 3.89 42.8 1.9 41.0 Feb 1 Late 0.83 3.29 32.9 3.4 29.5 Feb 2 Late 0.54 2.29 22.9 4.5 18.4 Feb 3 Late 0.36 1.67 3.3 1.1 3.3

351.6 71.4 286.1


ETo station: Khammam Crop: Black Gram Rain station: Khammam Planting date: 16/10


Oct 2 Init 0.40 1.65 8.3 10.4 0.0 Oct 3 Init 0.40 1.58 17.3 16.9 0.5 Nov 1 Deve 0.46 1.73 17.3 12.7 4.6 Nov 2 Deve 0.72 2.59 25.9 8.4 17.5 Nov 3 Mid 1.00 3.44 34.4 6.1 28.3 Dec 1 Mid 1.11 3.62 36.2 3.3 32.9 Dec 2 Mid 1.11 3.45 34.5 0.4 34.0 Dec 3 Late 1.01 3.23 35.5 0.7 34.8 Jan 1 Late 0.63 2.08 20.8 1.0 19.8 Jan 2 Late 0.39 1.30 3.9 0.2 3.5

233.9 60.0 175.9


ETo station: Khammam Crop: COTTON Rain station: Khammam Planting date: 16/10


Oct 2 Init 0.35 1.44 7.2 10.4 0.0 Oct 3 Init 0.35 1.38 15.2 16.9 0.0 Nov 1 Init 0.35 1.32 13.2 12.7 0.5 Nov 2 Deve 0.38 1.37 13.7 8.4 5.3 Nov 3 Deve 0.53 1.83 18.3 6.1 12.2 Dec 1 Deve 0.69 2.26 22.6 3.3 19.4 Dec 2 Deve 0.85 2.66 26.6 0.4 26.1 Dec 3 Deve 1.02 3.26 35.8 0.7 35.2 Jan 1 Mid 1.14 3.74 37.4 1.0 36.4 Jan 2 Mid 1.15 3.85 38.5 0.8 37.7 Jan 3 Mid 1.15 4.19 46.1 1.9 44.2 Feb 1 Mid 1.15 4.53 45.3 3.4 41.8 Feb 2 Mid 1.15 4.86 48.6 4.5 44.1 Feb 3 Mid 1.15 5.26 42.1 4.2 37.9 Mar 1 Late 1.12 5.54 55.4 3.3 52.1 Mar 2 Late 1.02 5.40 54.0 2.9 51.1 Mar 3 Late 0.91 5.08 55.9 4.5 51.4 Apr 1 Late 0.80 4.69 46.9 6.6 40.4 Apr 2 Late 0.69 4.27 42.7 8.1 34.7 Apr 3 Late 0.60 3.78 30.2 6.9 21.6

695.8 106.8 592.2


ETo station: Khammam Crop: Sugarcane (Ratoon)Rain station: Khammam Planting date: 01/01


Jan 1 Init 0.40 1.31 13.1 1.0 12.1 Jan 2 Init 0.40 1.34 13.4 0.8 12.7 Jan 3 Deve 0.40 1.46 16.1 1.9 14.2 Feb 1 Deve 0.48 1.90 19.0 3.4 15.6 Feb 2 Deve 0.61 2.58 25.8 4.5 21.3 Feb 3 Deve 0.72 3.32 26.5 4.2 22.3 Mar 1 Deve 0.84 4.13 41.3 3.3 38.0 Mar 2 Deve 0.96 5.09 50.9 2.9 48.0 Mar 3 Deve 1.10 6.11 67.2 4.5 62.7 Apr 1 Mid 1.16 6.81 68.1 6.6 61.5 Apr 2 Mid 1.16 7.15 71.5 8.1 63.4 Apr 3 Mid 1.16 7.33 73.3 8.6 64.7 May 1 Mid 1.16 7.59 75.9 7.3 68.6 May 2 Mid 1.16 7.82 78.2 7.1 71.1 May 3 Mid 1.16 7.54 83.0 14.6 68.4 Jun 1 Mid 1.16 7.23 72.3 23.3 49.1 Jun 2 Mid 1.16 7.00 70.0 30.1 39.9 Jun 3 Mid 1.16 6.62 66.2 35.4 30.7 Jul 1 Mid 1.16 6.23 62.3 43.1 19.3 Jul 2 Mid 1.16 5.85 58.5 49.8 8.7 Jul 3 Mid 1.16 5.71 62.8 45.4 17.4 Aug 1 Mid 1.16 5.57 55.7 39.0 16.7 Aug 2 Mid 1.16 5.44 54.4 35.5 18.9 Aug 3 Mid 1.16 5.39 59.3 35.8 23.5 Sep 1 Mid 1.16 5.34 53.4 37.9 15.5 Sep 2 Mid 1.16 5.29 52.9 38.5 14.4 Sep 3 Late 1.16 5.11 51.1 32.7 18.4 Oct 1 Late 1.12 4.76 47.6 26.0 21.6 Oct 2 Late 1.06 4.38 43.8 20.8 23.0 Oct 3 Late 1.01 3.96 43.6 16.9 26.7 Nov 1 Late 0.95 3.57 35.7 12.7 23.0 Nov 2 Late 0.89 3.20 32.0 8.4 23.6 Nov 3 Late 0.84 2.88 28.8 6.1 22.7 Dec 1 Late 0.79 2.57 25.7 3.3 22.4 Dec 2 Late 0.73 2.28 22.8 0.4 22.4 Dec 3 Late 0.68 2.16 23.8 0.7 23.1

1746.2 620.4 1125.8

S.No Crop Code Planting Crop

Date Duration T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3

Kharif

1 Paddy I X1 1st July 150 days 84.6 184.2 15.8 5.5 14.1 14.0 16.4 20.8 13.0 12.0 16.1 19.7 21.4 14.0

2 Paddy II X2 15th July 150 days 53.3 112.0 60.1 14.0 13.8 16.1 20.6 13.1 12.0 16.2 21.3 24.3 28.4 24.7 3.5

3 Paddy III X3 1st Aug. 150 days 50.0 171.2 13.8 16.1 20.5 13.0 12.0 16.3 21.4 25.0 31.2 27.8 28.6 21.1

4 Maize X4 1st Jun 120 days 0.6 12.5 15.6 19.8 11.8 2.7

5 Groundnut X5 1st July 140 days 2.9 16.2 11.8 10.7 14.9 20.1 21.3 17.7 3.2

6 Cotton X6 1st July 190 days 3.0 4.4 10.1 16.2 21.4 25.0 31.2 29.0 31.0 28.8 26.7 24.9 24.0 18.3 1.8

7 Chillies X7 1st Aug. 165 days 6.7 16.0 20.0 26.0 24.5 26.4 20.2 4.0

8 Sorghum X8 1st July 125 days 9.5 3.3 2.3 6.8 10.5 8.5 7.2 3.5

9 Soyabean X9 1st July 90 days 2.6 12.5 14.8 19.0 10.8

10 Vegetables X10 1st July 100 days 2.1 9.1 14.6 7.5 6.3 8.6

11 Green Gram X11 1st July 60 days 11.9 15.2 13.2

12 Black Gram X12 1st July 90 days 1.7 14.4 19.5 11.3

Rabi

13 Maize X13 16th Nov 120 days 1.2 4.2 7.9 18.0 30.5 35.7 37.4 43.8 41.1 35.3 21.5 19.8

14 Sunflower X14 16th Oct 120 days 0.6 9.0 17.7 26.3 32.9 37.4 34.5 35.6 41.0 29.5 18.3 3.3

15 Blackgram X15 16th Oct 90 days 0.5 4.6 17.5 28.3 32.9 34.0 34.8 19.8 3.5

16 Chillies X16 1st Nov 165 days 2.3 4.2 6.5 11.2 17.2 20.2 25.3 34.8 36.6 38.6 33.1 46.9 50.8 48.2 12.2

17 Cotton X17 16th Oct 190days 0.5 5.3 12.2 19.4 26.1 35.2 36.4 37.7 44.2 41.8 44.1 37.9 52.1 51.1 51.4 40.4 34.7 21.6

18 Sugarcane X18 1st Jan 365 days 12.1 12.7 14.2 15.6 21.3 22.3 38.0 48.0 62.7 61.5 63.4 64.7 68.6 71.3 68.4 49.1 39.9 30.7 19.3 8.7 17.4 16.7 18.9 23.5 15.5 14.4 18.4 21.6 23.0 26.7 23.0 23.6 22.7 22.4 22.4 23.1

19 Sorghum X19 1st Nov 125 days 2.3 7.6 15.8 23.5 31.8 29.8 30.8 35.9 32.1 27.4 18.7 11.4

Jun Jul Aug Sep Oct

Annexure 6.3 Gross requirement at plant root and canal head for Khammam District

Mar Apr

Crop Calendar

Sita Rama LIS, Phase-I

MayNov Dec Jan Feb

Unit: MCM

S.No Crop Code

T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3 T1 T2 T3

Kharif

1 Paddy I X1 0.0 30.4 66.2 5.7 2.0 5.1 5.0 5.9 7.5 4.7 4.3 5.8 7.1 7.7 5.0 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 0.0 162.3

