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GOVERNMENT OF TAMILNADU

PUBLIC WORKS DEPARTMENT

WATER RESOURCES DEPARTMENT

PROJECT REPORT

NAME OF WORK : ATHIKADAVU – AVINASHI IRRIGATION,

GROUND WATER RECHARGE AND DRINKING WATER

SUPPLY SCHEME

PROJECT PLANNING AND DESIGNS DIVISION, ERODE

PLAN FORMULATION CIRCLE, SALEM

i

CONTENTS

S No Title Page

number

SALIENT FEATURES

1. INTRODUCTION 1

2. PHYSICAL FEATURES 9

3. INTERSTATE ASPECTS 11

4. SURVEYS & INVESTIGATION 11

5. HYDROLOGY 20

6. HYDRO GEOLOGY 25

7. DESIGN FEATURE AND CRITERIA FOR DIFFERENT VALLEY

STRUCTURES

26

8. RESERVOIR 47

9. IRRIGATION PLANNING 47

10. COMMAND AREA 51

11. FLOOD CONTROL 56

12. DRAINGE: 57

13. POWER 57

14. NAVIGATION: 57

15. CONSTRUCTION PROGRAMME 57

16. FOREIGN EXCHANGE ELEMENT 57

17. ENVIRONMENT ECOLOGY AND FOREST ASPECTS OF THE

PROJECT

57

18. ESTIMATE 58

19. FINANCIAL RESOURCES 64

20. REVENUES 65

21. BENEFIT - COST RATIO, FINANCIAL RETURN &

INTERNAL RATE OF RETURN

65

22. FUTURE UTILIZATION OF FACILITIES CREATED (BUILDINGS) 68

23. APPORTIONMENT OF COST AMONG VARIOUS COMPONENTS

OF MULTIPURPOSE RIVER VALLEY PROJECTS

68

1

2

3

(a)

(b)

(i) State(s)

(ii) Countries (if international

river)

3.2

3.3

(I.1)

(I.2)

(I.4)

3.4

(a)

(b)

(c)

3.6

(a)

(b)

(a) 67 Km

(b) 30 Km

(c) 30 Km

(d) -

(e) -

(a)

(b)

3.7 Access to the project

Distance from project site(Head works)

Airport Coimbatore

Rail head

3.8 Rail / Road transportation limit of

Weights (T) -

Dimensions (Lx B x H) -

Karamadai

Road head Karamadai

River port -

Sea port -

Project area reference to:

Degree Sheets 58 G/ 14

Power house -

Name of village near the Head-works Thondai

Index Plan Enclosed

3.5 Location of Head-works

Longitude 76°46’59.89”ELatitude

Reservoir -

Headwork Tamilnadu/Coimbatore/Mettupalayam.

(I.3) Command Area

Tamilnadu/Coimbatore,Tiruppur and

Erode Districts/Mettupalayam,Covai North

& Annur,Sulur,Avinashi, Uthukuli,

Sathyamangalam and Perundurai Taluks.

11⁰14’16.71” N.Lies in Earthquake Zone No. Zone II

Tamilnadu

Not Applicable

River / Tributary Bhavani River

State(s) / District(s) / Taluka(s) or Tehsils

in which following are located:

Location

3.1 River Basin

Name Cauvery Basin/Bhavani Sub Basin

Located in

SALIENT FEATURES

Name of the project

Athikadavu Avinashi

Irrigation,Groundwater Recharge And

Drinking Water Supply Scheme.

Type of Project (Irrigation or

Multipurpose)Irrigation

4

5

6

By lift

(a) -

(b) -

(c) -

(i) Kharif -

(ii) Rabi -

(iii) Hot weather -

(iv) Two seasonal -

(v) Perennial -

(vi) Gross irrigated area

(GIA)**-

(vii) Gross irrigated area

(GIA)/CCA*100-

(viii

)

District(s) Benefited (if

the district benefited is

predominantly tribal or

drought prone, it may be

so indicated against each

district).

-

(d) -

(e) -

(f) -Cost per 1000 cum of water Not Applicable

Culturable command area

** Irrigated area under Kharif, two seasonal, perennial, rabi and hot weather shall be

Cost per hectare of gross area Rs. 37,29,242

Cost per 1000 cum of gross/live Not Applicable

-

-

9446.96

100

Annur and Sulur

blocks in

Coimbatore,Avina

shi block in

Tiruppur district

and Perundurai

block in Erode

9446.96

Area under Irrigation (break

-

9446.96

International / Interstate aspects of the

projectAs per Expert committee Report the

availability yield of Bhavani sub basin at

50% dependability is 2210.25 Million

Cubic Metre (78 TMC). The committed

contribution to Kerala from this Bhavani

sub basin accorded by Cauvery Water

Dispute Tribunal is 170.02 Million Cubic

Metre (6.00TMC) and 1619.16 Million

Cubic Metre(57.14 TMC) for Tamil Nadu.

The existing use in irrigation Under

Bhavani sagar dam is 1501.84 Million

Cubic Metre (53 TMC) where in

contribution to minor reservoir is 20.97

Million Cubic Metre ( 0.74 TMC), minor

Irrigation use is 96.34 Million Cubic

Metre(3.40TMC) and the Domestic use is

189 Million Cubic Metre( 6.67 TMC).

Therefore the total quantity summation is

1983.56 Million Cubic Metre (70TMC).

Hence, the Balance water available is

226.69 Million Cubic Metre ( 8.00TMC).

Estimated life of the project (years) 100 years

Irrigation (ha.)

By flow

Gross command area (GCA) 9446.96

(g) -

7

8

9

No. of failure

(a) Does not arise since

surplus water to be

diverted

(b) -

(c) -

(d) -

(e) -

11

11.1

(a)

(b)

(i)

(ii)

(iii)

(c)

(a)

(b)

11.2

(a)

(b)

(c)

(d)

(a)

(b)

(c)

11.2.1 Catchments

Average 891.90mm

Maximum 427.60mm during 2015

Minimum 427.60mm during 2012

Co-efficient of variation -

Monsoon (Sept-

Jan.)Snowfall(mm)

11.2.2 Command

Rabi (October -February)

Average 50% 4723.48Hec

50% dependable 4723.48Hec

ETO (mm) 4.97

Precipitation 730.59mm

Intercepted: -

By existing projects -

By ongoing projects -

By contemplated projects -

Un intercepted -

Hydrology

Catchments

Catchments area at headwork site (sq. km)

Gross 1190.88 Sq.km

11.1.2 Catchments area classification according

to mode of precipitation (sq. km.)

Rain fed 1190.88 Sq.km

Snow fed

11.1.1

-

10 Project Performance

Period of

Irrigation

2004-2015

Water utilisation 56.63 Mm3

Flood control Not Applicable

Power -

Flood Control -

Water Supply -

Navigation Not Applicable

Water supply

By recharging the tanks and ponds in

Coimbatore,Tiruppur and Erode Districts,

the ground water table will be rising

thereby improving the water supply.

Navigation -

11.3

11.4

To

Sundakampalayam(Climat

ic Data)

2015

Sundakampalayam(Rain

Fall)

2015

2 2015

3 2015

4 2015

11.4.2

(a)

(b)

(c)

(d)

11.5

11.6

11.6.1

11.6.2

(a)

(i) Projects completed

(ii) Projects under

construction

(iii) Future projects

(iv) Any other

(b)

(i) Projects completed

No

No

Downstream Projects

Major

Utilisation within the State (Mm3) 56.63 Mm3

Water availability (State's share in case of

interstate river) AS per Cauvery water Dispute tribunal

Volume V of Pages 85, 390.85TMC of

Cauvery water to the state of Tamilnadu

out of which 39.88 TMC is allotted to

Bhavani Sub basin.Water utilized by

various projects in the Bhavani Sub basin

is TMC.Hence there is a balance of

water of TMC is available.Hence

2TMC of water is available for the project

no states share are involved.

Committed Utilisation

Upstream Projects Major

kundah Hydro Electric Power Project

No

11.5.1) Coimbatore District Zone II

11.5.2) Tiruppur District Zone III

11.5.3) Erode District Zone II

Wind (km/hr) 3.11

Water temperature (°C)

-Seismic coefficients

Data (average of all stations in command area

Air temp.(oC) 27.04%

Humidity (per cent) 68%

From

2001

2005

2005

2005

2005

Annur

Avinashi

Mettupalayam

Annual yield calculated at the proposed

site (Mm3)

As per Expert committee,by analysing the

surplus details of Pillur dam and Bhavani

sagar dam 2TMC of water is allocated to

this project.

Climatic Data (Command)

11.4.1 Name of Station(s) and period of record

SI. No. NamesPeriod of Record

1

2

(ii) Projects under

construction

(iii) Future projects

(iv) Any other

(a)

(ii) Rabi

(iii) Hot Weather

(iv) Perennials

Total:-

(b)

11.7

(a)

(b)

(c)

1 4

(a)

(b)

(c)

(a)

(b)

(c)

(d)

(e)

(a)

(b)

(c)

(d)

(a)

(b)

(c)

12

13

Reservoir/Tank Not applicable

Sumergence Not applicable

Construction Diversion Diversion Weir 56.63 Mm3

Flood Control Works -

11.7.5 River flows (minimum observed)

Not applicableWater level (El-m)

Discharge (m3/s.)

Months of 'nil' flow, if any.

Standard project flood -

Maximum probable flood( 10

year return period)-

11.7.4 Design flood (m3/s.)

Dam -

Weir/Barrage -

11.7.3 Estimated Flood

Magnitude (m3/s.)

50 year return period -


11.7.2 Observed-period of record from 1980 to

Location(s)

Maximum water level (El-m)

Maximum Discharge (m3/s.)

Year of occurrence, date

11.7.1 Historical-period of record from 1980 to 2014

Location(s)

1

Maximum water level (elv-m) -

Maximum Discharge estimated -

Year of occurrence, date

Floods near the headwork site -

b.Lower Bhavani Project

No

No

No


-

11.6.3 Proposed utilisation by the project

Irrigation

9446.96

a.Pillur Dam

-

-

9446.96

Water Supply indirect

14

14.1

(a)

(b)

(i) Right Flank

(ii) Left Flank

(c)

(d)

(i) Right Flank

(ii) Left Flank

(e)

14.1.2

14.1.3

14.1.4

(a)

River sluice

2

(c) 2.30mx2.50m

(d) 424.22

(e) 56.63/11.33

(i) Full reservoir level

(ii) Minimum draw down

level

(f) 2

(g) Screw gearing

(h) 2.60mx2.80m

(i)

14.2

(a)

(b)

(c)

(d)

(e)

(f)

(g)

(i) Maximum

(ii) Minimum

(h)

14.4

-

-

Maximum discharging (m3/s) 56.63 m3/s.

Head Regulator(s) Not applicable

14.3 Weir Diversion Weir 56.63 m3/s.

Type of weir Broad crested Weir

Length of weir (m) 110 m

Deepest foundation (El-m) 418.195

Type of energy dissipation

424.220

426.720

-

-

Crest level (El-m) 426.720M

Maximum water level (El-m) 426.720M

Tail water level (El-m) Not applicable

Size of gate (m x m) Varies from

Type of hoisting arrangement

and its capacity

Barrage Not applicable

Number of gates 93

Type of gate Paddle/screw gearing

Size (m) Varies from

Sill level (El-m) -

Discharging capacity at (m3/s.) 0.02 to 0.60

Spillway (overflow section) Not applicable

Head sluice

Purpose

(b) Number

93

-

-

Dyke(s) -

Masonry and Concrete Dam (Non-over Not applicable

14.1.1

110

-

-

Top width (m). 2.70M

Maximum Height above G.L.

To draw 56.63 Mm3 water

8.53M

Headworks Diversion weir

Dam/Tank No

Embankment Dam

Type of weir Diversion weir - concrete weir

Length of the weir at top (m)

15

(a)

(b)

(c)

(d)

(e)

17

18

19

19.1

(a)

20

20.1

Quantity Value Rs. lakh

(a) 938.64 93864000

(b) 2957.97 44369550

(e) 2051.09 112809950

20.1.2

(a) 445.89 44589000

(b) 2961.29 88838700

(c) 698.6 48902000

(d) 3077.62 46164300

(e) 778.54 50605100

20.1.3

(c) 2566.02 179621400

(d) 2917.97 43769550

(c) 475.92 23320080

19869.55 696853630.00

20.2

Quantity Amount Rs. lakh

1 -

Revenue

Betterment levy

Erode District

Gingelly

Maize

Groundnut

Total:

Revenue

Item :

Tiruppur District

Pulses

Sunflower

Gingelly

Maize

Groundnut

Benefits

ItemBenefits

Pulses

Maize

Groundnut

19.2 Allocated cost (Rs. lakh)

Irrigation 352300

Benefits/Revenue

Construction facilities Construction work progress by contract

through tender

Cost(lakhs) 352300

Cost of the project (Rs. Lakh) Unitwise

Groundnut 1260.37Hec

Maize 1589.63Hec

Power Not applicable

16.1 Name of crop (season-wise)

Pulses 1401.35Hec

Sunflower 1498.63Hec

Gingelly 3696.46Hec

Canal System Main canal offtakes 5km U/S of Pillur

dam to a Length 32.52Km ends at

Achampalayam village.From which two

branch canals, Avinashi branch canal at

right offtake to a length of 21.650Km and

Perundurai branch canal offtake at left to a

length of 72.915 Km.In Perundurai branch

canal, Kanuvakkarai subbranch canal

offtakes at Vadakkalur village to a length

of 5.3 Km.

16 Cropping Pattern Present (CCA)

Rabi - 9446.96 Hec

2 - Being collected by

revenue along with

land revenue.

3 -

4 - -

21

(a)

(i) Irrigation

-with cost of CAD works

-without cost of CAD

works

(ii) Flood control

(iii) Power

(b)



works

(c)



works

(d)



works

-

-

Financial Rate of Return (FRR) Not applicable

-

-

Internal Rate of Return (IRR) 6.67%

-

B.C. Ratio with discounted cash -

Benefit Cost Ratio

B.C. Ratio 0.11:1

-

-

-

Water Rates

Irrigation Cess

Others.