2 Paddy II X2 0.0 0.0 22.3 47.0 25.2 5.9 5.8 6.7 8.6 5.5 5.0 6.8 8.9 10.2 11.9 10.4 1.5 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 0.0 181.7

3 Paddy III X3 0.0 0.0 0.0 0.0 6.3 21.6 1.7 2.0 2.6 1.6 1.5 2.1 2.7 3.2 3.9 3.5 3.6 2.7 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 59.2

4 Maize X4 0.0 0.0 0.0 0.0 0.0 0.0 0.8 1.0 1.2 0.7 0.2 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 3.9

5 Groundnut X5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.5 0.3 0.3 0.4 0.6 0.6 0.5 0.1 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 3.3

6 Cotton X6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.5 0.7 0.8 1.0 1.0 1.0 1.0 0.9 0.8 0.8 0.6 0.1 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 9.8

7 Chillies X7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.8 1.0 1.0 1.1 0.8 0.2 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 5.7

8 Sorghum X8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.1 0.1 0.2 0.3 0.3 0.2 0.1 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 1.7

9 Soyabean X9 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.4 0.5 0.3 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 1.6

10 Vegetables X10 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.7 1.1 0.6 0.5 0.7 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 3.7

11 Green Gram X11 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.4 0.4 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 0.0 1.1

12 Black Gram X12 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.5 0.3 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 1.2

Rabi

13 Maize X13 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 0.2 0.8 1.6 3.6 6.1 7.1 7.5 8.7 8.2 7.0 4.3 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 59.2

14 Sunflower X14 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 0.1 1.0 1.9 2.8 3.5 4.0 3.7 3.8 4.4 3.1 1.9 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.5

15 Blackgram X15 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 0.1 1.2 4.7 7.5 8.8 9.0 9.3 5.3 0.9 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 46.8

16 Chillies X16 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 0.1 0.2 0.3 0.6 0.9 1.1 1.3 1.9 1.9 2.1 1.8 2.5 2.7 2.6 0.6 0.0 0.0 0.0 0.0 0.0 20.7

17 Cotton X17 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 0.1 0.3 0.5 0.7 0.9 1.0 1.0 1.2 1.1 1.2 1.0 1.4 1.4 1.4 1.1 0.9 0.6 0.0 0.0 0.0 15.8

18 Sugarcane X18 0.2 0.3 0.3 0.3 0.4 0.4 0.8 1.0 1.3 1.2 1.3 1.3 1.4 1.4 1.4 1.0 0.8 0.6 0.4 0.2 0.3 0.3 0.4 0.5 0.3 0.3 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.5 22.5

19 Sorghum X19 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 0.2 0.8 1.6 2.3 3.2 3.0 3.1 3.6 3.2 2.7 1.9 1.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 26.7

0.2 30.7 88.8 52.9 33.9 33.1 15.0 18.6 24.5 15.5 13.5 18.0 22.3 25.0 25.2 18.3 14.3 16.6 17.0 20.8 25.5 22.0 18.0 20.2 17.9 15.2 9.6 9.4 4.5 4.5 2.2 1.4 1.0 0.4 0.4 0.5 657.3

0.5 62.6 177.0 99.2 64.5 66.5 29.4 36.6 48.5 30.6 26.6 35.5 43.9 49.0 49.2 35.4 28.9 33.9 34.7 42.4 52.1 45.0 36.8 41.2 36.6 31.1 19.7 19.2 9.2 9.1 4.5 2.8 2.1 0.9 0.9 0.9 1307.0

0.0 2.2 6.3 3.5 2.3 2.3 1.0 1.3 1.7 1.1 0.9 1.3 1.6 1.7 1.7 1.2 1.0 1.2 1.2 1.5 1.8 1.6 1.3 1.5 1.3 1.1 0.7 0.7 0.3 0.3 0.2 0.1 0.1 0.0 0.0 0.0 46.2Total Requirement at Canal Head (TMC)

Annual Total

Total Requirement at Canal Head (MCM)

Sita Rama LIS, Phase-I

For

MayNov Dec

Total CWR at plant Root (MCM)

Mar Apr

Ten Daily Crop Water Requirement

Jan FebJun Jul Aug Sep Oct

Total Service area (Net CCA) ,ha= 133085

Net CCA (Surface Irrigation), ha = 133085 Kharif 54% 49%

Net CCA ( Drip Irrigation ) , ha = 0 Rabi 54% 49%

S.No. Crop NameCrop

Code Planting Period

Optimum

Planting

Date

Crop

Duration

(in Days)

Total

Requirement

At Plant Root

(mm)

Croppong

Intensity

(in %)

Area Under

Crop (ha)

Total

Requirement

at Plant

Root(MCM)

Total

Requirement At

Canal Head

(MCM) for

Surface

Irrigation

Total

Requirement at

Canal Head

( including

surface

scheme) in

TMC

1.0 Paddy I X1 July1- Nov 31 1st July 150 days 451.6 27.0 35933 162.3 331.2 11.7

2.0 Paddy II X2 July15 - Dec 15 15th July 150 days 433.4 31.5 41922 181.7 336.5 11.9

3.0 Paddy III X3 Aug 1 - Dec 30 1st Aug. 150 days 468.0 9.5 12643 59.2 120.8 4.3

4.0 Maize X4 June 1 - Sep 30 1st Jun 120 days 63.0 4.7 6255 3.9 8.0 0.3

5.0 Groundnut X5 July1- Nov 15 1st July 140 days 118.8 2.1 2795 3.3 6.8 0.2

6.0 Cotton X6 July1- Jan1 1st July 190 days 295.8 2.5 3327 9.8 20.1 0.7

7.0 Chillies X7 Jul 1 - Dec 1 1st Aug. 165 days 143.8 3.0 3993 5.7 11.7 0.4

8.0 Sorghum X8 Jul 1 - Nov 1 1st July 125 days 51.6 2.5 3327 1.7 3.5 0.1

9.0 Soyabean X9 Jul1 - Sep1 1st July 90 days 59.7 2.0 2662 1.6 3.2 0.1

10.0 Vegetables X10 Jul 1 - Oct 1 1st July 100 days 48.2 5.7 7586 3.7 7.5 0.3

11.0 Green Gram X11 Jul1- Sep1 1st July 60 days 40.3 2.0 2662 1.1 2.2 0.1

12.0 Black Gram X12 Jul1-Sep3 1st July 90 days 46.9 2.0 2662 1.2 2.5 0.1

Sub Total 94.5 125765 435.3 854.0 30.2

13.0 Maize X13 Nov 16 - Feb 28 16th Nov 120 days 296.4 15.0 19963 59.2 120.8 4.3

14.0 Sunflower X14 Oct 1 - Feb 1 16th Oct 120 days 286.1 8.0 10647 30.5 62.2 2.2

15.0 Blackgram X15 Oct 1 - Jan2 16th Oct 90 days 175.9 20.0 26617 46.8 95.5 3.4

16.0 Chillies X16 Nov 1 - Mar 3 1st Nov 165 days 388.1 4.0 5323 20.7 42.2 1.5

17.0 Cotton X17 Oct 1 - Apr 1 16th Oct 190days 592.1 2.0 2662 15.8 32.2 1.1

18.0 Sugarcane X18 Jan 1 - Dec 31 1st Jan 365 days 1125.8 1.5 1996 22.5 45.9 1.6

19.0 Sorghum X19 Nov1 - Mar1 1st Nov 125 days 267.1 7.5 9981 26.7 54.4 1.9

Sub Total 58.0 77189.3 222.0 453.1 16.0

152.5 202955 657.3 1307.0 46.2

* Crop Water Requirement

Total

Requirement

Non PondedPonded

GRAND TOTAL ANNUAL CWR*

KHARIF

RABI

Crop Water Requirement

For

Sita Rama LIS, Phase-I (New Ayacut)

Surface Irrigation :System Efficiency ( %)

Total Service area (Net CCA) ,ha= 139836

Net CCA (Surface Irrigation), ha = 139836 Kharif 54% 49%

Net CCA ( Drip Irrigation ) , ha = 0 Rabi 54% 49%

S.No. Crop NameCrop

Code Planting Period

Optimum

Planting

Date

Crop

Duration

(in Days)

Total

Requirement

At Plant Root

(mm)

Croppong

Intensity

(in %)

Area Under

Crop (ha)

Total

Requirement

at Plant

Root(MCM)