Total:

1

PROJECT REPORT

1. INTRODUCTION

1.1 Aim(s) of the project:

This project mainly aims at providing irrigation facilities to the drought prone areas

and ground water depleted areas of Erode , Tiruppur and Coimbatore districts. It is proposed

to feed 71 no‘s of tanks, and 538 no‘s of percolation ponds in 8 taluks of Erode, Tiruppur

and Coimbatore Districts which covers DPAP block namely Annur, Avinashi, Tiruppur and

Sulur blocks. Also this scheme aims for recharging the tanks and ponds in Ground water

critical block of Nambiyur and semi critical block of Perundurai as classified vide G.O

.MS NO 52 PWD Dated 02.03.2012. Recharging the Tanks and ponds will result in

improvement of Irrigation activities, improvement of the ground water potential, drinking

water supply and also the socio economic status of the people. Existing 23354 acres of

irrigatable area will be benefitted by implementation of this scheme.

Aims of the Project is for

Ground water recharge

Improvement in agriculture productivity and income of farmers

Environment benefits through Improved water use efficiently by

promotion of conjunctive use of surface and ground water.

Community participation and self supporting system for sustainable

management for water body.

Capacity building of communities in better water management.

To benefit the dry areas of Tiruppur, Erode and Coimbatore district.

1.2 Location of project area including longitude and latitude and district(s) and

tehsil/taluka(s) affected/benefited

In the proposed scheme, the main canal offtakes at 5 km upstream side of pillur dam

of Coimbatore district, . Pillur dam is located at 67Km from Coimbatore District, is

constructed across Bhavani river at an latitude of 11.15⁰35,88 ‖ N and Longitude of 76.48 ⁰21.27‖ E . Main canal and two branch canals namely Avinashi branch canal and Perundurai

branch canal passes in Coimbatore, Tiruppur and Erode District. Eight taluks in three

Districts namely, Mettupalayam ,Sulur and Annur taluks of Coimbatore District, Avinashi

and Uthukuli Taluks of Tiruppur District, and Sathy, Gobi and Perundurai taluks of Erode

District are benefitted.

1.3 Access by air/rail/road/ferry/ sea/ port / and other communication facilities

available in the area:

In the proposed scheme, the main canal off take point is accessed by 69 Km. from

Coimbatore airport, 70 Km. from Coimbatore railway station and 67 Km from Coimbatore by

road. Two branch canals Avinashi branch canal and Perundurai branch canal offtakes at

Achamapalayam village is accessed by 5 km through road way from Annur bus stand. Along

the length of the canal roads are conveyed to reach the project site.

2

1.4 General climatic condition of the state

General climatic conditions of the Tamil Nadu

1.Temperature :between 230 to 34

0 C

2.Humidity : 70% to 80% during morning and 38% to 52% during evening

3. Snowfall : Nil

4. Wind : 0 to 8km/hr

General climatic condition of the project area (Coimbatore District):


0 C

2. Humidity : 63% to 73%

3. Snowfall : Nil


Climatic condition of the project area (Coimbatore and Tiruppur District)


0 C

2 Humidity : 63% to 73%

3. Snowfall : Nil


Climatic condition of the project area (Erode District):


0 C

2 Humidity : 63% to 73%

3. Snowfall : Nil


1.5 General description of topography, physiography and geology of the area

In Coimbatore district moderate climate exist during summer and winter seasons and

the average annual rainfall in northeast and the southwest monsoons. In this district

Bhavani, Noyyal, Kousika and Aliyar Rivers are flowing . The Siruvani dam is the main

source of drinking water for Coimbatore city.

In general Erode and Tiruppur districts have semi-arid climate with high

temperatures throughout the year, and relatively low rainfall. April to June are the hottest

months and December to January are the coldest. Erode receives an average rainfall of

812 mm (32.0 inches). Maximum rainfall is received during the North East monsoon in the

months of October, November and December.

Erode has a hilly terrain with undulating topography. Urugumalai, Athimalai,

Chennimalai are the hills that surround the city. The rivers that flows in Erode district are

Amaravathy, Noyal, Bhavani, and Cauvery. Black loam soil is found in parts of Erode Taluk.

The other type of soil in the city is chiefly gravel, stones and sandy of the red variety. Lime

stone is found in abundance in the form of modules, streaks and massive beds of grey and

white colour inter branded with igneous rocks in the river beds.

In Tiruppur district Noyyal, Amaravathy and Uppar river are flowing. Geologically

this district having a wide range of metamorphic rocks. Rocks of this groups are highly

weathered and jointed. The ridge line dividing the Noyyal and the Bhavani river basin is

covered by mostly reddish soil of sandy nature and soils of greyish to black in colour which

are clayey in nature.

3

1.5 Population:

By implementing this project no population is affected and the benefitted populations

are as follows.

Taluks Benefitted Population

Total SC ST

Coimbatore District

Annur block 108673 28616 45

Sulur 243687 37940 169

Karamadai 260172 44149 8712

Sarkar Samakulam 1816504 23466 154

Periyanaikanpalayam 347062 39424 4220

Tiruppur District

Avinashi 143604 35030 135

Tiruppur 90774 15516 197

Uthukuli 84797 18987 128

Coimbatore District

Perundurai 82255 13913 85

Chennimalai 89970 15919 20

Gobi 96187 18725 9

Bhavani sagar 77313 18563 144

1.7 Natural Resources:

Significant natural resources are not available in the command area. Rainfall is the

only source and ground water is extracted through open well and Bore well for irrigation.

Peoples living in the project area are marginal and small farmers and their main occupation

is agriculture.

1.8 Land use and socio-economic aspects:

In Erode , Tiruppur and Coimbatore districts 40 % of the land is utilized for

Agricultural purpose . The land put to use for purposes other than agriculture such as

buildings, roads social forests, rivers, etc. has accounted for 16.4 % of the geographical area.

The forest area of the Erode, Tiruppur and Coimbatore district is the highest in the state

forest area.

In Erode District 60 % of the people depends on the Agriculture. Paddy, which is

4

the main crop cultivated by utilizing the irrigation facility from Bhavanisagar dam.

Turmeric , coconut, groundnut , cholam , Pulses , oil seeds and other rainfed crops are also

cultivated. Industries and trade naturally occupy a place of prominence in the economy of the

district.

Cotton textile industry in Coimbatore and handloom industry in Erode district have

encouraged the growth of various ancillary industries to meet the needs of the textile mills.

Coimbatore and Tiruppur houses more than 25,000 small, medium and large industries with

the city's primary industries being engineering and textiles. Coimbatore is called the

"Manchester of South India" due to its extensive textile industry, fed by the surrounding

cotton fields.

1.9 History (Earlier proposal)

History and Necessity of the Scheme

Avinashi Taluk is one of the dry taluks in Tiruppur District (Old Coimbatore District)

with an average annual rainfall of only 660 mm to 737 mm (26 to 29 inches.). Though the

Bhavani river flows along one edge of the taluk, dependable irrigation facilities are not

available for this taluk. The other dry taluks like Dharapuram, Udumalpet, Palladam etc.,

receive some irrigation benefits from the Amaravathi Reservior and Parambikulam Aliyar

Project. As Avinashi Taluk could not get such benefits, the people of the area have been

requesting for a long time for assured water supplies for irrigation from Bhavani river.

Earlier Proposals

Prior to LBP

The idea of utilising the water of the Bhavani River to benefit the dry areas of

Coimbatore District was envisaged as early as 1834 by Sir Arthur Cotton. In 1905, Thiru

R.N.Arogyaswami Mudaliyar, Executive Engineer, investigated two alternative schemes –

one to have a storage reservoir in the Upper reaches of Bhavani River called the ―Upper Bhavani Project‖ to benefit Avinashi, Palladam, Dharapuram, Udumalpet and Coimbatore taluks and the other lower down, called the ―Lower Bhavani Project‖, to serve Gobichettipalayam, Erode, Bhavani and Dharapuram taluks of the then Coimbatore District.

After examining the two proposals, it was finally decided to go in for the Lower Bhavani

Project which had more dependable yield for new irrigation. Under this scheme, no benefits

accrued to the people in Avinashi Taluk.

Developments after the LBP

After completion of the Lower Bhavani Project, there was persistent demand from the

ryots of Avinashi Taluk for provision of irrigation facilities, either by pumping from the

Lower Bhavani Reservoir or by diverting the tail race water of the Kundah Hydro Electric

Scheme. Reviving the Upper Bhavani Project does not arise, as a number of new Hydro

Electric Power reservoirs have come up in the upstream under the Kundah Hydro Electric

Scheme, which are being operated in an integrated way to get the maximum hydel power for

the State. The last reservoir under this Kundah Hydro Electric Scheme is at Pillur below the

confluence of the Kundah river with the Bhavani river. All the tail race water of the Kundah

Hydro Electric Scheme is collected here and utilized for power generation over a head of 245

feet at the dam and the water is let down in to the Bhavani River. Presently, this tail race

water flows down to the Lower Bhavani Reservoir, which gets flows also from the tributary

5

Moyar, which joins Bhavani a little upstream of the Lower Bhavani reservoir.

Proposals in and late 60s

In the sixties of the last century, two schemes were considered for giving irrigation

facilities for the Avinashi Taluk by utilising the tail race waters of Pillur Reservoir. In both

the proposals, the idea of taking a gravity Canal from above the Pillur Reservoir was

considered and given up, as that would affect the power generation at Pillur dam.

Though the Lower Bhavani project was executed for irrigating dry crops, ryots in the

head reaches started utilizing the water released in the early years for growing rice crop

which led to a crisis, since the Bhavani yield at the reservoir site was inadequate to meet the

needs of wet irrigation. Hence, an indigenous way of managing the irrigation in the 0.838

lakh ha. (2.07 lakh acres) was proposed under the Lower Bhavani project, with the

Government in the year 1964 ordering a revised cropping pattern for the Lower Bhavani

Project ayacut. According to this, the project area of 0.838 lakh ha. (2.07 lakh acres) was

divided into two zones and the irrigation supply proposed in two turns: During the first turn

period from 15th August to 15th December, the ryots can raise any crop of their choice

including wet and in the second turn period from 15th December to 15th March, only dry

irrigated crop would be permitted, and the turns will be alternated each year. This model

management has been in practice since then quite successfully. Expecting savings from this

half-wet and haft-dry irrigation pattern, the Avinashi Scheme originally investigated was

revived in 1967 with an enlarged scope for benefitting an area of 85,000 acres utilising 12600

Mcft. of water. This was however not pursued as the savings that may be expected was not

clear.

In 1968, it was considered that a scheme with restricted benefits only would be

practical and utilisation under Avinashi scheme could be about 3000 Mcft. from the Kundah

tail race waters, for which a preliminary report was sent to the Government. Two alternatives

were considered – one as an all wet scheme and the other as a dry scheme. The scheme was

however deferred by the Government in G.O.Ms.No.2124 PWD dt.26.11.1969.

Proposal in 1970s

The scheme was revived again in 1975 when it was proposed to limit the benefits only

to the areas which can be served by a gravity canal talking off from the river below Pillur

Dam from a diversion weir, about 1 km (5 furlongs) downstream of the Pillur Dam. The total

area proposed for irrigation under the canal was 8903 ha (22000 acres) dry, including 809 ha

(2000 acres) of wet lands under the existing tanks. This proposal also could not be proceeded

with.

Alternative Suggestion :

The Cauvery basin being a deficit basin, it was considered that any new scheme in the

basin could be thought of only if there is an input into the basin from adjacent basins. One

such possibility is from the diversion of waters towards east from the west flowing Pandiar-

Punnampuzha rivers (originally contemplated as Pandiar – Punnampuzha Hydro Electric

Projects in 1965) before they enter Kerala territory to flow into the Moyar tributary of the

Bhavani sub-basin. Bilateral discussions have been held with the Kerala Government on this

for long but so far there has not been any progress. The suggestion is under consideration.

Revival in 1990s

In 1997, the Chief Engineer (Plan Formulation) forwarded a preliminary Report

6

seeking permission to take up detailed investigation of the Athikadavu Avinashi Scheme. The

Government deferred this proposal also in July 1997 itself.

In 1999 – 2000, there was a demand for executing a scheme for diverting water from

Bhavani River to fill in the existing tanks to ensure drinking water to several villages in the

Avinashi Taluk by recharge. Since filling in minor irrigation tanks will only mean

stabilization or expansion of irrigation and since the TWAD Board had indicated that they

have already covered all the villages in the area under the drinking water scheme, the

Cauvery Technical cell could not give its consent for such a drinking water scheme, as it may

not be favoured in the Cauvery Water Disputes Tribunal treating it as extension of ayacut in

the Bhavani Sub-basin.

Diversion of Pandiyar Flows :

In 2002 the Chief Engineer (Plan Formulation) prepared a Feasibility Report for the

diversion of 2 TMC of water from the west flowing Pandiar river so as to augment the

Athikadavu Avinashi drinking water scheme, by constructing a dam across Pandiyar river

and excavating a tunnel of 27.2 km to Sigur river, a tributary of Moyar river. It was

considered that it may not be possible to execute this scheme involving interstate issues and

other practial difficulties including mining such a long costly tunnel.

Before Cauvery Water Disputes Tribunal :

When the Cauvery Water Disputes Tribunal was constituted in 1990, while furnishing

the technical information in the common Format as called for by the Tribunal, the Avinashi

scheme was also included as one of the proposed projects in the Cauvery basin by Tamil

Nadu with a utilization of 12.6TMC. The Tribunal, which adjudicated the dispute, however

has allocated in its final order a quantity of 6 TMC in the Bhavani basin to Kerala and

curtailed the utilization in the Bhavani basin by Tamil Nadu, by adopting higher irrigation

efficiency. The Tribunal has not considered any new proposed projects both in Karnataka and

Tamil Nadu.

Constitution of Expert Committee :

On 17.02.2009, during the submission of Budget for the year 2009-2010 in the Tamil

Nadu Legislative Assembly, it was announced that an Expert committee is formed and

headed by Thiru. A.Mohanakrishnan, Chairman, Cauvery Technical Cell to analyse the long

pending demand of farmers in Coimbatore and Erode districts to implement Athikadavu –

Avinashi Flood Flow Canal Scheme vide G.O (thyhak;) No: 319 dated 16.06.2009. The

Expert Committee presented its report to the Government on 31.10.2009. The Government

has accepted the recommendations of the Expert Committee and requested the PWD to

conduct detailed investigation and send a report along with rough cost estimate to

Government vide (1) Government letter (MS) No 296, Public Works (Qi) Department dated

14.12.2009, (2) Chief Engineer, PWD, Plan Formulation, WRO, Chennai Letter No

:B/8557/09 dated 18.12.2009 and (3) Chief Engineer PWD, Plan Formulation, WRO,

Chennai Letter No: B/8557/2009-1 dated 04.01.2010.

Based on the above instruction, the project investigation on ―Athikadavu-Avinashi

Flood flow Canal Scheme‖ was taken up. Estimate was prepared for an amount of Rs.1862.00 Crore for the year 2011-12 and sent to Govt. of India for financial assistance

under flood management programme. The Central Water Commission communicated its

comment on the estimate stating that this proposal may be considered as an irrigation project

7

since the scheme aims to fill up tanks and ponds.

The Hon‘ble Minister for Finance and Public Works in his speech on the floor of

Assembly during the Interim Budget Session for the year 2016 – 2017 on 16 / 02 / 2016

announced that the Hon‘ble Chief Minister has ordered to implement the Athikadavu –

Avinashi scheme as an irrigation, ground water recharge and drinking water scheme

forthwith. Accordingly, a revised proposal will be sent to Government of India immediately

and in the meanwhile preliminary works will commence at once.

The Govt. of Tamil Nadu in the Government Order Ms.No.66 PW (I Spl.2) Dept. Dt.

18.02.2016 has accorded administrative sanction for an amount of Rs.3.27 Crore for carrying

out the immediate requisite works. Also, in the Govt. order, the Chief Engineer (Plan

Formulation) has been directed to prepare and send the cost estimate urgently. Based on that,

this estimate has been prepared.

1.10 Choice of project:

The idea of utilising the water of the Bhavani River to benefit the dry areas of

Coimbatore District, investigated two alternative schemes – one is ―Upper Bhavani Project‖ to benefit Avinashi, Palladam, Dharapuram, Udumalpet and Coimbatore taluks and the other

lower down, called the ―Lower Bhavani Project‖, to serve Gobichettipalayam, Erode, Bhavani and Dharapuram taluks of the then Coimbatore District. After examining the two

proposals, it was finally decided to go in for the Lower Bhavani Project which had more

dependable yield for new irrigation. Under this scheme, no benefits accrued to the people in

the Coimbatore district.

For providing irrigation facility to dry areas of Coimbatore, Tiruppur and Erode

districts, no. of proposals were formulated and sent to government then and there for the

consideration of the government. Those proposals are deferred by the Government due to

such reasons as interstate issues and other practical difficulties including mining such a long

costly tunnel. Hence, it is necessary to provide the irrigation facilities to the affected areas in

Coimbatore, Tiruppur and Erode districts.

The Tamilnadu Govt. have constituted a committee under the Chairmanship of Prof

A.MOHANAKRISHNAN, Adviser (Water Resources) and Chairman, Cauvery Technical

Cell –cum- Inter State Waters wing, to examine the longstanding request of the people of

Avinashi Taluk to provide irrigation facilities by implementing the Athikadavu-Avinashi

Canal Scheme. The proposal is to excavate a canal from the Bhavani river at Athikadavu

above Pillur Dam to benefit the drought prone areas of Avinashi and other adjoining areas.

The expert committee came to the conclusion that the Scheme of diverting 2 TMC

of surplus waters of Bhavani whenever available, through the proposed Flood Flow Canal, is

feasible and requires to be taken up for detailed investigation and costing.

The Government has accepted the recommendation of the expert committee and

instructed the PWD to conduct the detailed investigation and send a report with a rough cost

estimate to Govt. vide (1) GO(MS) NO. 296 PW(Q1) Dept dt 14.12.2009.

Based on the Govt order a detailed project report was prepared for Rs.1862 crore

(2011 -12, SOR) and the same was sent to the Government to get the financial assistance

under Flood Management Program and the same has been returned with remarks. Now the

8

estimate has been revised as per the Central Water Commission guidelines.

1.11 Stages of development of the project

The proposed scheme comes under medium irrigation category. The project can be

completed to the maximum duration of 5 to 7 consequent years. The components of the

works involved are construction of diversion weir at offtake point, tunnels at various

locations in Reserve forest area , excavation of Main canal and branch canals, and

construction of cross masonry and cross drainage structures such as Aqueduct, Syphon, Cut

and cover, Head regulator, Escape regulator, offtake sulices, Box culvert, Single lane and

Double lane bridges , etc.,

1.12 Fitment of the scheme in overall development of the scheme

The scheme is located in the Bhavani river sub basin of Cauvery river basin. It also forms a

part in the development of entire basin.

1.13 Intimation of the other development authorities regarding this scheme

In preparation of the project report, the relevant data‘s where obtained from concerned

revenue officials , Agricultural Department , Horticulture Department, Fisiculture Department

and statistical Departments of Coimbatore, Tiruppur and Erode Districts. For preparation Land

Plan Schedule for this scheme, a letter has been communicated to the District collectors of

Coimbatore, Tiruppur and Erode Districts.

1.14 Public announcement and Public hearing

Based on the continuous representation received from the publics in eight taluks of the

above 3 districts and Honorable Ministers, the scheme has been prepared. By implementation of

the scheme will improve the drinking water situation prevailing in endroute of the canal by means

of ground water recharge and support the cattle rearing in the region where will improve the

economic conditions of the public.

1.15 Inter-state/International aspect(s):

The Bhavani Sub-basin, which is 6154 sq km in area, is part of the Cauvery basin

that lies in the state of Tamil Nadu. As Cauvery water dispute tribunal page 85 of volume-V ,

Total water requirement of Cauvery for irrigation is 419 TMC out of which eventhough

there is interstate dispute in a share of 419 TMC from Cauvery basin.

1.16 Cost and Benefit of the scheme:

The overall cost of the project is 3523 Lakhs. The benefit of the project is increase

in pulses, sunflower, gingelly , maize and groundnut production by 692.27 tonnes, 1480.65

tonnes, 1045.97 tonnes, 2685.79 tonnes and 291.40 tonnes respectively and value of rupees

2432 lakhs.

The benefit cost ratio works out to 0.11 : 1

1.17 Public Cooperation and participation:

Publics in the project area are fully cooperated during the field surveys and

enthusiastic on the implementation of the project as it will be ensured ground water recharge

in the wells for availability for drinking water and irrigation as well as improve irrigation

9

efficiency, thus by improving the socio economic condition of the people in the project area.

1.18 Provision for domestic and industrial power supply:

The project is mainly aimed for improving the ground water recharge, it will

improve the quantity of drinking water, cattle rearing , agricultural purpose saving

electricity and indirectly serves the needs of public.

2. PHYSICAL FEATURES

2.1) Geographical Disposition:

The topography is a mixed combination of hilly and flat terrain. The soils in this sub-

basin can be broadly classified into five groups viz. Red Sandy clay loam soils, black clay

soils, rock outcrops with loamy sand soils, brown clay loam soils and recent/old alluvial soils,

based on the Hydro-geological Atlas of Tamil Nadu brought out by the Central Ground Water

Board.

2.2)Topography of the basin,reservoir and command area :

Bhavani is a major river in Kongu Nadu region of Tamil Nadu, India. It is the second

longest river in Tamil Nadu and a major tributary of the Kaveri River.Bhavani river

originates from Nilgiri hills of the Western Ghats, enters the Silent Valley National

Park in Kerala and flows back towards Tamil Nadu. The Bhavani is a 217-kilometre (135 mi)

long perennial river fed mostly by the southwest monsoon and supplemented by the northeast

monsoon. Its watershed drains an area of 0.62 million hectares (2,400 sq mi) spread over

Tamil Nadu (87%), Kerala (9%) and Karnataka (4%). The major part of the river course runs

through Coimbatore district and Erode district in Tamil Nadu. About 90 per cent of the river's

water is used for irrigation.

Twelve major rivulets including West and East Varagar rivers join Bhavani draining

the southern Nilgiri slopes. At Mukkali, Bhavani takes an abrupt 120-degree turn towards the

northeast and flows for another 25 kilometres (16 mi) through Attappady plateau. It gets

reinforced by the Kunda river coming from the north. Siruvani river, a perennial stream and

the Kodungarapallam river, flowing from the south and southeast respectively join the

Bhavani at Kerala-Tamil Nadu border. The river then flows east along the base of Nilgiri and

enters the plains near Bathra Kaliamman temple at Mettupalayam after joining withCoonoor

river coming from northwest.

About 30 kilometres (19 mi) downstream, Moyar River, a major tributary originating

in Mudumalai National Park, flows in from the northwest, where it drains the valley between

the northern slopes of the Nilgiris and the southern slopes of the Nilgiri Hills. Bhavani sagar

dam is constructed at below the confluence point of the Bhavani river and moyar river. At

Bhavani sagar dam, there is a canal namely Lower Bhavani Project Canal offtakes and

traverse 200 km in Erode, & Karur district and finally confluence with river Cauvery. The

river continues east for over 160 kilometres (99 mi) through Erode District,

traversing Kodiveri Dam, near Gobichettipalayam which feeds the Arakkankottai and

Thadappalli canals constructed for feeding 27000 acres of irrigable land in Sathy and Gobi

Taluk.

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

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

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


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

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

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

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



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

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

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




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

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

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

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

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

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

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



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

https://en.wikipedia.org/wiki/Mettupalayam,_Coimbatore

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



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

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

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

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

10

2.3) Geology of the basin

The Project area is covered by a wide range of high grade metamorphic rocks of the

peninsular gneissic complex. These rocks are extensively weathered and overlain by recent

valley fills and alluvium at places. The major rock types occurring in the district are

charnockites, granites, complex gneisses mainly hornblende biotite gneiss and sillimanite

gneiss with basic and ultra basic intrusives, crystalline limestone, syenite, pegmatite and

quartz veins. The generalized stratigraphic succession of geologic formations met with in this

district is as follows:

A brief description of the various rock types existing in the district is presented

below.

Recent to sub recent Soils, Alluvium, Laterites, Colluvium and Kankar.

Syenite, Granite, Hornblende Biotite Gneiss, Garnet silimanite

Gneiss, Quarzites and Charnockite.

Alluvium and Kankar Along the Course of Bhavani, Noyyal and Amaravathy rivers,

limited occurrences of alluvium are seen, where extensive surface

cover of Kankar is noticed all over the plains.

Colluvium Extensive valley fill deposits in the form of colluvium are seen in

the western part of the district. The thickness of these deposits

varies from 50m to 80m below ground level.

Laterite Lateritic occurances with pockets of bauxitic laterite are noted in

the high ranges of Anaimalai hills. The thickness of latrite

cappings is rather low.probably not exceeding 3 m since a number

of outcrops of migmatite are seen within the lateritic bearing area.

Charnockite The charnockite and associated migmatites occupy central and

eastern parts of the district. It shows weakly developed gneissic

structure and has been referred to as Charnockitic Gneiss.

Hornblende Biotite

Gneiss

Hornblende biotite gneiss is the most common rock type in this

district. It is highly migmatized at many places and show deep

weathering of more than 20.0m.

Garnet Sillimanite

Gneiss

Garnet sillimanite gneiss associated with calc granulites and

crystalline lime stones occupy the prominent hill ranges south west

of coimbatore which, also forms the water divide between east

flowing and west flowing rivers.

Pegmatites and Quartz

Veins

Acid intrusives in the form of pegmatites and quarts veins are seen

intruding almost all the rock types. They show concordant

relationship with the country rocks.

3. INTERSTATE ASPECTS:

As per Expert committee Report the availability yield of Bhavani sub basin at 50%

11

dependability is 2210.25 Million Cubic Metre (78 TMC). The committed contribution to

Kerala from this Bhavani sub basin accorded by Cauvery Water Dispute Tribunal is 170.02

Million Cubic Metre (6.00TMC) and 1619.16 Million Cubic Metre(57.14 TMC) for Tamil

Nadu. The existing use in irrigation Under Bhavani sagar dam is 1501.84 Million Cubic

Metre (53 TMC) where in contribution to minor reservoir is 20.97 Million Cubic Metre ( 0.74

TMC), minor Irrigation use is 96.34 Million Cubic Metre(3.40TMC) and the Domestic use is

189 Million Cubic Metre( 6.67 TMC). Therefore the total quantity summation is 1983.56

Million Cubic Metre (70TMC). Hence, the Balance water available is 226.69 Million Cubic

Metre (8.00TMC).

4. SURVEYS & INVESTIGATION

Detailed investigation is carried out for the various components like surplus weir,

Tunnels, canals etc. proposed canal offtakes from water spread of Pillur Dam. The sill level

of the canal may be 2.5m below the FRL of Pillur Dam fixed as +426.720m. The main canal

starts from 5 km upstream of the Pillur Dam foreshore area includes a tunnel of 6.50Km

length. The main canal for 35.20Km length ends at Achampalayam Village and which two

branch canals take off namely, the right off take of Avinashi Branch Canal to a length of

21.650Km. Perundurai Branch Canal, off takes at left side to a length of 72.915 Km in which

a branch canal namely Kanuvakkarai Sub branch canal offtakes at vadakkalur village to a

length of 5.20Km

4.1 Topographical Surveys:

Longitudinal sections, cross sections and contour levels were taken using

dumpy levels at the required intervals at the weir location and also along the canal Alignment, the

Longitudinal sections for every 50m interval & cross sections for every 100m interval were taken

for the main canal, Perundurai Branch Canal , Avinashi Branch Canal and Kanuvakkarai Sub

branch . Longitudinal and cross section were plotted in the graph using Autoplottor software

and earthwork requirement is calculated there in.

4.2 Head Works Survey

In head works , it is proposed to construct a diversion weir for a length of 110m and

height of 8.53m. Longititudinal levels and cross sectional levels were taken at upstream and

down stream of the proposed weir. Bore hole operations were held along the length of the

weir to determine the foundation aspects.

4.3.Tunnel Survey :

Detailed surveys were not conducted for the proposed tunnels. However based on

the recommendations furnished by the Geological Survey of India, borelog operations have

been conducted at entry and exit of the tunnel portion and bore log samples were tested.As

per the Preliminary stage Geotechnical Investigation Report No. 2 dated from September,

2013 ( Ref : EG/C/SR/TNP/2012/113 ), the tunnel portion and their locations are as follows.

LS 300 m to LS 2800 m - Raw tunnel 1 ( Length 2500 m )

LS 2800 m to LS 3650 m - Casing Tunnel 1 ( Length 850 m )

LS 16400 to LS 19550 m - Raw Tunnel 2 ( Length 3150 m)

12

4.4. Drainage Survey:

The Project area is drained by the Bhavani river with its major tributaries like Noyal

river, Moyar river, Perumpallam odai, Gunderipallam odai, Varattupallam odai and no of

small streams. Bhavani river originates from Nilgiri hills of the Western Ghats, enters

the Silent Valley National Park in Kerala and flows back towards Tamil Nadu. The river

Bhavani has a length of 217km (135 miles) perennial river fed mostly by the southwest

monsoon and supplemented by the northeast monsoon. Its watershed drains an area of

0.62 million hectares (2,400 sq miles) spread over Tamil Nadu (87%), Kerala (9%)

and Karnataka (4%). The main river courses majorly flows through Coimbatore

district and Erode district in Tamil Nadu. About 90 per cent of the river's water is used for

agriculture irrigation.