Total

Requirement At

Canal Head

(MCM) for

Surface

Irrigation

Total

Requirement at

Canal Head

( including

surface

scheme) in

TMC

1.0 Paddy I X1 July1- Nov 31 1st July 150 days 451.6 27.0 37756 170.5 348.0 12.3

2.0 Paddy II X2 July15 - Dec 15 15th July 150 days 433.4 31.5 44048 190.9 353.5 12.5

3.0 Paddy III X3 Aug 1 - Dec 30 1st Aug. 150 days 468.0 9.5 13284 62.2 126.9 4.5

4.0 Maize X4 June 1 - Sep 30 1st Jun 120 days 63.0 4.7 6572 4.1 8.5 0.3

5.0 Groundnut X5 July1- Nov 15 1st July 140 days 118.8 2.1 2937 3.5 7.1 0.3

6.0 Cotton X6 July1- Jan1 1st July 190 days 295.8 2.5 3496 10.3 21.1 0.7

7.0 Chillies X7 Jul 1 - Dec 1 1st Aug. 165 days 143.8 3.0 4195 6.0 12.3 0.4

8.0 Sorghum X8 Jul 1 - Nov 1 1st July 125 days 51.6 2.5 3496 1.8 3.7 0.1

9.0 Soyabean X9 Jul1 - Sep1 1st July 90 days 59.7 2.0 2797 1.7 3.4 0.1

10.0 Vegetables X10 Jul 1 - Oct 1 1st July 100 days 48.2 5.7 7971 3.8 7.8 0.3

11.0 Green Gram X11 Jul1- Sep1 1st July 60 days 40.3 2.0 2797 1.1 2.3 0.1

12.0 Black Gram X12 Jul1-Sep3 1st July 90 days 46.9 2.0 2797 1.3 2.7 0.1

Sub Total 94.5 132145 457.3 897.3 31.7

13.0 Maize X13 Nov 16 - Feb 28 16th Nov 120 days 296.4 15.0 20975 62.2 126.9 4.5

14.0 Sunflower X14 Oct 1 - Feb 1 16th Oct 120 days 286.1 8.0 11187 32.0 65.3 2.3

15.0 Blackgram X15 Oct 1 - Jan2 16th Oct 90 days 175.9 20.0 27967 49.2 100.4 3.5

16.0 Chillies X16 Nov 1 - Mar 3 1st Nov 165 days 388.1 4.0 5593 21.7 44.3 1.6

17.0 Cotton X17 Oct 1 - Apr 1 16th Oct 190days 592.1 2.0 2797 16.6 33.8 1.2

18.0 Sugarcane X18 Jan 1 - Dec 31 1st Jan 365 days 1125.8 1.5 2098 23.6 48.2 1.7

19.0 Sorghum X19 Nov1 - Mar1 1st Nov 125 days 267.1 7.5 10488 28.0 57.2 2.0

Sub Total 58.0 81104.9 233.3 476.1 16.8

152.5 213250 690.6 1373.3 48.5

* Crop Water Requirement

RABI

Crop Water Requirement

For

Sita Rama LIS, Phase-I (Stabilisation)

Surface Irrigation :System Efficiency ( %)

Total

Requirement

Non PondedPonded

GRAND TOTAL ANNUAL CWR*

KHARIF

S.No. Crop Name

Croppong

Intensity

(in %)

Area Under

Crop (ha)

Area Under

Crop (ha)

Area Under

Crop (ha)

Khammam New Stab

Total

Demand

Stab.

50 %

Demand

for Stab.

New

Ayacut

Demand

Total Phase-

I Ayacut

Demand

1 Paddy I 27.0 73689 35933 37756 12.3 6.14 11.7 17.84

2 Paddy II 31.5 85970 41922 44048 12.5 6.24 11.9 18.12

3 Paddy III 9.5 25927 12643 13284 4.5 2.24 4.3 6.50

4 Maize 4.7 12827 6255 6572 0.3 0.15 0.3 0.43

5 Groundnut 2.1 5731 2795 2937 0.3 0.13 0.2 0.37

6 Cotton 2.5 6823 3327 3496 0.7 0.37 0.7 1.08

7 Chillies 3.0 8188 3993 4195 0.4 0.22 0.4 0.63

8 Sorghum 2.5 6823 3327 3496 0.1 0.07 0.1 0.19

9 Soyabean 2.0 5458 2662 2797 0.1 0.06 0.1 0.17

10 Vegetables 5.7 15556 7586 7971 0.3 0.14 0.3 0.40

11 Green Gram 2.0 5458 2662 2797 0.1 0.04 0.1 0.12

12 Black Gram 2.0 5458 2662 2797 0.1 0.05 0.1 0.14

Sub- Total 94.5 257910 125765 132145 31.7 15.8 30.2 46.00

13 Maize 15.0 40938 19963 20975 4.5 2.24 4.3 6.50

14 Sunflower 8.0 21834 10647 11187 2.3 1.15 2.2 3.35

15 Blackgram 20.0 54584 26617 27967 3.5 1.77 3.4 5.14

16 Chillies 4.0 10917 5323 5593 1.6 0.78 1.5 2.27

17 Cotton 2.0 5458 2662 2797 1.2 0.60 1.1 1.73

18 Sugarcane 1.5 4094 1996 2098 1.7 0.85 1.6 2.47

19 Sorghum 7.5 20469 9981 10488 2.0 1.01 1.9 2.93

Sub- Total 58.0 158294.2 77189 81105 16.8 8.4 16.0 24.40

Grand Total 152.5 416205 202955 213250 48.5 24.25 46.15 70.40

Total Requirement at Canal Head (including surface

scheme) in TMC

KHARIF

RABI

Overall Demand Cropwise

Annexure 6.4

7. C

ON

ST

RU

CT

ION

PLA

NN

ING



Chapter-7: Construction Planning 7- 1 WAPCOS Limited

CHAPTER 7

CONSTRUCTION PROGRAM, MAN POWER & PLANT PLANNING

7.1 GENERAL

The Sita Rama Lift Irrigation Project, Phase-I envisages construction of the

followings:

(i) Construction of Head Regulator at Dummugudem Anicut

(ii) Construction of Lined Canal

(iii) Construction of Four Pump Houses

(iv) Delivery Cisterns

(v) Laying of Pumping Main

(vi) Cross Drainage works across Main Canal.

(vii) Road Bridges wherever required.

(viii) Cross Regulators and Offtakes etc.

(ix) Tunnels

(x) Railway Crossing

Aims and Objectives:

The objective of the Phase-I of Sita Rama Lift Irrigation Project is to divert

Godavari water from U/s of Dummugudem Anicut to irrigate 6.74 Lakh Acres

(New Ayacut- 3,28,853 Ac. and Stabilisation 3,45,535 Ac.) of Bhadradri-

Kothagudem, Khammam and Mahabubabad Districts of Telangana, covering

enroute tanks and villages as well as nearby command areas. In this context, some

of the structural interventions in the form of storage structures, water conductor

system, pump houses, Tunnels, CM and CD works etc. are proposed for this

purpose. The present consultancy assignment is for confirming the feasibility of

the proposed scheme providing targeted quantum of water for irrigation of new

command as well as en-route tanks, villages, towns and supplement some of the

existing/proposed irrigation schemes.




7.2 IMPLEMENTATION PROGRAM

The project is supposed to be executed through the contracting agencies instructed

with suitable contract packages. It is also proposed to have an exclusive

consultancy package for the preparation of detailed design, specifications, tender

documents and construction drawings for all Civil, Hydro-Mechanical and

Electromechanical components.

The Sita Rama LIP, Phase-I is planned to be executed in a period of 36 months

inclusive of all preconstruction activities containing four pump houses, water

conductor system having gravity canals, pumping mains and gravity tunnels also

involves construction of Regulators, Cross Drainage works, Bridges etc, all the

construction activity will start simultaneously so that the project is completed in

thirty-six months.

7.3 CONSTRUCTION PLANNING

It is proposed to execute the project in the following two (pre-construction and

main construction) ways:

Phasing of Works:

To facilitate construction activity and its management and quality control, the

project components will be distributed in different packages.

It is proposed to execute the project in the following ways-

A) Pre-Construction work lasting about 6 Months

B) Main Construction work spanning over 30 months.

A) Pre-Construction Works (Period-6 Months)

Initial one year would be utilized for preconstruction activities including site

clearance, establishment of site organization, approach roads, bridges and CD

works, buildings, stores, construction power, labs and workshop etc.




Implementation Schedule

A) (Pre-Construction Works)

S.No. Pre-Construction Activity Duration

1. Land Acquisition 6 Months

2. Road Construction

a.) Upgrading of Existing Roads 6 Months

b.) Construction of New Roads

3. Site Installation and Temporary camps at the site 6 Months

4. Tender and Contractors of Main works 6 Months

5. Arrangement for Construction/Alternate Power 4 to 6 Months

6. Mobilization of Men and Machines 6 Months

Some of the works like residential and non-residential buildings & acquisition of

land etc. would be continue along with the construction of main works.