4.5 Soil Surveys

4.5.1 Soil

In Coimbatore district the soil can be broadly classified into 6 major soils types viz.,

Red calcareous Soil, Black Soil, Red non-calcareous, Alluvial and Colluvial Soil, Brown

Soil, and Forest Soil. About 60 per cent of the district is covered by red soils, of which red

calcareous soil is predominant. The highlands in Coimbatore, Palladam and Avinashi taluks

are mostly occupied by the black soils, which are dark gray to grayish brown in co lour.

In Erode district, the soils can be broadly classified into 6 major soils types viz., Red

calcareous soil, Red non calcareous soil, Black Soil, Alluvial and Colluvial soils, Brown soil

and Forest soil. Major part of the district covered by red calcareous soils. They are mostly

sandy to loamy and characterised by the hard and compact layer of lime. The red non-

calcareous soils are seen in Erode, Perunthurai and Gobichettipalayam taluks.

In Tiruppur District, the soil is predominantly black, which is suitable for cotton

cultivation, but it also has some red loamy soil.

NOYYAL SERIES- COIMBATORE DISTRICT

13

Physiography: very gently sloping land

Drainage: Moderately well drained

Parent Material: Fine Sandy Loam

AP in cm

GL

0

Brown fine sandy loam

PH: 8.3

10YR 5/3

23

75

Dark Brown

PH: 8.4

10YR 4/3

75+

Very dark grey brown

10YR 3/2

SOMMAYANUR SERIES- TIRUPPUR DISTRICT

14


Drainage: Moderately well drained

Parent Material: Colluvial soil

AP in cm

GL

0

Sand

PH: 7.4

5YR 5/6

15

120

Dark Red

PH: 6.3

5YR 3/6

120+

Lime Concentration

KANGEYAMPALAYAM SERIES- ERODE DISTRICT

15


Drainage: Modertly well drained

Parent Material: Silty Clay

AP in cm

GL

0

Dark Gray Brown

PH: 7.3

10YR 4/2

25

36

Dark Brown

PH: 7.6

7.5YR 4/4

7.5YR 4/2

10YR 3/2

155

Strong brown

PH: 7.6

7.5YR 5/6

7.5YR 4/4

216

Dark Brown

PH: 7.6

7.5YR 4/4

216+

Clay Loam

4.5.2 Geology

Coimbatore district is covered by a wide range of high grade metamorphic rocks of

the peninsular gneissic complex. These rocks are extensively weathered and overlain by

recent valley fills and alluvium at places. The major rock types occurring in the district are

charnockites, granites, complex gneisses mainly hornblende biotite gneiss and sillimanite

gneiss with basic and ultra basic intrusives, crystalline limestone, syenite, pegmatite and

quartz veins.

4.5.2.1 Red sandy clay loam soils:

These soils are recently formed, party matured soils and they are shallow to deep,

possessing good drainage characteristics. They are poor in nitrogen, organic matter and

available phosphoric acid. However, the loamy structure of the soils or the intermixture of

fine and thick particles make it suitable for cultivation of large variety of crops including ragi,

bajra, jowar, paddy etc. both under irrigated and rainfed conditions.

16

4.5.2.2 Black clay soils:

These soils are mature and moderately well drained. They have low permeability and

are slightly alkaline on reaction. These soils are generally fertile but poor in organic content.

They are suitable for crops like cotton, jowar and paddy.

4.5.2.3 Rockout crops with loamy sand soils:

These soils usually occur on ridge with 3.5% gradient or more. These are well drained

to somewhat excessively drained with rapid permeability. They respond well to irrigation,

manuring and other management practices. The crops grown under rainfed cultivation are

ragi, jowar, millets, pulses and oil seeds. Under irrigation, crops like ragi, jowar, groundnut

and pulses are grown.

4.5.2.4 Brown clay loam soils:

These soils occur on elevated areas as well in flat to very gentle slope lands of

undulating topography. These soils are moderately well drained and have rapid to moderately

rapid permeability. The organic matter content is poor. These soils are neutral to slightly

acidic in reaction. Crops like cotton, jowar, pulses, chilies, onion, groundnut etc., are

cultivated in these soils. Natural Vegetation are palmyrah, neem and agave species.

4.5.2.5 Recent/Old Alluvial soils:

These soils have developed from alluvial washes and occur on gentle slopes of

undulating topography. These soils are enriched with lime, potash, magnesium and low

nitrogen contents. These soils are mildly alkaline to moderately alkaline in reaction. These

soils are generally fertile and respond well to management practices and are suitable for

cultivation of crops like paddy, sugarcane, jowar, groundnut, chillies, pulses etc

4.5.3 Geomorphology

The Coimbatore district forms part of the upland plateau region of Tamil Nadu with

many hill ranges, hillocks and undulating topography with a gentle slope towards eastexcept

for the hilly terrain in the west. The undulating topography with innumerable depressions, are

used as tanks for storage of rainwater for agriculture.The prominent geomorphic units

identified in the district through interpretation of Satellite imagery are 1) Structural hills, 2)

Ridges, 3) Inselbergs, 4) Bazada, 5) Valley fill, 6) Pediment, 7) Shallow Pediments and 8)

Deep Pediments.

The Erode district forms part of the uplands of the state. Physiographically the district

can be divided into hilly area, the upland area and plains area. The prominent geomorphic

units identified in the district through interpretation of Satellite imagery are 1) Structural

hills, 2) Inselberg, 3) Ridges, 4) Valley fill, 5) Pediments, 6) Shallow Pediments,. The

Kongunadu uplands lie south of Bhavani river and the Lower Bhavani canal passes through

these uplands. Scattered hillocks and knolls of moderate elevations occur within these

uplands. The plains area is characterised by an undulating topography with a general gradient

due east and southeast. The plains are limited to the east and southwestern border of the

17

district.

4.6 Communication survey:

All the important village/towns situated along the project area and in the command

area are well connected by telephone lines, power lines and wide network of major/medium

district roads. Inspection roads of major project area in the would lead to further

improvement in the communication network.

4.7. Seismicity:

As per IS 1893 (part I) : 2002 code whole India has been divided into

four zones. The project area comes under Coimbatore and Erode districts lies on Zone II

with vertical and horizontal 0.10. Hence for this water body will stand still for several years

there is no need for taking seismic effect on design calculations. Tirupur Districts falls under

the Class III/IV seismic zone, having experienced a 6.0 Richter scale earthquake in 1900.

4.8. Foundation Investigation

The borehole operations were conducted for soil tests at various locations as in the

following table

Sl.No

. Description of bore hole

Depth of

all soils in

'm'

Depth of

rock

except

hard rock

in 'm'

Depth of

hard rock

in 'm'

Total depth

of borehole in

'm'

1 Tunnel I entry Ls 300m 5.000 10.000 7.500 22.500

2 Weir location 60m R/S 5.500 5.500 4.700 15.700

3

R/S staggered point @ 40m

D/S 3.400 7.100 4.700 15.200

4

L/S staggered point @ 40m

D/S 1.000 7.500 2.500 11.000

5 Weir location-River centre 29.000 0.000 2.000 31.000

6 Weir location 90m L/S 2.000 22.000 7.000 31.000

7 Cut & Cover Ls 24900m 3.000 6.000 14.600 23.600

8 Cut & Cover Ls 25700m 3.000 3.000 25.100 31.100

9 Cut & Cover Ls 26900m 9.000 9.000 3.600 21.600

10 Cut & Cover Ls 28750m 3.000 6.000 7.000 16.000

11 Aqueduct Ls 22100m 3.000 3.000 3.200 9.200

12 Aqueduct Ls 22660m 4.500 13.500 4.500 22.500

13 Aqueduct Ls 23600m 6.000 6.000 4.800 16.800

The trail pits were taken in various locations along the canal alignment for obtaining soil

texture and adapted in the earthwork calculation.

18

4.9 Construction Material Investigation

4.9.1 Fine Aggregate

For the main canal(0- 35.200 Km) sand for both mortar and filling is available from

Pettaipalayam with a lead of 156 Km metal road and 2 km cart track.

For the Perundurai branch canal(0- 20.50 Km) and Kanuvukkarai Sub Branch canal

(0-5.20 Km) the sand for both mortar and filling is available from Amaravathi River near

Vishwanathapuri of Aravakuruchi Taluk with a lead of 147 Km metal road and 1 km cart

track.

For the Perundurai branch canal(20.5- 45.21 Km) sand for both mortar and filling is

available from Pettaipalayam with a lead of 140 Km metal road and 1 km cart track.

For the Perundurai branch canal(45.21- 72.915 Km) sand for both mortar and filling

is available from Naniyur of Karur Taluk with a lead of 105 Km metal road and 4 km cart

track.

For the Avinashi branch canal(0- 21.65 Km) sand for both mortar and filling is

available from Amaravathi River near Vishwanathapuri of Aravakuruchi Taluk with a lead of

113 Km metal road and 1 km cart track.

Sieve analysis of Sand:

Sieve size in

mm

Weight retained Percentage

of weight

retained

Cumulative

percentage of

weight retained

Percentage of

passing

10 0 0 0 100

4.75 23 1.53 1.53 98.47

2.36 161 10.73 12.26 87.74

1.18 260 17.33 29.59 70.41

0.6 197 13.13 42.72 57.28

0.3 256 17.07 59.79 40.21

0.15 399 26.60 86.39 13.61

Base Plate 204 13.60 100 0

Fineness Modulus = 2.32

IS requirements

1)Fineness modulus should not be less than 2.2 and not more than 3.2

2) Sand belongs to grading zone II.

The above results confirmed that the fine aggregate is suitable for execution of work.

4.9.2 Coarse Aggregate

For the main canal(0- 35.200 Km) the hard broken stone jelly, Rough stone for

masonry and revetment and Bond stone is available at Kurundamalai quarry with a lead of

22 Km metal road 2 Km cart track. Gravel is available at local areas with a lead of 10 Km

metal road .


(0-5.20 Km) the hard broken stone jelly, Rough stone for masonry and revetment and Bond

stone is available at Thirumuruganpoondi with a lead of 32 Km metal road and 1 km cart

track.

19

For the Perundurai branch canal(20.5- 45.21 Km) hard broken stone jelly, Rough

stone for masonry and revetment and Bond stone is available at Thirumuruganpoondi with a

lead of 25 Km metal road and 2 km cart track.

For the Perundurai branch canal(45.21- 72.915 Km) hard broken stone jelly, Rough

stone for masonry and revetment and Bond stone is available at Chengapalli with a lead of

14 Km metal road and 2 km cart track.

For the Avinashi branch canal(0-21.65 Km) hard broken stone jelly, Rough stone for

masonry and revetment and Bond stone is available at Chickkandanpalayam near Karamadai

with a lead of 42 Km metal road and 1 km cart track

Sieve analysis of Coarse Aggregate:

Sieve size in

mm

Percentage

of weight

retained

Cumulative

percentage of

weight retained

Percentage of

passing

80 0 0 100.00

40 0 0 100.00

20 4 4 96.00

10 95.90 99.90 0.10

4.75 0.10 100.00 0

Fineness Modulus 7.04

IS requirements

1)Fineness modulus should be between the permissible range of 6.5-8.0

The above results confirmed that the coarse aggregate is suitable for execution of

work.

4.9.3 Soils

For the main canal(0- 35.200 Km) it is estimated that, a quantum of 307073m3 of

earth is required for forming embankment, etc., for the canal bund. It is also assessed that

about 2431050m3 of earth is to be excavated for forming the canal . It is considered that a

part of earth so excavated could be used economically for forming embankments and other

filling works.

For the Perundurai branch canal(0- 20.50 Km) it is estimated that, a quantum of

494588m3 of earth is required for forming embankment, etc., for the canal bund. It is also

assessed that about 1968911 m3 of earth is to be excavated for forming the canal . For the

Kanuvukkarai Sub Branch canal (0-5.20 Km) it is estimated that, a quantum of 106650m3 of

earth is required for forming embankment, etc., for the canal bund. It is also assessed that

about 128477m3 of earth is to be excavated for forming the canal It is considered that a part

of earth so excavated could be used economically for forming embankments and other filling

works.

For the Perundurai branch canal(20.5- 45.21 Km) it is estimated that, a quantum of

146753 m3 of earth is required for forming embankment, etc., for the canal bund. It is also

assessed that about 2729074m3 of earth is to be excavated for forming the canal . It is

considered that a part of earth so excavated could be used economically for forming

20

embankments and other filling works.

For the Perundurai branch canal(45.21- 72.915 Km) it is estimated that, a quantum of

303984m3 of earth is required for forming embankment, etc., for the canal bund. It is also

assessed that about 2211200m3 of earth is to be excavated for forming the canal . It is

considered that a part of earth so excavated could be used economically for forming

embankments and other filling works.

For the Avinashi branch canal(0-21.65 Km) it is estimated that, a quantum of 316674

m3 of earth is required for forming embankment, etc., for the canal bund. It is also assessed

that about 800000m3 of earth is to be excavated for forming the canal . It is considered that a

part of earth so excavated could be used economically for forming embankments and other

filling works.

4.9.4 Cement and Steel

For the main canal(0- 35.200 Km) both cement and steel is available at Karamadai

with a lead of 28 km metal road and 1 km cart track.


(0-5.20 Km) both cement and steel is available at Annur with a lead of 32 km metal road and

1 km cart track.

For the Perundurai branch canal(20.5- 45.21 Km) both cement and steel is available at

Avinashi with a lead of 22 km metal road and 2 km cart track.

For the Perundurai branch canal(45.21- 72.915 Km) both cement and steel is

available at Perundurai with a lead of 20 km metal road and 2 km cart track.

For the Avinashi branch canal(0-21.65 Km) both cement and steel is available at

Avinashi with a lead of 11 km metal road and 1 km cart track.