B) Main-Construction Works (Period-30 Months)

It includes construction of main civil works along with installation of electro-

mechanical works. This stage requires 30 Months of tenure in order to complete

the whole project. After about one year, when most of the infrastructural activities

are established and contract packages finalized.

7.4 PROJECT ORGANISATION: FUNCTIONS & RESPONSIBILITIES

All the works whether it is Civil, Electro-mechanical in nature, are grouped into

various packages. Due to limited availability of working season in a year, it would

be necessary to achieve the maximum progress in the stipulated time frame.

There will be One Chief Engineer, One S.E. (Civil), one S.E (E&M), one S.E.

(Finance and Accounts), one S.E. (Admin) along with relevant supporting staff.

Besides this, CE will also be supported by S.E. (HQ & Monitoring) who will be




assisted by Executive Engineer (Civil). He will coordinate the overall activities

and will report the position to CE.

Each SE (Civil) will be assisted by three Executive Engineers (Civil) and they

will be entrusted with construction and installation works.

SE (Finance and Accounts) will be supported by one Senior Accounts officer and

accounts officer along with supporting staff responsible for managing finance and

accounts works.

SE (Admin) will deal with administration and public health and security assisted

by one administrative officer and one Security officer. There will be a fire

fighting unit and a para medical unit attached to Admin officer to attend the first

aid treatment cases.

The major works for execution of the project include head regulator, channel,

pump house complex and electro-mechanical works. To facilitate construction

activity and its management and quality control, all these works are logically

divided and classified into following contract packages which an independent

nature wise and have manageable interface problems which are serially tabulated

with corresponding duration wise order:

B) Main-Construction Works (Period-30 Months)

Link No. / Package

Activity Duration

Package-I Infrastructure Works 12 Months

Package-II Construction of Pump houses and pumping mains 36 Months

Package-III Construction of Cross drainage and Bridges 36 months

Package-IV Construction of Canal links, Regulators, Escapes,

Falls

36 months

Package-V Construction of Tunnels 36 months




Review/Reports of Progress of Project

The program and progress of the project will be reviewed every month. The

program report would highlight the program vis-à-vis its financial and cost

aspects besides highlighting the problem area experienced. Suitable remedial

steps and corrective measures will be taken from time to time to resolve/ sort out

the problems confronted on the basis of suggestions offered by the eminent

experts of the Technical Review Board.

7.5 CONSTRUCTION METHODOLOGY & EQUIPMENT PLANNING

The construction methodology and equipment planning for various works is based

on site conditions prevailing in the project area. Construction activities are

planned in such a way that the project will be completed in the shortest possible

time period. Following assumptions have been made in this regard for equipment

planning and construction methodology of the project.

(1) All pre-construction activities namely land acquisition, infrastructural works

and jobs seeking govt. approvals are completed before the start of the main

construction works in respect of main components of the project.

(2) All civil and electro-mechanical works are executed in the specified main

packages of contract.

7.6 CONSTRUCTION EQUIPMENT-BASIC CRITERIA

For almost all types of construction activities, mechanized construction has been

planned so as to achieve consistent quality at a faster progress rate. Special

attention has been paid to the equipment planning for the excavation and laying of

the same as materials quantities are involved and interdependence of various

construction activities make this exercise very critical. The sequence of

construction activities, wherever possible, has been attempted in such a way that

equipment from one activity on its completion can be shifted to the other activity.

This way, the total requirement of equipment at a time would be reduced and also




sufficient utilization of equipment on the project would be ensured. Bar chart

showing various activities is annexed as Annexure-7.1.

7.7 COMMUNICATION:

The infrastures like roads, approach roads to different sites of works have to be

completed before start of main works. Stores at different sites to store materials

such as steel, cement, machines, Equipments and other construction materials will

be constructed before construction of main works.

7.8 Key Materials Planning

The study of availability and quality of construction materials has to be carried at

different locations of the project area to determine the quantity and quality of

materials. Further, construction materials used in surrounding and nearby projects

will be used for the construction of various components.

7.8.1 Program Planning

Peak requirement of concrete has been planned as per requirement of materials at

different sites in case of pump house construction major quantity of concrete and

aggregate is required. Therefore, general capacity of concrete batching plant

should be close to the pump house and also, it is proposed to provide aggregate

crushing plant close to the sites of major works.

7.8.2 Working Time Schedule

Requirement of equipment is worked out based on equipment planning and the

number of working days available. About 8 months i.e., October to May will form

the working season. All the surface works are proposed to be executed in two

shifts, which is proposed to be executed in three-shift operations. The scheduled

working hours considering 25 working days per month accordingly works out as

under:




No. of Shift

Total Time

Availability factor

Actual Available

Time

Days/ Year

Schedule Machine

Hour

Utilization factor

Schedule Production

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 for

Detailed Calculations for the Requirement of Each Category and Size of the

Production 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.

7.8.3 Construction Period

Construction period of 30 months has been considered for completion of Sita

Rama LIP, Phase I including its testing and commissioning. Considering the

hectic schedule, it is proposed to start all the work immediately and

simultaneously from the first year itself.

The construction stage surveys and investigations, detail designs are proposed to

be taken up simultaneously along with the work. In order to derive full benefits at

the end of proposed construction period, the erection, testing and commissioning

aspects would be required to be planned judiciously.




7.9 MANPOWER PLANNING (EXECUTIVE AND NON-EXECUTIVE)

In addition to main construction work at site, the project staff is also required for

planning, monitoring and control, construction and maintenance of buildings and

roads, quality control, procurement stores, mechanical works, electrical works,

geology personnel and administration, financial and accounts, vigilance and other

related works. Category requirement of different staff is shown in Annexure-7.2

and Annexure 7.3.

Project Organization shall consist of 38 nos. of Executives (AEs & Higher), 36

nos. of Non-Executives and 120 nos. of field Executives/ Technicians. In addition

to above, the services for 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.

Consultants:

Consultants are engaged for carrying out various studies for the project and for

preparing Feasibility Study Report, Socio-economic and Environment monitoring

and EIA Report and Detailed Project Report etc. During project construction

stage, the requirement of the project management consultants shall be examined

and if the requirement is established, a competent project management consultant

shall be engaged as per the approved procedure of the contracting agency.

In addition, the contracting agency may also engage experts from reputed

institution on need basis if required during the project construction.

7.10 SERVICES & UTILITIES

Suitable arrangements are required to be made by the Contractor/Construction

Agency for accommodation, water supply, power, sanitation and other facilities

for their personnel including staff and workers.




7.11 FACILITIES AND AMENITIES

It is proposed to provide the following facilities to staff and workers. The staff

may consist of regular, work charged or daily wagers employed on the project.

All the existing infrastructural facilities like access roads, buildings and civic

amenities already available near the Project.

Additional facilities such as, construction of new roads, remodelling of

existing roads, installation of water supply pipelines and sewerage system for

staff quarters / colony located at the project site and other sites as well as

Distribution Power line for smooth power supply to staff quarters/colony.

Medical Dispensaries at Pump House and project site locations.

Recreation activities viz. clubs etc. for the staff.

Suitable arrangements shall be made by the Contractor/Construction Agency

on their own for providing accommodation to their personnel including

workers as well as water supply, power, sanitation, recreation and other

facilities.

7.12 CONSTRUCTION MANAGEMENT

Three important elements of planning and management of construction works of

the Project are:

1. Quality Management

2. Management of Information System

3. Safety/Security aspects

A) Quality Management system encompasses both Quality Assurance (QA) and

Quality Control (QC). It integrates and co-ordinates activities such as design,

unambiguous specifications, procurement of quality material, approving a

proper supplier or vendor, carrying out the required tests and inspection etc.




i. Quality Control in Concreting

Concrete is the most versatile construction material used on various works of this

project namely including Pump House, Canal lining, pipe line network etc.

Quality control of concrete would involve the followings:

a) Control over mixing of ingredients of concrete i.e. cement, aggregates, water, admixture etc.

b) Concrete mix proportioning c) Control of concrete production and placement d) Acceptance

Standards for concreting and its various ingredients are universally standardized

and the specifications would be in conformity with the same.

ii. Quality Control in Earthfill / Rockfill

Quality control of embankment during construction is of paramount importance as

many a failure has been due to lack of quality control during construction. Quality

control aims at ensuring that plans and specifications laid down by the designer

are implemented at site. Some of these are clear & unambiguous and controllable

by laboratory tests. They include logout & zoning, grading limits of materials

within difficult zones, the placement moisture content and compacted dry density.

The normal requirement of 95 to 98% of standard proctor density can be achieved

by either sheep-foot or pneumatic tyred rollers of suitable weight by controlling

optimum moisture content and number of passes of rollers. Other require

judgement and experience, e.g. the extent of excavation of foundations, treatment

of core contact area, the depth, spacing, grout mixes and grouting pressures for

treatment of rock foundations, selection & use of construction equipment and

steps needed to meet unforeseen situations and contingencies.

iii. Quality Assurance

The quality assurance process can be implemented through following steps:




Preparation of manuals (check list/guidelines for use of various levels of

personnel in organisation and for monitoring quality of each operation)

Continuous training in Management of quality, productivity and safety in

works

Quality Auditing

Monitoring

B) Management of Information System broadly caters to the major functions as

under:

Monitor the actual achievements against the planned targets.

Standardise formats for management control reports.

Provide periodic management reports to the various centres, highlighting

major achievements and / or constraints in progress and their impact on

the Project Schedule.

Provide systems for documentation, storage, analysis of reported data to

be adopted uniformly by all responsible centres.

Develop data bank on construction experience for analysing the

achievements of various targets milestones as per project network.

C) Safety Organisation

With a view to promoting safety awareness and motivating project employees to

become safety conscious, safety meetings and safety seminars etc. would be

frequently organised. Safety measures for workmen/staff would be taken keeping

in view the site hazards. Safety training will also be imparted to train workers,

supervisors, foremen, engineers etc. The project authorities will entrust such

works to the concerned wing of the Project.




PROCUREMENT PLAN OF EQUIPMENTS SNo. Name of Equipment Unit 1st Year 2nd Year 3rd Year I. Air Compressor and Drilling Equipment (a) Heavy duty rock drills/Jack Hammers No. 10 10 10 (b) Air Compressor (Electric) 500 cfm No. 4 4 4 (c) Air Compressor (Portal) 250 cfm No. 2 2 2 (d) Air Compressor (Diesel) 170 cfm No. 2 2 2 (e) Paving Brackers No. 2 2 2 II. Earth Moving Equipment (a) Hydraulic Excavator 3.5 cum No. 10 10 10 (b) Hydraulic excavation 2.5 cum No. 4 4 4 (c) F.E. loaders 3.5 cum bucket No 10 10 10 (d) F.E. loaders 2.5 cum bucket 4 4 4 (e) Wheel Dozer 130 H.P No 4 4 4 (f) Crawler Dozer with Riper 300 H.P No. 2 2 2 (g) Wheel Dozer D-6 (180 H.P) No. 2 2 2 (h) Low Profile rear Dumper 18 Tonnes No. 6 6 6 (i) Tippers – 15 Tonnes No. 4 4 4 (j) Sheep foot roller 30 T No. 4 4 4 (k) Pneumatic Tyre roller 20 T No. 2 2 2 (l) Clowber Tyred Tractors No. 1 1 1 (m) Rubber Tyred Tractor No. 1 1 1 III. Road Making and Compaction

equipment

(a) Road Roller 8/12 Tonnes No. 1 1 1 (b) Vibratory roller 12 Tonnes No. 1 1 1 (c) Water Sprinkler No. 2 2 2 IV. Concreting Equipment (a) Batching & Mixing Plant 140 cum/Hr No. 2 2 2 (b) Cable way for concreting 140 cum/hr

capacity No.

1 1 1 (c) Aggregate crushing & screening Plant –

225 Ton/Hr No.

1 1 1 (d) Transit Concrete Mixer – 4 cum No. 4 4 4 (e) Concrete Pump 25 cum/Hr No. 2 2 2 (f) Grout Pump No. 1 1 1 (g) Vibrators No. 4 4 4 (h) Tower cranes – 10 Tonnes No. 1 1 1 (i) Concrete Trollies with two buckets each of

6 cum capacity No.

2 2 2




SNo. Name of Equipment Unit 1st Year 2nd Year 3rd Year V. Inspection & Transport vehicles (a) Staff Car No. 1 1 1 (b) Jeep No. 8 8 8 (c) Truck 10 Tonnes No. 2 2 2 (d) Mini Truck No. 2 2 2 (e) School/Staff Bus No. 1 1 1 (f) Ambulance No. 1 1 1 VI. Miscellaneous Equipment (b) Mobile Crane - 18 Tonnes No. 1 1 1 (c) Mobile Crane – 10 Tonnes No. 1 1 1 (d) DG Sets 500 kVA No. 2 2 2 (e) Welding Sets No. 4 4 4 (f) Tractor Trailor No. 2 2 2 (g) Explosive van 10 Tonnes No. 1 1 1 (h) Weigh Bridge – 20 Tonnes No. 2 2 2 (i) Pumps 5 HP No. 8 8 8 (j) Pumps 10 HP No. 8 8 8 (k) Pumps 40 HP No. 2 2 2 VII Workshop Equipment (a) Central lathe Machines No. 1 1 1 (b) Shaper Machine No. 1 1 1 (c) Hydraulic Press No. 1 1 1 (d) Bench drilling Machine No. 1 1 1 (e) Grinder No. 2 2 2 (f) Drill Steel Grinder No. 2 2 2 (g) Power Hacksaw No. 2 2 2 (h) Hydraulic Jack No. 4 4 4 (i) Engine Repair shop No. 1 1 1 (j) Auto electric repair shop No. 2 2 2 (k) Battery charger No. 2 2 2 (l) Compressor for tyre inflation No. 2 2 2 (m) Gas cutting sets No. 2 3 3 (n) Greasing Plant No. 2 2 2 (o) Unforeseen items L.S. 10 10 10

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1 Pre-Construction work INFRASTRUCTURE DEVELOPMENT

A Land Acquistion , Renovation, Remodelling and Construction of Access Roads Etc.

BArrangement of Power, repair of CD works for easy communication, Mobilisation, tenders and award of works etc.

2 Main Construction work MAIN WORKS

Package-I Infrastructure Works

Package-II Construction of Pump houses and pumping mains

Package-III Construction of Cross drainage and Cross Masonry works

Package-IV Construction of Canal links, Regulators, Escapes, Falls

Package-V Construction of Tunnels

ANNEXURE - 7.1

Package No

CONSTRUCTION SCHEDULE OF SITA RAMA LIFT IRRIGATION PROJECT, PHASE- I

S.No Name of work Year- 1 Year- 3Year-2

Annexure-7.2

Requirement of Field Workers/ Technical/ Foreman

Sl. No. Category Nos. Required

1. Senior Foreman (C) 3 2. Senior Foreman (E & M) 3 3. Gauge Reader 3 4. Lab Assistant/Silt Analyst 5 5. Auto Electrician 5 6. Driller 5 7. Fitter 5 8. Welder 5 9. Mechanic 5 10. Carpenter 5 11. Mason 10 12. Beldar/Helper 10 13. Plumber 2 14. Painter 1 15. Dozer Operator 10 16. Loader Operator 10 17. Electrician 5 18. DG Set Operator 5 19. Compressor Operator 5 20. Pump Operator 5 21. Crane Operator 3 22. Care Jaker 3 23. Cook 5 24. Safaiwala 5

Annexure 7.3

Requirement of Staff

Project Head/ Chief

Engineer

HQ &

Monitoring)

(Civil) (E&M) (F&A) (Admin) Total

C.E/S.E 1 1 1 1 1 1 6 SAO/AO - - - - 2 - 2 EE 1 1 3 3 1 1 10 AE/AEE 4 3 5 5 2 1 20 Draftsman/Assistant 1 1 5 2 1 1 11 Attendant 3 2 7 4 2 2 20 Para Medical Staff - - 1 1 1 2 5

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Chapter-8: Cost Estimate 8-1 WAPCOS Limited

CHAPTER - 8

COST ESTIMATE

8.1 OBJECTIVE OF THEPROJECT

The main purpose of the proposed project is not only to integrate earlier proposed

Indira Sagar and Rajiv Sagar Lift Irrigation Scheme into one lift irrigation scheme but

also cover the Gap Ayacut which is not coming under any present or future irrigation

scheme. It is in this context the present scheme is renamed as Sita Rama Lift Irrigation

Project is being formulated to cover about 9.36 Lakh Acres (including New Ayacut

and Stabilization) of Bhadradri- Kothagudem, Khammam and MahabubabadDistricts.

The project has been planned to execute in two phases. The Present report deals with

Phase-I of the Scheme covers Bhadradri- Kothagudem, Khammam and Mahabubabad

Districts. Phase – I of this scheme covers command area of 2,72,921 Ha with new

ayacut of about 1,33,085 Ha and Stabilization of about 1,39,836 Ha.

8.2 GENERAL

Cost estimation of Sita Rama Lift Irrigation Project (Phase-I), Telangana 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 Telangana and the labour rates. Most of the rates adopted in the estimate have

been taken from the schedule of rates (SOR) 2015-16 for works of Irrigation and CAD

Works, Part- I, Telangana and are expressed in INR.

8.3 BASIC COST OFESTIMATE

The total estimated cost of the project including direct and indirect changes is

Rs 11,931.73 crores.



8.4 DESCRIPTION OF MAJORHEADS

The project cost is classified in two groups as per CWC guidelines.