The test results of the Construction Materials are taken from the nearby Project sites

and the test results shows that the materials are suitable for civil works and it is affixed

5. HYDROLOGY

The river Bhavani originates from silent valley of Palghat ranges in the state of

Kerala.This river runs through Coimbatore District and Erode District traversing through

Mettupalayam, Sathyamangalam, Gobichettipalayam and Bhavani taluks before it

confluences with Cauvery at Kooduthurai in Bhavani Taluk. Moyar is one of a tributary of

Bhavani river which confluences with Bhavani river at the upstream of Bhavani sager dam.

The catchment of Pillur dam covers Siruvani river,upper Bhavani, catchment of

Avalanche and,Emarald dams and Kundah river. BhavaniSagar reservoirs receives water

from both Bhavani and Moyaru river.Moyaru contributes sizable in flow to this dam from its

own catchment and catchment from its tributaries.They are catchments of Pykara river,Parson

Valley reservoir,Mukurtiaru,coonoor river and Elerumai pallam stream.

5.1 Yield of Bhavani Sub Basin

The Government in the order Rt No.319 Public Works Department Dated 16/06/2009

ordered for constituting an expert committee under the Chairmanship of Professor

A.Mohanakrishnan, Chairman of Cauvery Technical cell to examine and submit a detailed

21

report regarding implementation of Athikadavu- Avinashi Canal project as announced in the

budget speech for the year 2009-2010. The Expert Committee Presented its report to

government on 31/10/2009.

Based on the Expert committee Report the availability yield of Bhavani sub basin at

50% dependability is 2210.25 Million Cubic Metre (78 TMC). The committed contribution

to Kerala from this Bhavani sub basin accorded by Cauvery Water Dispute Tribunal is 170.02

Million Cubic Metre (6.00TMC) and 1619.16 Million Cubic Metre(57.14 TMC) for Tamil

Nadu. The existing use in irrigation Under Bhavani sagar dam is 1501.84 Million Cubic

Metre (53 TMC) where in contribution to minor reservoir is 20.97 Million Cubic Metre ( 0.74

TMC), minor Irrigation use is 96.34 Million Cubic Metre(3.40TMC) and the Domestic use is

189 Million Cubic Metre( 6.67 TMC). Therefore the total quantity summation is 1983.56

Million Cubic Metre (70TMC). Hence, the Balance water available is 226.69 Million Cubic

Metre ( 8.00TMC).

5.2 Salient Features Of Expert Committee Report

The Surplus Details of Bhavani Sagar Dam is considered for 42 years,where as for

Pillur Dam is considered for 17 Years. The Bhavani Sagar has surplused for 8 years out of

42 years of that of Pillur Dam is 12 Out of 17 years.56.67 Million Cubic Metre (2TMC) can

be considered for diversion from Pillur dam when the Bhavani sagar and Pillur Dam

surpluses simultaneously. Hence the capacity of the canal is 56.67 Cumecs (2000 cusecs) for

12 days.

5.3 Frequency Analysis:

Having established that 56.67 Million Cubic Metre (2 TMC) can be

considered for diversion, it becomes necessary to ascertain for how many days this surplus

may be available and how frequently this surplus may occur. To examine this, the number of

surplus days at Bhavanisagar is analysed in various ranges Viz. upto 56.67 Cumecs( 2000

cusecs),56.67 Cumecs to 85 Cumecs ( 2000 to 3000 cusecs), 85 Cumecs to 113.35

Cumecs(3000 to 4000 cusecs) and above 113.35 Cumecs (4000 cusecs). An abstract of the

number of days of surplus occurring annually in these ranges in Bhavani sagar dam and Pillur

dam are given in the tables below

It may be seen that

The Surplus occurs continuously for a number of years but with a long break in between.

No. of days ranges from a minimum of 9 to a maximum of 60 days in the years of

surplus.

The surplus occurs only in 8 out of 42 years and that too with long breaks in between.

5.4 Surplus Details of BavaniSagar Dam

Year No. of days of Surplus

22

Upto

56.67M3/Sec

(2000c/s)

56.67M3/Sec

to 85.0 M3/Sec

(2000-3000 c/s)

85 M3/Sec

to 113.35

M3/Sec

(3000- 4000

c/s)

More

than113.35

M3/Sec

(4000 c/s)

Total

1974-75 0 0 0 0 0

1975-76 0 0 0 0 0

1976-77 0 0 0 0 0

1977-78 0 0 0 0 0

1978-79 45 8 6 1 60

1979-80 0 0 0 26 26

1980-81 3 11 2 12 28

1981-82 0 0 0 0 0

1982-83 0 0 0 0 0

1983-84 0 0 0 0 0

1984-85 0 0 0 0 0

1985-86 0 0 0 0 0

1986-87 0 0 0 0 0

1987-88 0 0 0 0 0

1988-89 0 0 0 0 0

1989-90 0 0 0 0 0

1990-91 0 0 0 0 0

1991-92 0 0 0 0 0

1992-93 0 2 2 5 9

1993-94 0 0 0 0 0

1994-95 3 0 1 9 13

1995-96 0 0 0 0 0

1996-97 0 0 0 0 0

1997-98 0 0 0 0 0

1998-99 0 0 0 0 0

1999-00 0 0 0 0 0

2000-01 0 0 0 0 0

23

5.5 Surplus Details of Pillur Dam

Year No. of days of Surplus

Upto

28.34M3/Sec

(1000 c/s)

28.34M3/Sec to

56.67M3/Sec(1000

to 2000 c/s)

56.67M3/Sec to

85M3/Sec(2000

to 3000 c/s)

Above

85M3/Sec(3000

c/s)

Total

1999-2000 0 0 0 1 1

2000-01 0 0 0 0 0

2001-02 0 0 0 1 1

2002-03 1 0 0 0 1

2003-04 0 0 0 0 0

2004-05 2 0 1 11 14

2005-06 0 0 0 0 0

2006-07 0 0 1 3 4

2001-02 0 0 0 0 0

2002-03 0 0 0 0 0

2003-04 0 0 0 0 0

2004-05 0 0 0 0 0

2005-06 15 6 2 4 27

2006-07 7 8 5 7 27

2007-08 8 3 6 21 38

2008-09 0 0 0 0 0

2009-10 0 0 0 0 0

2010-11 0 0 0 0 0

2011-12 0 0 0 0 0

2012-13 0 0 0 0 0

2013-14 0 0 0 0 0

2014-15 0 0 0 0 0

2015-16 0 0 0 0 0

24

2007-08 2 3 1 16 22

2008-09 1 1 0 4 6

2009-10 1 0 0 4 5

2010-11 0 0 0 0 0

2011-12 2 1 1 1 5

2012-13 0 0 0 0 0

2013-14 1 0 1 5 7

2014-15 1 2 0 1 4

2015-16 0 1 0 4 5

5.6 Water requirement

It is proposed to divert 56.67M3/Sec(2000 cusecs) of flood water through

main canal taking off from right side of Pillur Dam water spread area for 12 days which

amounts to 56.67 Million Cubic Metre ( 2 TMC) of water.

Water requirement for filling all the tanks and ponds have been calculated

from the capacities of water bodies with due consideration for the losses through seepage,

evaporation etc. from the storage of water in water bodies and conveyance of water in canal.

Also, the losses during conveyance through wetted area have also been accounted for at the

rate of 7 cumec / million m2 of wetted area of canal as stipulated in the IS 9452 (Part I): 1993

Indian Standard for Measurement of seepage losses from canals – Code of Practice and the

manual on Irrigation and Power Channels prepared by Central Water Commission, published

by Central Board of Irrigation and Power for the soil classification of gravelly sandy soil. The

calculation for arriving the total water requirement for the project is as detailed hereunder.

Total capacity of WRD tanks 12.36 Mm3(436.28 mcft) ……… (a) Total capacity of Union tanks 4.05 Mm3(142.75 mcft) ……… (b) Total capacity of Ponds 10.07 Mm3 (355.40 mcft) ……… (c) Total (d = a+b+c) 26.48 Mm3 (934.43 mcft ) ……… (d) Storage losses @ 30% of (d)

Total (e) 7.94 Mm3 (280.33 mcft) ……… (e) Conveyance losses @ 30% of (d+e)

Total (f) 10.33 Mm3 (364.43 mcft) ……… (f) Losses for canal conveyance@ 7 cumec / million m

2

of wetted area of canal

Total (g) 13.99 Mm3 (493.58 mcft) ……… (g) (Details enclosed in Drawal Statement Table)

Total (d+e+f+g) = 26.48(934.43)+7.94(280.33)+10.33(364.43)+13.99(493.58 )

25

=58.74Mm3 (2072.77mcft say 56.67Mm3(2 TMC)).

Therefore, the requirement of water being 56.67 Mm3 (2 TMC)-.

6. HYDRO GEOLOGY:

6.1 Hydro- geological set-up:

Tertiary formation comprising of Red calcareous Soil, Black Soil, Red non-

calcareous, Alluvial and Colluvial Soil, Brown Soil, and Forest Soil.. In Coimbatore district

the pre- monsoon depth of water level is 16.10 m and the post monsoon depth of water level

is 16.0 m , in Tiruppur district the pre- monsoon depth of water level is 12.95 m and the

post monsoon depth of water level is 113.72 m , in Erode district, the pre- monsoon depth of

water level is 4.98 m and the post monsoon depth of water level is 5.32 m. In Coimbatore,

the water level in the well ranges from 1.25 m to 19.20 m below ground level, In Tiruppur,

the water level in the well ranges from 16.72 m to 32.50 m below ground level, In Erode

district, the water level in the well ranges from 2.5 m to 9.10 m below ground level.

6.2. Ground water Resources availability

Tamilnadu accounts for 4 percent of land area and 6% of the population but only

3% of water resources of the country.Most of the areas in Tamilnadu is located in the

shadow region of western ghats and hence receives limited rainfall from the south-west

monsoon .The water level data reveals that the depth of well range from an average of 0.93

m to 43.43m in Erode.According to the Central Ground Water Board there has been a

general decline in ground water level due to the destruction of shallow acquifer.There has

been a considerable failure of irrigation wells in Coimbatore district.

6.3 Ground water development prospects:

At present the ground water trend is declining in the project area. The blocks comes

under the proposed project area are categorized as Semicritical, Critical, Over Exploited and

Safe Zone. After implementation of the project, this will augment the Ground water

potential in ground water recharge .

6.4 Anticipated behaviour of Ground water:

As the storage capacity increases and as water retention period is extended as well as

more of return flow from ayacut also help the ground water recharge in and around the

project area. This project will help to increase the flow of water, and improvements of water

in the canal course and also the ground water recharge is achievable in the surrounding

region.

6.5 Quality of ground water

Ground water in phreatic aquifers in project area in general is colourless odourless

and slightly alkaline in nature.The specific electrical conductance of ground water in

phreatic zone.During may 2006 in the range of 597 to 4810 in the project area.It is observed

that the ground water is suitable for drinking and domestic uses in respect of all the

constituents except total hardness and nitrates. Data are collected from the Tamilnadu

26

Public Works Department, Regional water quality lab, Pollachi.

pH value ranges from a minimum of 7.5 to the maximum of 8.8

EC value ranges from a minimum of 170 umho/cm to the maximum of 8980 umho/cm

SAR value ranges from a minimum of 0.32 to the maximum of 9.69

Fluoride value ranges from a minimum of 0.02 to the maximum of 2.2

6.6 Identification of area in water table:

There are several hydro meteorological station in the project area. Hence data from

nearby hydro meteorological stations such as Annur, Avinashi, and Mettupalayam are used

for related calculations. The area of Annur , Avinashi and and Mettupalayam

Hydrometeorological station is hydrometeorologically homogeneous as of the project

area.The Annur and Avinashi taluks which comes under the over exploited category. By

implementation of this scheme,will improve the rising of water table in those areas. As the

development of ground water has already reached an alarming stage in many blocks of the

project area, further development of ground water for creation of additional irrigation

potential has to be carried out. Rainfall stations data.

6.7 Water shed details:

There is no hydro meteorological station in the project area.Hence data from nearby

hydro meteorological station at sundakkampalayam is used for related calculations. The area

of sundakkampalayam Hydro meterological station is hydro meteorologically homogeneous

as of the project area.Hence the climatological data are obtained from Sundakkampalayam

watershed and rainfall from Avinashi , Annur and Mettupalayam Rain fall station.

Climatological data

7. DESIGN FEATURE AND CRITERIA FOR DIFFERENT VALLEY

STRUCTURES

The proposed multi-purpose canal project includes various cross masonry and

cross drainage works. The type of hydraulic structures has been chosen based on the relative

ground level and proposed bed level of the canal and the discharge in the canal.

Hydraulic structures involved in this scheme are namely diversion weir, leading

channel, canal, falls (drops), sluices, single lane bridges, double lane bridges, super passage,

aqueducts, tunnel, cut & cover, box culverts, canal syphon, flood escapes, head regulators

and syphon aqueduct. Approximate design for typical structure has been evolved for arriving

the cost estimate. The detailed design for each and every hydraulic structural component for

various design parameters will be obtained from the Superintending Engineer, PWD/WRO,

Designs circle, Chennai latter on before commencing the work.

7.1 Structure and layout

7.1.1 General – Brief

a) Site of head works and its vicinity

The proposed diversion weir is located at 5 km u/s of Pillur dam near Thondai village.

This falls under the mountainous slopes of the River Bhavani in a slope of 1 in 275. This weir

27

is designed to divert about 56.63M.m3

(2tmc) of water at 56.63cumecs (2000cusecs) in 12

days.

b) Reasons for choice of the layout of the project

The benefitted areas of this scheme being in the higher elevations, it was found

necessary to divert water from a still higher level. Considering the bedfall of the canal, the

canals are proposed to run along the ridges to benefit the lands on either side.

c) Type of structure – The diversion weir is proposed as concrete weir

d) Layout of the weir and leading channel – Drawing enclosed

e) Layout of the power house – Not applicable

Layout of the canal alignment – Drawing enclosed

7.1.2 Geology, seismicity and foundation – Brief

a) Geology of the entire project area

Coimbatore, Erode and Tirupur districts are covered by a wide range of high grade

metamorphic rocks of the peninsular gneissic complex. These rocks are extensively

weathered and overlain by recent valley fills and alluvium at places. The major rock types

occurring in the district are charnockites, granites, complex gneisses mainly hornblende

biotite gneiss and sillimanite gneiss with basic and ultra basic intrusives, crystalline

limestone, syenite, pegmatite and quartz veins.

b) Geotechnical evaluation of foundations

Technical Support was sought from the Geological Survey of India regarding

geotechnical investigation. On request, the project site was investigated and

recommendations were furnished by the Director, Engineering Geology Division, Geological

Survey of India.

c) Seismicity of the region

The Coimbatore district lies in the east-west trending Cauvery Fault. It falls under

seismic zone – III, whereas Tiruppur and Erode districts lie in the seismic zone – II. (Source:

IS 1893 (Part I): 2002 – Indian standard criteria for earthquake resistant design of structures)

d) Geological log of boreholes, pits.