UNIT- I : Headworks

UNIT-II : Canal Network

8.4.1 Direct Charges

Under this head provisions have been made for various structures of the project as

detailed here under: -

Summary

I Works Rs. 10722.93 crores

II Establishment Rs. 953.99 Crores

III Tools and Plants Rs. 107.23 crores

IV Suspense -

V Receipts and recoveries on capital account -

Total Direct Charges in Lakhs Rs. 11784.15 crores

Total Indirect Charges in Lakhs Rs 147.58 crores

Total Amount Rs. 11931.73 crores

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 Rs 57.33 crore has

been provided under this head.

B-Land

This covers the provision for acquisition of land for Submergence area coming under

head works, Canal network and its various structures, colonies, roads, the R&R

settlement cost etc. A provision of Rs. 1182.98 crores have been made.



C-works

This sub head covers the cost of civil structures of Head works, Pump House

including cost of civil works, pumps, motors etc. The quantities indicated in the

estimates are calculated from the preliminary design and rate as per experience of

other ongoing or commissioned projects. A provision of Rs. 2454.06 crores have

been made to frame the estimate of this project.

D-Regulator

A provision of Rs. 83.20 crores have been made under this sub head.

F-Cross Drainage works

In this subhead, a provision of Rs. 785.81 crores have been made for the various

cross drainage structures coming under the canal network.

G-Bridges

A total estimate of Rs. 642.93 crores have been made under this subhead.

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 taken on plinth area basis as per experience of other

ongoing or commissioned projects. The total cost has been worked out as Rs.114.66

crores

L1 –Earthwork

A total of Rs. 2399.70 crores have been worked out under this subhead.

L2 –Lining

An estimate of Rs. 391.37 crores have been worked out in this subhead.



L3- Tunnel

A provision of Rs. 577.50 crores have been worked out in this subhead.

M- Plantation

A provision of Rs. 28.66 crores have been made under this subhead

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, firefighting, inspection vehicles, schools, transport of labouretc.

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. 14.33 crores have 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. 28.81

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.

A chargeable amount of Rs 50.00 crores is allocated tentatively under this subhead.



R-Communication

Provision of Rs. 14.33 crores under this head covers the cost of construction and

improvement of approach and connecting roads etc in the project area. Widening

ofroad have been planned to cater for the anticipated traffic including movement of

heavy trailers.

U-Distributaries, Minors and Sub Minors

Provision of Rs. 1346.00 crores have been worked out in this subhead.

V –Water Courses /Field Channels

A provision of Rs. 134.60 crores have been worked out in this subhead.

X-Environment and Ecology

A provision of Rs. 409.43 crores under this head has been made for environment and

impact mitigation measures including compensatory afforestation, public health

measures to control water and soil borne diseases, restoration of land etc.

Y-Losses on Stock

Under this sub head is 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.

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 cultivable land.



II – Establishment

Provisions for establishment have been made @ 10% of less B-Land for Unit-I and

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 subhead.

V- Receipts and Recoveries

Under this provision, estimated recoveries by way of resale or transfer of equipment

and of temporary building is taken into account.

The General Abstract of the same is given here under.

SITA RAMA LIFT IRRIGATION PROJECT

Phase-I

ABSTRACT OF COST

S. No.

Description

Total

Amount

(in Rs. Lakh)

Direct Charges I WORKS

A. Preliminary 5733.13

B. Land 118298.48

C. Works 245406.26

D. Regulators 8320.44

F. Cross Drainage Works 78580.74

G. Bridges 64293.33

J. Power Plant Civil Works -

K. Buildings 11466.25

L1 Earthwork 239970.07

L2 Lining 39137.41

L3 Tunnels 57750.00

M. Plantation 2866.56

O. Miscellaneous 1433.28

P. Maintenance 2880.90

Q. Special T & P 5000.00

R. Communication 1433.28

U. Distributaries 134600.00

V. Water Courses 13460.00

X. Environment & Ecology 40942.50

Y. Losses on Stock 720.22

Total of I-Works: 1072292.85

II Establishment @ 10% of cost of I-Works less B-Land 95399.44

III Tools & Plants @ 1% of cost of I-Works 10722.93

IV Suspense 0

V Receipt and Recoveries (- ve) 0.00

Total Direct Charges: 1178415.22

2 Indirect Charges

a) Capital Value of abatement of land revenue (5% of

Culturable land revenue of B- Land)

4035.13

b) Audit & Account Charges @ 1% of cost of I-Works 10722.93

Total Indirect Charges (a+b) 14758.05

Total Direct & Indirect Charges (Rs. In Lakhs) 1193173.27

Total cost (Rs. in crore) 11931.73

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Chapter-9: Economic Benefits and Justification 9-1 WAPCOS Limited

CHAPTER - 9

ECONOMIC BENEFITS AND JUSTIFICATION

9.1 INTRODUCTION

It is natural for any investments, to search for a measure of the benefits likely to be

derived from investments in the project. Thus, the main purpose of undertaking the

financial and economic 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 project, 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 analysis is based not on economic values or

shadow prices but on the prices observed on the market. 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 the benefits, whereas the economic analyses

focus on the society as whole.

9.2 PROJECT EVALUATION METHODS

A wide variety of appraisal criteria (or evaluation methods) have been suggested in

literature to judge the wothehileness of the investment in the projects. The important

and popular in use can be classified into two broad categories as (i) Discounting and

(ii) Non Discounting criteria.

The important discounting criteria are: Net Present Value, Benefit Cost Ratio and

internal rate of Return. The popular non-discounting criteria are Payback period and

Accounting rate of return.

The Net present value of 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 ratio 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 investments both measure in

accounting terms. It is the ratio average income and initial investment.

The internal Rate of return (IRR) is defined as the rate of interest, at which, the

discounted benefits and the discounted cost over the stipulated life of the project are

equal. The IRR based on financial prices are denoted as FIRR and that based on

economical prices are denoted as EIRR.

9.3 CRITERIA FOR FINACIAL AND / OR ECONOMICAL VIABILITY

If a project is to be categorized as financially and/ or economically viable, the

following conditions must be satisfied.

1. The financial and economic viability of a project stipulates that the discounted

benefits, accruing as a result of the project developments, should exceed the

discounted costs. This is generally done by either estimating net present value

(NPV) of the project i.e. net present value of benefit minus net present value of

cost or by determining the internal rate of return (IRR). The particular discount

rate, at which, the NPV of the project works out to be zero or little higher than

zero, should not be lower 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 projects accounting rate of return and in more recent

years, discounted cash flow method are more commonly employed. For smaller

projects the Payback period method appears to be popular. In U.S, Internal rate of

return, Net Present value, Accounting Rate of return and Payback period are the most

popular methods of project appraisal.

9.4 METHODOLOGY FOR WORKING OUT NET AGRICULTURAL INCOME

For the financial and economical appraisal of the irrigation scheme, a series of

budgets for various crops of the designed cropping pattern have been prepared.

Financial and Economic crop budgets have been prepared for both the “Future

Without” (FWOP) and “Future With” (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.

9.5 CROP BUDGET

Crop productivity is influenced by many endogenous and exogenous factors. It cannot

be precisely predicted due to aberrations brought about by the unpredictable vagaries

of nature and unforeseen depredation by pest and disease. Further, it has neither fixed

input, output, coefficients of the type evinced in the industrial product nor can the

aberrations be kept under check as in case of experiments under controlled laboratory

environments as in physics and chemistry, So add to these the fact that reliable

statistics on these are awfully lacking, it is necessary to make certain assumptions

regarding, input-output relationships and productivity of crops under different

situations.

Since there is a great deal of fluctuations in the market prices of various products and

Govt. regulate prices of certain inputs and outputs, the minimum support price where

ever available and the administered prices of above inputs have been taken into



consideration for evaluating cost of inputs and value of outputs for the entire post

project period, for those items 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 subsidy + taxes)

have been adopted from while the prices of other input like organic manure, wages of

animal labour have been obtained from the locality. The labour wage has been taken

as Rs.100/- per day which is minimum statutory prescribed by the Govt. Changes in

prices over time due to over all changes in prices have been ignored as these will

equally affect the input prices and output prices. Besides the 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 the crop benefits which can be expected

under “without” as well as under “with” Project conditions. Crop budgets were first

prepared in financial price terms and then converted to economic terms, for selected

crops as per the envisaged cropping pattern of the project The Crops and their

cropping pattern under present and future both for “without” and “with” Project

situations are given in Table No 9.1

9.5.1 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, manure, plant

protection chemicals, human labour, animal power, machine power and other

costs, including irrigation expenses, land revenue, depreciation on tools and

implements, miscellaneous expenses and interest on operating cost.(Refer Crop

Budget tables in Annexure 9.1).

b. The gross crop value includes the value of the main produce and by-products.

The crop yield for main product , By-product, and seed requirement and their

price as adopted in the present study are given in Table 9.2 (a) and 9.2 (b).



c. That the prices of input and output of various crops will remain constant. The

justification of this lies in that the increase input and output prices will be

counterbalanced by inflation.

d. That the life of irrigation canal system is 100 years.

e. Under irrigated conditions in “with” Project situation, 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” project situation increase in the use of chemical fertilizers is

envisaged in line with the recommended practices and improved technology, and

assuming optimal availability of other inputs.

h. Presently, agriculture is highly labour-intensive. There are, however, marked

peaks and slacks in demand for labour in agriculture. Greater use of other

agricultural inputs will further increase the demand 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 development of irrigation infrastructure will be integrated with other

agricultural activities to get full benefits of assured water supply

j. That necessary institutional support and services will be available from various

departments concerned with supply of inputs and disposal of the outputs so that

the farmers adopt full package of practices and take full benefits from assured

water supply.

k. At present the use of animal power is minimal, and depends upon the agricultural

practices being followed and the type of crops grown. With the advent of modern

technology, coupled with mechanized agriculture, the use of animal power is

likely to continue to decline.



l. Presently the use of machine 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, marketing payments to artisans etc., were

considered as miscellaneous expenses.

n. That all extension activities will be geared to educate the farmers for making

optimum utilization of irrigation potential created and that the full projected level

of output, income and employment will be attained by the 8th year of initiation of

the project.

o. That there will be hardly any changes in the exogenous factors (although not

realistic) influencing agricultural production.

p. That the necessary managerial set up will be provided to monitor the

implementation programme to attain the goals envisaged.

q. That the productivity of crops will be as envisaged in Table 9.2 (a) and 9.2 (b)

with and without modernization of the project respectively.

9.5.2 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 for principal crops, so as to assist the Commission

of Cost and Prices (CAC&P) in advising the GOI how to establish procurement and

support prices.

The practice of World Bank which is followed 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 machinery and implements, land revenue, miscellaneous

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 some similar crops not covered in the survey.

The input application for the post project period 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 representing the situation without project has

been extrapolated. The area under various crops in future situation has been derived

from cropping pattern optimization. The details irrigated and un-irrigated area under

“Present”, “Future without Project” and “Future with Project” are given in Table No

9.1.

9.5.3 FINANCIAL AND ECONOMIC CROP BUDGETS

Both financial and economic crop budgets, for the “without” and the “with” project

situations were developed for the present study. A summary of the financial and

economic crop budget covering yield, gross return, cost of production and net return

computed for different crops for present as well as future both for the “without” and



“with” situations are presented, Table- 9.3 to Table-9.4. Financial and Economic crop

prices used for preparing crop budgets both for “without” and “with” project situations

are given in Table No – 9.2 (a) and 9.2(b). The Financial crop presented in Annexure

9.1 respectively

9.5.4 INCREMENTAL AGRICULTURAL BENEFIT STREAM

In order to derive incremental net financial economic benefit streams for agricultural

the methodology described in the earlier paras, 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 account the cropping

pattern the incremental benefit from the project area has been estimated. Since the

construction of dam and other works will be completed in the 3rd year itself, the partial

irrigation will be available from the 4th year onwards.

The farmer has already cultivating the land in command area and is well aware of crop

production. It has been assumed that full development of crop production except

orange will be achieved in 7th year of the project.

The year wise incremental income from the project is presented in Table No 9.4 and

9.5 for financial and economical analysis respectively. It has been assumed that once

the project reaches its full development stage in 8th year the benefits will remain the

same for the project life.

9.6 PRICES

The entire analysis was done on constant prices. To estimate 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 analysis, the farm gate (post-harvest) prices

were used. The farm gate prices were obtained from the Season and Crop report of

Directorate of Economics & Statistics, for the years 2015-16 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 2015-16 have been taken as the

basis, because, first, there is no Government procurement of agricultural by-products,



and second, the produced is assumed to be consumed locally, obviating the necessity

for any adjustment of transport cost and loss in transit.

9.6.1 FINANCIAL AND ECONOMIC UNIT PRICES

The financial prices of different inputs and outputs of different crops are based on the

observed prices in the local markets and are generally those reportedly paid or received

by the farmers. These financial prices were adjusted where necessary to reflect the

opportunity cost to the society, thus expressing the economic prices of inputs and

outputs. For those items are internally traded or substituting items traded on the

international market, economic prices were based on the World Bank's Commodity

Price Projections given in the Global Economic Prospects. Crop inputs or outputs not

traded on the international 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 9.7 to 9.9.

9.6.2 CONVERSION FACTORS

For economic analysis purposes, the costs and benefits of the Phase-I of Sita Rama Lift

Irrigation Project have to be evaluated at world market prices so as to measure

correctly net economic benefits from this project. These require certain adjustments,

since, many items are not traded on the world market and others are affected by tariffs

and trade restrictions.

9.6.3 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 items that are not traded on the world market. Tariffs and trade

restrictions introduce a distortion in the price relationship between traded goods —

valued at world market prices — and non—traded goods — valued at local prices.

Thus, the costs are not directly comparable with the benefits. In order to make them

compared, an SCF is applied to the price of non—traded goods and consumption.

Adjusting the financial prices to reflect economic values, involves determining an

appropriate premium attached to foreign exchange. The need to determine the foreign



exchange premium arises because in many countries, as a result of national trade

policies (including tariffs on imported goods and subsidies on export), a premium 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. The shadow exchange rate is then used to convert the foreign

exchange price of traded items into domestic currency.

The effect of using the shadow exchange rate is to make traded items relatively more

expensive in terms of domestic currency, by the amount 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 TMSX

MXSCF

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 subsequently at 0.85, to take

account of the real evolution of the economy and the Indian Rupee.

The rupee has now become a convertible currency, at the cost of substantial

devaluation and an overseas trade which is subject to less and less taxes, restrictions or

subsidies. This means that exchange rate of the Rupee, when compared with foreign

currencies, is a fairly close reflection of the shadow price of the foreign currencies, and

therefore the SCF can be taken as equal to one.

9.6.4 Prices of Agricultural Outputs

The economic prices for traded goods such 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 food grains (sorghum, maize

and pulses are assumed to be non—traded) are derived by applying a food grain

conversion factor (FCF) to the financial price. The FCF can be estimated with the

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: production

PE: Economic border price

PF: Financial price

9.6.5 Prices of Agricultural Inputs

Fertilizers, pesticides and insecticides are potentially traded commodities; to make

allowance for taxes and subsidies and the total cost of transport and marketing, a

conversion factor of 0.95 has been applied to the financial price. The financial price of

bullocks and miscellaneous charges has 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 economic 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 items,

were calculated by adjusting the financial prices. Local 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 SCF and by the Shadow Wage Factor

(SWF) of 0.50. The Economic 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.

9.6.6 CONSTRUCTION CONVERSION FACTOR

The schemes would be constructed using a mixture of equipment, skilled and unskilled

labor. For the economic analysis, the CCF is estimated as follows:



(a) Traded Component: This component includes capital intensive works which

require imported materials. Since it is traded, 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 component includes works that require skilled

labor and locally manufactured materials. The SCF of 0.80 is used as the

conversion factor for these works. About 30% of the construction Costs are

included in this category.

(c) Unskilled Labor: A minimum wage is in force. Since daily workers virtually

never are paid above the minimum wage, it is likely that this wage is higher than

the wage at which the workers 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 require a premium of 25%—

30% to shift from agriculture to construction work. By comparison with

agricultural wages in the State, it is estimated that the construction laborers’

supply price is about 15% to 20% below the minimum wage. This gives a shadow

wage factor which is l0%—20% below the SCF, or approximately equal to 0.65. It

is estimated that unskilled labor constitutes 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 costs i.e. 85%. This is the

factor by which the financial cost of the works expressed at the market price was

multiplied to obtain the shadow price for these works.

9.6.7 Land Acquisition and Resettlement Costs

Costs of the operation include the cost of resettling families from villages submerged

by the reservoirs. The economic cost of resettlement is calculated by multiplying the

financial cost by the construction conversion factor (CCF). Where the cost of land



acquisition is concerned, the real cost to society is the opportunity cost, that is, the

production foregone by the submersion 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.

9.6.8 CONVERSION FACTOR FOR O & M COSTS

Conversion factors for O & M involve two components which are (i) employment of

unskilled labour and (ii) materials and equipment with traded and non-traded

components. The Conversion Factors (CF) derived for O&M was also multiplied by

85%.