For geotechnical evaluation of the sub-surface profile, drilling of boreholes at the

various places of project sites such as weir site, exit portal of tunnel -1 (southeast part of

Karunjami hills), cut & cover at Tholampalayam village, Tunnel – II at Kattanji hills were

proposed by the Director, Engineering Geology Division, Geological Survey of India.

Based on the recommendations of the Geological Survey of India and the requirement

of sub-soil exploration for the design of major components by the Superintending Engineer,

PWD/WRO, Designs circle, Chepauk, Chennai, (letter no. 014M/AEE II/F.704/2010 dated

24.01.2012,) 18 boreholes were made.

Location of boreholes:

1. Weir location – rightside 60m

2. Weir location – staggered point rightside

3. Weir location – staggered point leftside

28

4. Weir location – River midpoint

5. Weir location – leftside 90m

6. Tunnel I in Gopanari reserved forest @ entry

7. Tunnel I exit point at Velliangadu plain area @ LS 3300m

8. Tunnel II exit point @ LS 17665m

9. Tunnel point @ Kudalur village plain area @ LS 19550m

10. Aqueduct @ LS 22100m

11. Aqueduct @ LS 22660m (near NH-67 road crossing)

12. Aqueduct @ LS 22800m (middle of Elerumaipallam)

13. Aqueduct @ LS 22960m (near railway crossing)

14. Aqueduct @ LS 23600m (near end of aqueduct)

15. Cut & cover @ LS 24900m




e) Evaluation of foundation and abutments and other major components for treatment

Not carried out

f) Engineering properties of foundation materials – Not carried out

7.1.3 Alternative studies carried out for selection of site and type of structures and

alignment of main and branch canals - Not carried out

7.1.4 Choice of final layout of all major components of the project and reason

i) Diversion weir – The weir is proposed at 5km u/s of Pillur dam for a best possible length

and cost of the weir to divert the discharge of 56.63cumecs (2000cusecs)

ii) Tunnels – Avoiding tunnels lead to increase the canal length and area of land to be

acquired, that too, in reserved forest. Hence, tunneling is proposed.

iii) Cut & cover – Even after studying specific alternative alignments, some of the reaches in

the main canal alignment could not be avoided. Therefore, considering the greater depths of

the canal bed, cut & cover has been chosen as a better structure.

iv) Aqueducts – Across the urbanized areas, railway tracks, National Highway crossings and

deeper valleys the main canal is flumed through aqueducts to attain the required canal bed

level.

v) Head regulators – Two head regulators are proposed at the offtake of two branch canals

namely, Avinashi branch canal and Perundurai branch canal to regulate the quantum of water

to be discharged into each canal.

vi) Flood escapes – In order to avoid damage to the canal section due to any unforeseen

climatic conditions, 10 no. flood escapes are proposed.

7.1.5 Design flood and sediment studies

a) Design flood – The weir has been designed as a submerged weir for a Maximum Flood

Discharge of 4825.37cumecs by Area – slope method.

b) Yield studies – Yield at the proposed weir site is arrived as 86.62 M.m3 (3053.02m.cft) for

29

a free catchment area of 1,191M.m2 (460 sq.miles) as calculated in the design of diversion

weir. Sediment studies - Not carried out

i) Basis for fixing reservoir and other control levels

The crest level of the weir is fixed as +426.720m MSL which is the FRL of

Pillur Dam. The full supply depth of the main canal is fixed as 2.00 m with a driving head of

0.50m. Hence, sill level of the off take sluice is fixed 2.50 m below the FRL, at +424.220m

MSL (i.e.) 426.720 - 2.50 = 424.220 m MSL.

c) Flood routing studies – Not done

d) Afflux and back water studies – Does not arise

7.1.6 Free board

All these canals are designed as unlined canals, to serve the purpose of recharging. A

minimum freeboard of 0.5m for discharge less than 10 cumecs and 0.75m for discharge

greater than 10 cumecs is adopted as per IS 7112:2002 (Criteria for design of cross section

for unlined canals in alluvial soil)

7.1.7 River diversion arrangements – Not proposed.

7.1.8 Construction materials

a) Qualitative and quantitative assessment of availability of construction material for core

and casing (borrow area) sand, transition filters, aggregate, rock-fill (quarry), pozzolana,

lime, cement, steel, explosive (source) etc. indicating lead(s) involved. Transport

constraints if any. – Not carried out

b) Engineering properties of the materials and evaluation of design parameters

Not assessed

c) Special considerations with regards to the scarce materials, if any.

Does not arise

d) Details of tests undertaken for assessing the suitability of the construction materials – Not

done

7.1.9 Details of the model studies for important structures – Not done

7.2 Dam – Not applicable

7.3 Barrage(s)/weir(s) and Head regulator(s)

Detailed design for the diversion weir has been sought from the Superintending

Engineer, PWD/WRO, Designs circle, Chennai vide Executive Engineer, PWD/WRO,

Project Planning & Design division, Erode‘s letter no. 76M/DB/JDO3/FP6/2011/dt. 25.05.2011.

7.3.1 Sediment data

a) Suspended silt carried by the river during various stages, supported with data

30

Not studied

b) Gradation of the river bed material with Lacey's silt factor adopted, where

applicable.

Examining the river bed material, it is considered as of medium sand type. The

silt factor ‗f‘ for medium sand is adopted as 1.25 as per IS: 7784 (Part 1) : 1975.

7.3.2 Assumed retrogression at maximum and minimum discharges

Not considered

7.3.3 Looseness factor

It is calculated using the formula given below:

Looseness factor = Width of the river .

Regime width of the river

7.3.4 Scour factor – The likely extent of scour at the downstream of impervious

floor of the weir is adopted as 1.75R, where R-Regime width of the river, from IS

6966 (Part 1) : 1989

7.3.5 Intensity of discharge under design/super flood condition

a) Spillway/weir

Discharge intensity, q = Design flood discharge

Clear waterway

b) Under sluice – Not provided

7.3.6 Co-efficient of discharge

The weir is designed as a narrow crested submerged weir. The

coefficient of discharge adopted for calculation is given below:

Discharge, Q = Q1 + Q2

Q1 = 2/3 Cd1 L √(2g) [ (h+hv)3/2

– hv3/2

]

Q2 = Cd2 L h1 √[2g (h+hv)]

where, co-efficient of discharge, Cd1 = 0.625

Cd2 = 0.80

7.3.7 Exit gradient value - An exit gradient of 1 in 6 is adopted.

7.3.8 Stress allowed (concrete foundation)

Allowable stresses for concrete of grade M10 used for foundations as per IS

456 : 2000 are as below:

Permissible stress in tension = 1.2 N/mm2

Permissible stress in direct compression = 2.5 N/mm2

7.3.9 Type/profile of cutoffs up-stream and downstream aprons, uplift pressure relief

arrangements etc.

The weir comprises of an upstream cutoff of 5.40m depth and a downstream

cutoff, with minimum reinforcement in the downstream face, of 6.60m depth.

Upstream apron is 3.00m long, whereas in downstream, a stilling basin of 33.96m

length and 0.30m depth are provided. Followed by a launching apron of loose

boulders (weighing not more than 40kg) for 13m length, there are 7 rows of cement

concrete blocks each of size 1.50m x 1.50m x 0.90m as pressure relief arrangements.

31

7.3.10 Stability analysis of weir

Stability of the structure has been analysed for the following three conditions

in the design of diversion weir and is found to be safe.

1. Reservoir empty, without considering earthquake forces

2. Reservoir at MWL, with tailwater and with uplift

3. Reservoir at FRL, with no tailwater but with uplift

7.3.11 Gates, type, size and hoist arrangement and stop-logs including operating

cranes – Not applicable

7.3.12 Detail of abutments, wings wall, upstream/downstream protection etc.

Description Height /

depth in m

Top width

in m

Bottom

width in m

Thickness in m

Abutment 17.28 0.60 13.16

U/S Wing wall 16.00 0.60 12.92

U/S Return wall 16.00 0.60 12.92

D/S Wing wall @

stilling basin

14.80 0.60 11.16

D/S Wing wall @

CC block portion

14.40 0.60 10.92

D/S Return wall 14.40 0.60 10.92

U/S Cutoff wall 5.40 - - 0.60

D/S Cutoff wall 6.60 - - 0.60

Length No. of rows

Inner

thickness

Outer

thickness

Cement Concrete

blocks 11.10 7

0.90 0.90

Launching apron 13.00 - 1.10 1.70

7.4 Canals

7.4.1 Description of canal system including ridge/contour/lift canal capacity and

considerations for fixing alignment etc.

The proposed canal system runs as a ridge canal so as to feed the ponds

and tanks on both sides (Right and Left) of the canal alignment feeding through feeder canals

and the arms which connect the ponds and tanks of Coimbatore, Tiruppur and Erode

Districts.

The off take point of the proposed main canal is located in the right side of the

Bhavani river at a distance of 5 Km upstream side of Pillur Dam. The carrying capacity of

main canal is 56.63 cumecs (2000 cusecs) for 12 days which amounts to 56.63 Mm3

(2 tmc)

for a length of 35.200 km. Also the main canal splits into Avinashi branch canal and

Perundurai branch canal at LS 35.200km.

The carrying capacity of Avinashi Branch Canal is 4.956 cumecs (175

cusecs) for 12 days for a length of 21.65 km from the tail end of main canal. Perundurai

branch canal is proposed to be excavated for a length of 72.915 km from the tail end of main

canal. It is proposed to divert 41.914 cumecs (1480 cusecs) of water into the Perundurai

branch canal.

32

Kanuvukarai sub branch canal off takes at LS 8.850 km of Perundurai

branch canal for a length of 5.20 km. It is proposed to divert 4.04 cumecs (142.68 cusecs) of

water into the Kanuvukarai sub branch canal.

7.4.2 Study of Integrated network of canal system and its operation to utilize the water

potential of streams crossed by the main canal system by provision of storages/tail tank

etc – Not Applicable.

7.4.3 Description of the soil profile along the canal alignment based on the pit/auger

holes – Not provided

7.4.4 Evaluation of the design parameter based on the samples collected along with

canal alignment, borrow area and suggested treatment for problematic reaches – Not

carried out.

7.4.5 Details of lining if provided – Not Applicable.

7.4.6 Transmission losses assumed for lined/unlined channel with justification for

(cumec/million sq. m.)

The losses during transmission through wetted area have been accounted for at the

rate of 7 cumecs/million m2 of wetted area of canal as stipulated in the IS 9452 (Part I): 1993

Indian Standard for Measurement of seepage losses from canals – Code of Practice and the

Manual on Irrigation and Power Channels prepared by Central Water Commission, published

by Central Board of Irrigation and Power for the soil classification of gravelly sandy soil.

(a) Main canal – 7 cumecs/million m2

(b) Branch canal – 7 cumecs/million m2

(c) Feeder canal – 7 cumecs/million m2

(c) Distributaries – Not Applicable

(d) Minors and sub-minors – Not Applicable

(e) Field channel (losses covered under delta at outlet) – Not applicable

(f) Overall efficiency of the system – Not assessed

7.4.7 Cutoff statement showing the detail of the discharge required from tail to the head

considering the irrigation requirement and transmission losses in the off - taking

channel – Not carried out

7.4.8 Design calculation for adequacy of canal sections adopted indicating Design of

canal sections for various discharges adopted in this estimate is arrived based on the formula

given below.

(a) Formula used and values of constants, bed slopes.

Discharge is calculated using the following formula.

Discharge, Q = A*V in cumecs

where, A = 1/2*h*(a+b)

A = area of the section in m2

h = full supply depth in m

a = bed width of the canal in m

b = top width of the canal in m (b = a + 2h)

V = 1/n*R^2/3*S^1/2

33

V = velocity m/sec

n = manning's coefficient = 0.025 for unlined canals

R = A/P,

where, R = hydraulic mean radius in m

A = wetted area in m2

P = wetted perimeter in m

S = bed fall = 1 in 2000

(b) Design of canal sides in various reaches, slope

The side slopes of a channel depend primarily on the engineering properties of the

material through which the channel is excavated. From a practical viewpoint, the side

slopes should be suitable for preliminary purposes.

For canal in filling, side slopes of 1.5H : 1V and for canal in cutting side slopes of

1H:1V is adopted as per IS 7112:2002 - Criteria for design of cross-section for

unlined canals in alluvial soil. For the canal in hard rock reaches a side slope of 05H :

1V has been adopted.

(c) Velocities allowed

Velocity of flow in the canal is calculated as per Manning‘s formula. Velocity, V = 1/n*R^2/3*S^1/2

V = velocity m/sec

n = manning's coefficient = 0.025 for unlined canals

R = A/P,

where, R = hydraulic mean radius in m

A = wetted area in m2

P = wetted perimeter in m

S = bed fall = 1 in 2000

(d) Critical velocity ratio – Not calculated

(e) Full supply depth and free board

Full supply depth of the canal system has been arrived based on the

requirement of discharge to the branch canals and feeder canals.

A minimum freeboard of 0.50m for discharge (Q) less than 10 cumecs and

0.75m for discharge (Q) greater than 10 cumecs is recommended as per IS 7112:2002

- Criteria for design of cross-section for unlined canals in alluvial soil.

(f) Ratio of bed width to depth – Arrived for the designed canal

(g) Head loss at the canal structures – Not included

7.4.9 Design discharge data

The offtake canal from the weir is designed to carry a discharge of 56.63

cumecs (2000 cusecs). There are 95 feeder canals, which in turn offtake from the prime

canals to feed the 71 no. tanks and 538 no. ponds benefitted in this scheme. Total area

benefitted is 9443.14 hectares (23334 acres). The branch canals and feeder canals are worked

out based on the quantum of water to be fed in relevant canals.