9.7 PROJECT BENEFITS

The first 7 years of the project have been reckoned as construction period. Hence the

cropping pattern in vogue remains the same as in the current period. Commencing with

the 8th 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 modern

technology so that they follow the recommended practices and take full benefit of

assured water supply. To attain this objective, CADA, Agriculture Department may

conduct one experiment in each panchayat in the farmers’ field on the benefits of full

package of practices where irrigation is available and impart certain training to farmers

on water management. Since these are part and parcel of the activities of CADA works

and Agriculture Department, no separate budgetary provision need be made in the

project for this work. There should be a vigorous extension effort by the district

authorities to produce biofertiliser, Rhyzobium culture, compost manure, agricultural

machinery, pesticides, and distribute inputs like high yielding variety of paddy, seeds,

fertilizers etc. Further programmes have been made for imparting certain on farm

training to the farmers 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 8th year.



The quantum of various resources used in raising different crops during the Kharif and

Rabi seasons in the pre-project period have been adopted from the information

available for the project area.

9.7.1 Direct benefits

i) Incremental Crop Production

The development of the project would allow intensive farming of 272921 Ha of area

under cultivation. In the present situation the entire area of 272921 Ha is experiencing

rainfed like condition, which would be irrigated during the future with project

situation. Irrigation will also allow full use of the land which is not cultivated under

current farming practices. The incremental production of crops from the developed

land would be the benefit to the society. In addition, 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 scheme. 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.

9.7.2 INDIRECT BENEFITS

This impact of project outcome occurring from several indirect and secondary non-

farm benefits may originate from the production aspect of the project as the value

added and employment opportunity generated by processing and new marketing

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 period. Besides a great deal of indirect

employment opportunities in the processing storage, transportation and marketing

fields will also be generated in the non-farm activities, emanating from 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 migration

of rural people to urban areas.

The inclusion of indirect and secondary costs and benefits is very important element in

economic justification of the project where physical resources are either idle or

underutilized and where one of the most important purpose of the project is to absorb

the unused and under used factors of production and increase their efficiencies.

Most of these impact effects are of subjective nature and difficult to measure

quantitatively. However, it is now time for the economist to derive input output,

coefficients for these indirect and secondary costs and benefits to gauge the full

outcome of the project. This will satisfy the advocate suggesting realization of full cost

of the irrigation works from the farming community by levying irrigation taxes. In a

nutshell, the indirect, secondary cost and benefit accruing from the project cannot be

overlooked for the purpose of measuring the full impact of the project and for

expressing a judgment on its social worthiness.

i) Poverty Eradication/Food security

Improved crop production through the commissioning 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 Administration vis–a-vis State Govt. risks are considerably reduced

through irrigation and the higher cropping intensities will protect the authorities



against shortfall in crop production. With 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 employment

opportunities would result in higher per capita consumption of a greater variety of food

items. This in turn will improve the nutrition levels of the people in the project area.

v) Environmental Facility

The irrigation scheme will improve the overall environmental and ecological situations

in the project area which in turn will reduce the health hazard.

9.8 MARKETING OUTLOOK

The marketing of increased agriculture output resulting from modernization

programme will not pose any serious problem firstly, because the crops like rice,

pulses, and vegetables, oil seeds, proposed to be grown in the post project period are

traditional crops of the localities meant for local consumption. Thus it has got a vast

unsatiated local market which can absorb the additional output with the increase in

employment and income of the farmers and nonfarm rural people secondly there are a

number of oil mills in the locality to mop up the oilseeds 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 also pose any problem as there are a number

of retail outlets for supply and distribution of all agricultural inputs in the rural area.

The minimum support prices of agriculture commodities are announced by the

Agricultural price Commission well ahead of the commencement of the cropping

season. These support prices based on the survey, through cost accounting method, on

the cost of production of various major crops in various parts of the country. The

prices of some of the important input like fertilizer; seeds etc. are regulated by the

Government. It is expected that these regulatory activities will prevail throughout the

post project period, notwithstanding the liberalization policy of the Govt.

9.9 PROJECT COST

9.9.1 PROJECT FINANCIAL COST

The total financial cost of the project is Rs.119317.3 Million. The 70 % expenditure

will be incurred during the first two years and the remaining 30 % amount shall be

paid to the contractor in 3rd year. Operation and Maintenance (O & M) cost at the rate

of 1175 per ha has been assumed from 6th year onward. The year wise project cost and

O & M have also been given in the Table No 9.5 for financial analysis.

9.9.2 PROJECT ECONOMICAL COST

The economic cost includes capital investment 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 standard conversion factor. The same parameters

have been applied for estimating economic cost, as has been applied foe estimating the

economic benefits. Details for estimating economic prices and standard conversion

factor are given in the earlier para and results are given in Table 9.6.

9.10 FINANCIAL AND ECONOMIC ANALYSIS – RESULT

9.10.1 Financial Analysis

Project analysis has been carried out to cover as total period of 100 years from the year

of the start of the construction of the project. The year wise net incremental return in



the “with” project situation over “without” project situation has been computed as

under and given under 9.5.

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 discounted at base discount rates (10%) to

formulate discounted cash flow streams. The Table–9.5 gives the year wise project

investment costs, O&M costs, and total investment costs. The table 9.5 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 zero Net Project Value or Net Project Value

tends to zero at the end year of the evaluated period. The Financial Internal Rate of

Return (FIRR) for this project is found to be 20.18 % percent and NPV value at 10%

discount rate works out to be Rs. 135761 million.

9.10.2 ECONOMIC ANALYSIS

Derivation of economic prices for the purpose of economic analysis is discussed in

earlier para. The net economic benefit of the project area is given in Table 9.6. The

Economic Internal Rate of Return (EIRR) produced by the 100 year net cash flow is

20.2% percent and NPV value at 10% discount rate works out to be Rs.128050 million

and is given in Table 9.6.

9.10.3 SENSITIVITY ANALYSIS

The sensitivity analysis was carried out both for financial and economic cash flows

with various increases in cost as well as with various decreases in benefit. The result

of the same is 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

20.18% 2.34 135761 7.2 26.6%

B. Changes in Cost only 1. Cost increase by 5.0 % 19.42% 2.23 130684 7.4 26.6% 2. Cost increase by 10.0 % 18.73% 2.12 125608 7.6 26.5%



3. Cost increase by 20.0 % 17.48% 1.95 115454 8.0 26.5% C. Changes in Benefit only 1. Benefit increase by 5.0 % 20.95% 2.45 147626 7.1 27.9% 2. Benefit increase by 10.0 % 21.71% 2.57 159491 6.9 29.2% 3. Benefit increase by 20.0 % 23.20% 2.80 183221 6.6 31.9% D. Change in cost and benefit both 7. Cost Changes by10.0 % & Benefit changes by -10.0 %

17.23% 1.91 101878 8.0 23.9%

8. Cost Changes by20.0 % & Benefit changes by -20.0 %

14.58% 1.56 67995 9.1 21.2%

9. Cost Changes by-10.0 % & Benefit changes by 10.0 % 23.52% 2.86 169645 6.6 29.3%

10. Cost Changes by-20.0 % & Benefit changes by 20.0 %

27.37% 3.51 203528 6.0 32.0%

11. Cost Changes by10.0 % & Benefit changes by 10.0 %

20.18% 2.34 149337 7.2 29.2%

Sensitivity of Economic Analysis

IRR Discounted

B/C Ratio NPV Pay Back Period

Accounting rate of Return

A. No Change in Cost & Benefit 20.22% 2.48 128050 7.6 30.0%

B. Changes in Cost only

1. Cost increase by 5.0 % 19.52% 2.37 123735 7.7 30.0%

2. Cost increase by 10.0 % 18.87% 2.26 119420 7.9 30.0%

3. Cost increase by 20.0 % 17.70% 2.07 110789 8.2 30.0%

C. Changes in Benefit only

1. Benefit increase by 5.0 % 20.93% 2.61 138768 7.4 31.5%



D. Change in cost and benefit both 7. Cost Changes by10.0 % & Benefit changes by -10.0 % 17.46% 2.03 97984 8.3 27.0%

8. Cost Changes by20.0 % & Benefit changes by -20.0 % 14.96% 1.66 67918 9.1 23.9%



11. Cost Changes by10.0 % & Benefit changes by 10.0 % 20.22% 2.48 140855 7.6 33.0%



9.10.4 CONVENTIONAL B-C RATIO

The conventional B-C Ratio as per CWC guidelines was observed to be 1.8 as given

below.

Benefit Cost Ratio

1. Annual Benefit Million Rs.

i Annual benefit under with project situation 29708

ii. Annual benefit under without project situation 4357

ii. Annual revenue due to D&I usage 8200

Net incremental Annual benefit (i-ii) 33552

2. Annual Cost i Interest on capital @10% of total cost 11932

ii Depreciation @ 8.33 % of cost of E&M 1118

iii Depreciation @ 1 % of cost of canal Structures 1059

iv Annual Energy Requirement cost 4300

v Cost of Maintenance Irrigation command and Canal system 238

Annual costs (i to v) 18647

3. Benefit - Cost Ratio 1.80

SITA RAMA LIFT IRRIGATION PROJECT...

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