For design discharge data for all canals and distributary

34

Model Design discharge calculation

Main canal - from offtake point @ weir to LS 21700m

(A Supply of 56.63 cumecs (2000 cusecs) flowing for about 12 days in a year would make

about 56.63 M.m3 (2 tmc)

Discharge carried by the main canal @ LS 0m = 56.63 cumecs

Assuming transmission losses @ 7 cumecs/million m2 of wetted perimeter.(As per Table – II

of the Manual on irrigation and power channels –March 1984 (Prepared by CWC) of unlined

canals, for gravelly sandy soils)

Wetted perimeter of the canal = bed width + 2 x side slopes = 25.86m

(Bedwidth of canal = 20.20 m

Full Supply Depth of canal = 2.00m

Side slopes 1:1)

Transmission loss upto LS 21700m of main canal = 7x 25.86 x 21700

= 3.928 cumecs

Discharge available in main canal @ LS 21700m = 56.63 - 3.928

= 52.702 cumecs

Feeder canal to Arm no. 1L offtaking @ LS 21700m of main canal

No. of WRD tanks fed through the arm = 1 no.

No. of ponds fed through the arm = 6 nos.

Capacity of WRD tanks to be fed = 0.425 m. m3 (15 m.cft)

Capacity of ponds to be fed = 0.017 m.m3

(0.60 m.cft)

Total capacity = 0.442 m.m3

(15.60 m.cft)

For 12 flow days,

Discharge required in the arm = 0.442 * 1000000 = 0.426 cumecs

12 x 24 x 60 x 60

Assuming 30% losses for storage in tanks and ponds,

Discharge required in the arm = (0.426 x 30%) + 0.426 = 0.554 cumecs

Assuming 30% losses for conveyance along the feeder canal,

Total discharge required by the arm = (0.554 x 30%) + 0.554 = 0.720 cumecs

7.4.10 Canal operation and criteria for fixing the level of outlets / offtaking

channels

The crest level of the weir is fixed as +426.720m MSL which is the FRL of

Pillur Dam. The full supply depth of the main canal is fixed as 2.00 m with a driving head of

0.50m. Hence, sill level of the off take sluice is fixed 2.50 m below the FRL, at +424.220m

MSL (i.e.) 426.720 - 2.50 = 424.220 m MSL

The levels of each outlet are fixed based on the MSL of the crest of

first structure in the arm, so as to feed the lower down tanks and ponds.

7.4.11 (For lift schemes only) Storage of water just before pumping

Not applicable

7.5 Canal structures / Gates etc. (cross drainage works/regulators etc.)

List of canal structures with salient features, location, type, capacities, etc.,

Hydraulic structures involved in this scheme are namely a diversion weir,

leading channel, canal, falls, sluices, single lane bridges, double lane bridges, super passage,

35

aqueducts, tunnel, cut & cover, box culverts, canal syphon, flood escapes, head regulators

and syphon aqueduct.

Cut & cover

a) Salient features, location, type, capacity:

Cut and cover structure is proposed in reaches where the canal runs in

cutting more than 10m depth. The structure has been classified for the ease of estimation,

based on the height of overburden and canal discharge. 21 typical estimates are arrived from

typical hydraulic design obtained for 56.63cumecs (2000cusecs) from the Chief Engineer,

PWD/WRO, Design research and construction support, Chennai vide letter no.

148CE

/SE(D)/AEE VI/F-704/2011, dt. 11.06.2012

Salient features of cut & cover (for Q =56.63 cumecs, height of earthfill – 10m)

Barrel

Discharge – 56.63 cumecs

Bed slope – 1 in 1000

FSD – 2.10m

Freeboard – 1.50m

No. of vents – 4 nos.

Vent size – 4m x 3.6m

Clear waterway – 16m

Location of cut & cover:

Sl.

No.

Description Length

in m

Canal

discharge

in

cumecs

Bed lvl.

Of

canal @

entry

FSL of

canal @

entry

Average

height of

overburd

en in m

Main canal

1 LS 3650m to 4800m 150 56.63 419.750 421.750 10

200 56.63 15

500 56.63 20

300 56.63 25

2 LS 7100m to 7950m 100 56.63 417.175 419.175 5

200 56.63 10

250 56.63 15

100 56.63 20

200 56.63 25

3 LS 19550m to 21100m 300 56.63 406.935 408.935 10

450 56.63 15

300 56.63 20

500 56.63 25

4 LS 24800m to 25150m 50 50.12 406.545 408.545 5

400 50.12 10

2000 50.12 15

1350 50.12 20

36

Sl.

No.

Description Length

in m

Canal

discharge

in

cumecs

Bed lvl.

Of

canal @

entry

FSL of

canal @

entry

Average

height of

overburd

en in m

300 50.12 25

Perundurai branch canal

5 LS 7370m 29 41.91 382.590 384.590 6

6 LS 11275m 37 41.91 378.188 380.188 8

7 LS 11790m 37 41.91 377.855 379.855 8

8 LS 21310m 30 27.44 369.270 371.270 10

9 LS 21485m 30 27.44 369.185 371.185 10

10 LS 28040m 30 22.51 353.947 355.947 10

11 LS 28990m 30 22.51 353.397 355.397 10

12 LS 29690m 30 22.51 352.972 354.972 10

13 LS 31240m 30 22.51 352.047 354.047 10

14 LS 31540m 30 19.6 351.822 353.822 5

15 LS 31840m 30 19.6 351.597 353.597 5

16 LS 32580m 30 19.6 351.152 353.152 5

17 LS 33340m 30 19.6 350.772 352.772 5

18 LS 33735m 30 19.6 350.499 352.499 5

19 LS 33810m 30 19.6 350.462 352.462 5

20 LS 33935m 30 19.6 350.324 352.324 5

21 LS 34025m 30 19.6 350.279 352.279 5

22 LS 34745m 30 19.82 349.844 351.844 5

23 LS 35150m 30 19.6 349.567 351.567 5

24 LS 35310m 30 19.6 349.412 351.412 5

25 LS 35530m 30 19.6 349.302 351.302 5

26 LS 35565m 30 19.6 349.284 351.284 5

27 LS 35690m 30 19.6 349.147 351.147 5

28 LS 36375m 30 15.21 348.729 350.729 10

29 LS 36605m 30 15.21 348.614 350.614 10

30 LS 37495m 30 15.21 348.169 350.169 10

31 LS 37865m 30 15.21 347.984 349.984 10

32 LS 37905m 30 15.21 347.964 349.964 10

33 LS 38185m 30 15.21 347.824 349.824 10

34 LS 39615m 30 15.21 346.909 348.909 10

35 LS 39935m 30 15.21 346.749 348.749 10

36 LS 40620m 30 15.21 346.332 348.332 10

37

Sl.

No.

Description Length

in m

Canal

discharge

in

cumecs

Bed lvl.

Of

canal @

entry

FSL of

canal @

entry

Average

height of

overburd

en in m

37 LS 40980m 30 15.21 346.077 348.077 10

38 LS 41460m 30 15.21 345.762 347.762 10

39 LS 42395m 30 15.21 345.144 347.144 10

40 LS 45210m 22 10.76 334.385 336.135 7

41 LS 45600m 31 10.76 334.015 335.765 7

42 LS 46915m 29 10.76 333.360 335.110 7

43 LS 47465m 33 10.76 333.010 334.760 7

44 LS 48191m 24 10.76 332.570 334.320 7

45 LS 49188m 39 10.76 330.370 332.120 7

46 LS 49610m 30 10.76 330.060 331.810 7

47 LS 50050m 31 10.76 329.690 331.440 7

48 LS 50195m 34 10.76 329.545 331.295 7

49 LS 50450m 34 10.76 329.315 331.065 7

50 LS 51590m 43 8.49 328.595 330.195 8

51 LS 52050m 29 8.49 328.265 329.865 8

52 LS 52320m 35 8.49 328.055 329.655 8

53 LS 56425m 30 8.49 321.205 322.805 8

54 LS 56700m 41 8.49 320.990 322.590 8

55 LS 56716m 43 8.49 320.905 322.505 8

56 LS 57171m 42 8.49 320.580 322.180 8

57 LS 59550m 37 3.96 319.090 320.690 8

58 LS 59890m 41 3.96 318.845 320.445 8

59 LS 60250m 40 3.96 318.590 320.190 8

60 LS 60900m 33 3.96 318.190 319.790 8

61 LS 61140m 32 3.96 317.995 319.595 8

62 LS 63741m 42 3.96 314.770 316.370 8

63 LS 63992m 39 3.96 314.570 316.170 8

64 LS 65040m 30 3.96 313.870 315.470 8

65 LS 66635m 36 3.96 312.550 314.150 8

66 LS 67018m 37 3.96 312.180 313.780 8

67 LS 67341m 32 1.98 311.920 313.120 7

68 LS 68800m 35 1.98 310.940 312.140 7

69 LS 72725m 30 1.98 304.405 305.605 7

Avinashi branch canal

38

Sl.

No.

Description Length

in m

Canal

discharge

in

cumecs

Bed lvl.

Of

canal @

entry

FSL of

canal @

entry

Average

height of

overburd

en in m

70 LS 675m 37 4.96 394.710 396.210 5

71 LS 788m 37 4.96 394.570 396.070 5

72 LS 2130m 29 4.96 393.920 395.420 5

Kanuvakkarai sub-

branch canal

73 LS 130m 29 4.96 381.560 383.060 6

a) Layout of the proposed structure – Drawing enclosed

b) Test pit/bore-hole data for deciding the nature of the foundation

Borehole test results are available for the following reaches of

cut & cover.

Cut & cover @ LS 24900m

1) Cut & cover @ LS 25700m



c) Bed level, FSL & capacity of the canal at the point of entry of the structure

Refer table above

d) Transition in canal section and head losses – Considered in the estimate

e) Stresses allowed (concrete/masonry/steel/foundation, etc.,) – Not calculated

39

Sluices

a) Salient features, location, type, capacity

Being a ridge canal, the canals have their command on either sides of

the alignment vide 96 nos. of pipe sluices. The sluices discharge the required water to the

feeder canal by pipes of 900mm diameter. The sluices are of two types based on the

discharge, one for discharges ranging from 1.982cumecs to 22.653cumecs and the other for

discharges ranging from 22.653cumecs to 56.63cumecs. The location and capacity of the

sluices are detailed below:

Sluices in Main canal & Perundurai branch canal:

S.No Arm @

LS in

Km

Arm

No

L/R Discharge required

for individual arm

inclusive of Storage

losses(30%) &

conveyance losses

(30 %) in cumecs

Bed level

of canal @

entry

FSL of

canal @

entry

1 21700 1 L 0.720 404.920 406.920

2 24650 2 R 1.530 406.620 408.620

3 29050 3 R 0.640 398.510 400.510

4 31000 4 R 0.360 397.435 399.435

5 33600 5 R 0.340 396.065 398.065

6 35200-

ABC

6 R 4.160 395.130 397.130

7 PBC-800 1 R 0.950 394.655 396.655

8 1600 2 R 0.210 394.255 396.255

9 1950 3 L 0.240 394.080 396.080

10 4200 4 L 1.680 390.625 392.625

11 5350 5 R 0.210 385.750 387.750

12 8850-

KBC

6 L 4.040 381.625 383.625

13 9500 7 L 0.100 381.300 383.300

14 9650 8 R 0.270 381.150 383.150

15 12100 9 R 0.960 377.625 379.625

16 14950 10 R 0.150 373.200 375.200

17 15050 11 L 1.100 373.075 375.075

18 16300 12 R 0.650 372.300 374.300

19 17000 13 L 0.190 371.800 373.800

20 18950 14 R 0.670 370.600 372.600

21 20250 15 L 0.170 369.875 371.875

22 20500 16 L 0.190 369.750 371.750

23 21250 17 L 0.390 369.375 371.375

24 21650 18 R 0.390 369.100 371.100

25 21900 19 R 3.780 368.975 370.975

26 26050 20 L 0.030 355.200 357.200

27 28500 21 L 0.380 353.717 355.717

28 30350 22 R 0.240 352.642 354.642

40

S.No Arm @

LS in

Km

Arm

No

L/R Discharge required

for individual arm


losses(30%) &

conveyance losses

(30 %) in cumecs

Bed level

of canal @

entry

FSL of

canal @

entry

29 31450 23 L 1.350 351.942 353.942

30 31900 24 R 0.150 351.567 353.567

31 32350 25 L 1.010 351.342 353.342

32 35035 26 R 0.180 349.699 351.699

33 36035 27 R 2.660 348.967 350.967

34 40900 28 L 0.430 346.192 348.192

35 41400 29 R 1.250 345.867 347.867

36 42050 30 L 0.600 345.392 347.392

37 44500 31 R 1.800 336.942 338.942

38 46140 32 L 0.440 333.740 335.490

39 47615 33 L 0.090 332.865 334.615

40 48140 34 L 0.020 332.590 334.340

41 48200 35 R 0.120 332.465 334.215

42 48315 36 R 0.320 332.415 334.165

43 50000 37 L 0.140 329.715 331.465

44 50470 38 L 0.620 329.215 330.965

45 51245 39 L 0.090 328.765 330.365

46 51695 40 L 0.050 328.440 330.040

47 51695 41 L 0.180 328.440 330.040

48 51695 42 L 0.220 328.440 330.040

49 51800 43 L 0.140 328.390 329.990

50 52180 44 R 0.020 328.115 329.715

51 58040 45 L 0.020 320.040 321.640

52 58850 46 R 2.300 319.540 321.140

53 59350 47 L 1.030 319.190 320.790

54 60840 48 L 0.070 318.215 319.815

55 62300 49 L 0.120 315.665 317.265

56 63650 50 R 0.560 314.815 316.415

57 63850 51 L 0.130 314.640 316.240

58 64300 52 L 0.120 314.315 315.915

59 64750 53 R 0.070 314.015 315.615

60 65470 54 L 0.020 313.465 315.065

61 67270 55 L 0.510 311.965 313.565

62 67350 56 R 0.750 311.840 313.040

63 67580 57 R 0.090 311.715 312.915

64 69080 58 L 0.460 310.690 311.890

65 69860 59 L 0.050 307.740 308.940

66 71280 60 L 0.230 305.315 306.515

67 72750 61 L 0.020 304.315 305.515

41

Sluices in Avinashi branch canal

S.No Arm @

LS in

Km

Arm

No

L/

R

Discharge required

for individuval arm


losses(30%) &

conveyance losses

(30 %) in cumecs

Bed level

@ entry of

canal

FSL of

canal @

entry

1 850 1 R 0.05 394.545 396.045

2 1300 2 L 0.04 394.320 395.820

3 1490 3 R 0.04 394.220 395.720

4 3170 4 L 0.03 393.200 394.700

5 3470 5 L 0.03 392.960 394.460

6 3985 6 R 1.02 392.710 394.210

7 5195 7 L 0.01 389.930 391.430

8 5553 8 L 0.04 389.710 391.210

9 7090 9 L 0.14 378.800 380.300

10 7860 10 R 0.13 378.335 379.835

11 9315 11 L 0.06 375.555 377.055

12 9315 12 R 0.12 375.555 377.055

13 9902 13 L 0.31 373.665 375.165

14 11600 14 L 0.11 372.745 374.245

15 12350 15 R 0.07 372.210 373.560

16 12985 16 L 0.25 366.880 368.230

17 14475 17 L 0.06 364.945 366.295

18 15319 18 R 0.10 362.380 363.730

19 15825 19 L 1.07 361.130 362.480

20 15825 20 R 0.03 361.130 362.480

21 16510 21 R 0.06 358.780 359.530

22 17715 22 R 0.05 358.090 358.840

23 17715 23 L 0.01 358.090 358.840

24 18843 24 L 0.05 355.375 356.125

25 19268 25 L 0.01 355.030 355.780

26 19268 26 R 0.02 355.030 355.780

27 21020 27 L 0.01 349.980 350.730

28 21650 28 L 0.25 345.375 346.125

42

Sluices in Kanuvakkarai sub-branch canal

S.No Arm @

LS in

Km

Arm

No

L/

R

Discharge required

for individuval arm


losses(30%) &

conveyance losses

(30 %) in cumecs

Bedlevel

@ canal

entry

FSL @

canal entry

1 400 1 L 0.28 381.350 382.850

2 550 2 L 4.08 381.275 382.775

3 4000 3 L 7.17 379.400 380.900

4 5200 4 R 121.40 364.225 365.725

a) Layout of the proposed structure – Drawing enclosed

b) Test pit/bore-hole data for deciding the nature of the foundation – Not done

c) Bed level, FSL & capacity of the canal at the point of entry of the structure

Refer table above

d) Transition in canal section and head losses – Considered in the estimate

e) Stresses allowed (concrete/masonry/steel/foundation, etc.,) – Not calculated

Tunnel

a) Salient features, location, type, capacity

Based on the recommendations furnished by the Geological Survey of India vide their

Preliminary stage Geotechnical Investigation Report No. 2 dated September, 2013 (Ref.:

EG/C/SR/TNP/2012/113), the tunnel portion and their locations are as follows.

i) LS 300m to LS 2800m - Raw tunnel 1 (Length 2500m) in Karunjami hills

ii) LS 2800m to LS 3650m - Casing Tunnel 1 (Length 850m) in Karunjami hills

iii) LS 16400 to LS 19550m - Raw Tunnel 2 (Length 3150m) in Kattanji hills

Thereby, total length of the tunnel is 6500 m.

The size of the tunnel is arrived as 2.03m x 12m to carry a discharge of 56.63 cumecs

(2000cusecs) surmounted by 6m radius semi-circular arch.

b) Layout of the proposed structure – Drawing enclosed

c) Test pit/bore-hole data for deciding the nature of the foundation

1. Tunnel I in Gopanari reserved forest @ entry

2. Tunnel I exit point at Velliangadu plain area @ LS 3300m

3. Tunnel II exit point @ LS 17665m

4. Tunnel point @ Kudalur village plain area @ LS 19550m

d) Bed level, FSL & capacity of the canal at the point of entry of the structure

43

S.

No.

Description Bedlevel of

canal @

entry of

tunnel in m

FSL of

canal @

entry of

tunnel in m

Capacity

in cumecs

1 Tunnel 1 @ LS 300m 424.000 426.000 56.63

2 Tunnel 2 @ LS 16400m 410.810 412.810 56.63

e) Transition in canal section and head losses – Considered in the estimate

f) Stresses allowed (concrete/masonry/steel/foundation, etc.,) – Not applicable

g) Cross drainage

The factors which affect the selection of suitable type of cross drainage works are:

Relative bed levels and water levels of canal and drainage and size of the canal and drainage

(i) Criteria for maximum flood discharge and HFL of the drainage

Canal syphon

In case of canal syphon the FSL of the canal is much above the

bed level of the drainage trough/road crossing, so that the canal runs under

the syphonic action. The canal bed is lowered and a ramp is provided at

the exit so that the trouble of silting is minimized.

Super passage:

The hydraulic structure in which the drainage is passing over the

irrigation canal is known as super passage. This structure is suitable when the bed level of

drainage is above the flood surface level of the canal. The water of the canal passes

clearly below the drainage. The FSL of the canal is lower than the underside of the trough

carrying drainage water. Thus, the canal water runs under the gravity.

Aqueduct:

When the HFL of the drain is sufficiently below the bottom of the canal such

that the drainage water flows freely under gravity, an aqueduct is proposed.

Syphon aqueduct:

In case of the syphon Aqueduct, the HFL of the drain is much higher above the canal

bed, and water runs under syphonic action through the Aqueduct barrels.

(ii) Choice of structure i.e. syphon/super passage/aqueduct, etc.

The following considerations are made in selecting the suitable

type of structure:

1. When the bed level of the canal is much above the HFL of the drainage/ existing

ground level, an aqueduct is proposed.

2. When the bed level of the drain is well above FSL of canal, super passage is

provided.

3. Where the necessary headway between the canal bed level and the drainage HFL

could not be increased by shifting the crossing to the downstream of drainage,

syphon aqueduct is preferred.

44

4. When canal bed level/road crossing level is much lower, but the FSL of canal is

higher than the bed level of drainage/road, a canal syphon is opted.

(iii) Percentage of fluming proposed – Provided in the drawing of individual structure

(h) Regulators – Cross regulators (spacing etc.) – basic design criteria

Head regulators are provided at LS 35200m of main canal (56.63 cumecs) with

arrangements to regulate the supplies to the branch canals namely, Avinashi branch canal

(5.097 cumecs) & Perundurai branch canal (41.909 cumecs). Design approximations have

been made for arriving at the cost estimate.

(i) Escapes, falls, road bridges, standing wave flumes – basic design criteria

Escapes:

Escape regulators are provided in the canal to release any unforeseen excessive flood

being diverted into the canal. The location of escape regulators is tabulated below, with

design flood discharge. The estimate for this component is arrived based on approximate

design assumptions.

Sl.

No.

Description Nos. Canal discharge

in cumecs

Main canal

1 (i) LS 5440m 1 56.63

2 (ii) LS 21200m 1 56.63


3 (i) LS 5800m 1 5.10

4 (ii) LS 7090m 1 5.10

Perundurai branch

canal

5 (i) LS 8850m 1 41.91

6 (ii) LS 15050m 1 33.13

7 (iii) LS 21250m 1 29.17

8 (iv) LS 41400m 1 15.29

9 (v) LS 58850m 1 8.49

10 (vi) LS 69090m 1 1.98

Falls:

Whenever the available natural ground slope is steeper than the designed bed slope of

the channel, the difference is adjusted by providing vertical ‗falls‘ or ‗drops‘ across the canal bed. The estimates for drops are arrived vide design approximations. They are categorized

based on the discharge of the canal and height of drop as under:

Sl. No. Description No. of drops


45


1 Discharge - 3.57 Cumecs

1m Drop 3

1.50m Drop 6


1.50m Drop 1

2m Drop 1


1m Drop 5

2m Drop 3


1m Drop 3

2m Drop 1

3m Drop 2

5 In feeder canals 36

Perundurai branch canal


2m Drop 4


2m Drop 1

2.75m Drop 1

3 Discharge -23.11 Cumecs

1m Drop 2

2m Drop 3

3m Drop 1

4 Discharge -15.57 Cumecs

2m Drop 3

3m Drop 1


1.50m Drop 1


1m Drop 1

3m Drop 1


1.50m Drop 2

2.50m Drop 1

Kanuvakkarai sub-branch

canal

46



1m Drop 2

1.50m Drop 3

2m Drop 4

Road bridges:

For road crossings along the alignment of the canal with depth of cutting more than

5m, single lane bridges are provided for roads of 4.25m width and double lane bridges for

roads of width 7.50m. Design of road bridges were made on approximations for the purpose

of cost estimate.

Box culverts:

For road crossings with depth of cutting upto 5m, box culverts are provided as cross

masonry structure. Six types of cost estimates for approximate design have been arrived for

box culverts, for varying canal discharges as classified below.

Sl. No. Description Nos.

1 Discharge - <4.19 Cumecs 10

2 Discharge - 4.19 Cumecs to 8.24 Cumecs 12




6 Discharge -31.32 Cumecs to 41.06 Cumecs 5

Total nos. 36

(ii) Conditions assumed to check the stability of the structure – Stability check not done

7.6 Power house – intake, de-silting arrangement, power channel, tunnel,

Sl. No. Description Span in m Nos.

1 Main canal - LS 0m to 35200m 25 5

2 Avinashi branch canal - LS 0m to

21650m

10 7

3 Perundurai branch canal

(i) LS 0m to 20500m 20 3

16 6

(ii) LS 20500m to 45210m 14 8

(iii) LS 45210m to 72915m 8 5

5 4

4 5

47

balancing reservoir, forebay, penstock, power house, tail race and switchyard.

Not applicable

7.7 Instrumentation

Not carried out

8. RESERVOIR:

Reservoir component does not arise.

9. IRRIGATION PLANNING:

9.1 Existing Irrigation facilities in the proposed project command area

Source in

the

project

command

Gross

command

area (ha.)

Culturable

command

area (net

ha)

Gross

irrigated

area (ha)

Quantity

of water

utilized /to

be utilised

(M.cum.)

Kha

rif ,

(ha.)

Rabi

(ha.)

hot

We

ath

er

(ha

Two

seasonal

(ha.)

Pere

nnial

(ha.)

1 2 3 4 5 6 7 8 9 10

Canal - - 27766.57 - - - - - -

Tanks - - 186.51 - - - - - -

Open

well - - 26931.64 - - - - - -

Tube

well - - 10671.21 - - - - - -

Other - - 768.24 - - - - - -

Source : Government of India, Ministry of Water Resources, Central Ground water Board, South

Eastern Coastal Region, Chennai.

(a) Tank Location(s)

List of tanks benefited and ayacut details on implementation of this project is enclosed in

this estimate.

Proposed Irrigation facilities in the proposed project command area

(b) Tanks - - 9443.14 26473736 - 9443.14 - - -

48

9.2 Existing crop pattern

9.2.1 Existing area under rain fed cultivation

(a) Rainfall during Monsoon (Max. Min. & Average)

The following Standard rainfall stations have been studied Annur, Avinashi,

Mettupalayam and Sundakkampalayam Standard Rain Gauge station.

Maximum rainfall during monsoon: 501.43 mm (during the year 2005)

Minimum rainfall during monsoon : 234.05 mm (during the year 2012)

Average rainfall during monsoon : 418.24 mm (average for the period 2005 – 2015

(b) Rainfall during non-monsoon (Max., Min., and Average)

November to May - Annur, Avinashi, Mettupalayam and Sundakkampalayam

Standard Rain Gauge station

Maximum rainfall during monsoon: 590.80 mm (during the year 2015)

Minimum rainfall during monsoon : 274.80 mm (during the year 2013)

Average rainfall during monsoon : 385.405mm (average for the period 2005 - 2015)

9.2.2 Area under each crop:

The existing agricultural practice is only for the single crop cultivation. After

implementation of this project minimum success is assured by adopting improved water

management practices, seeds, manure and pesticides.

Kharif Crop

Rainfed Irrigated

Area Yield Area Yield

(ha.) (T/ha.) (ha.) (T/ha.)

(i) Pulses - - 1401.35 0.99

(ii)Maize - - 1589.63 5.70

(iii)Ground nut - - 1260.37 2.56

(iv)Sun flower - - 1498.63 1.98

(v)Gingelly - - 3696.46 0.81

9.2.3 Net increase in the irrigation facilities due to project:

By implementing this Scheme an ayacut of 23,334 acres will be benefitted by filling

31 Nos of PWD Tanks, 40 Nos of Union Tanks totally 71 Tanks and 538 Ponds in

Coimbatore, Erode and Tirupur Districts. Total increase in food production of pulses

692.26 tonnes, maize 2685.77tonnes, ground nut 586.86 tonnes, sunflower 1480.64tonnes,

sunflower 1045.97tonnes. Hence the net increase in food production for this project is

64491.5tonne

9.3 Soil Surveys:

9.3.1 Soil capabilities:

49

The soil productivity of the project area is rated and grouped as average. (Source: Soil

atlas for Coimbatore , Tiruppur and Erode districts.)

9.3.2 Land irrigability:

The tank ayacut irrigability is classified as land that has severe limitations for sustained

use under irrigation topography. (Source: Soil atlas for Coimbatore , Tiruppur and Erode

districts.)

The existing soil in the command area is sandy loam having capability to irrigate the

crop like Pulses, Maize, Groundnut, Sunflower and Gingelly.

9.4 Agro-climatic Conditions:

The agro climatic condition is divided into seven zones in Tamilnadu. The Coimbatore

district lies in west coast plains and Ghats region, Tiruppur and Erode districts lies Southern

plateau and hilly region. For this project the details are taken from Sundakkampalayam watershed

in Coimbatore district.

9.4.1 Rainfall

The rainfall stations available in and around the command area are: Mettupalayam,

Annur, Sundakkampalayam and Avinashi,

9.4.2 Temperature

The mean daily maximum and minimum temperatures observed at Coimbatore,

Tiruppur and Erode districts are 31.33° C & 21.1° C in the months of May and January

respectively.

9.4.3 Relative Humidity

The maximum and minimum values of relative humidity observed at one observatory

viz. 78.75% and 52.35%.

9.4.4 Sunshine

The sunrises low shine in the and rises peak in the day time and decreases in the

evening time usually, but it varies pertaining to seasons wise spring, summer, winter, rainy

and autumn.

9.4.5 Wind Speed

The command area is influenced by winds from south – west and north – east

monsoon seasons. The maximum wind velocity is 4.55 km/hr in Jun and the minimum is 1.93

km/hr in November.

9.4.6 Evaporation

Evaporation is proportional to the sunshine The sunrises low shine in the and rises peak

in the day time and decreases in the evening time usually, but it varies pertaining to seasons

wise spring, summer, winter, rainy and autumn.

9.4.7 Cloud Cover

The sky is heavily clouded during the monsoon season. During remaining part of the

50

year, clear or lightly clouded sky prevails.

Normally in Mettupalayam, Annur, Avinashi and Sundakkampalayam blocks of

Coimbatore and Tiruppur Districts, the crops grown are pulses, maize, sunflower, gingelly

and groundnut, the growing period of the crop is 150 days. The crop stage of field

preparation, germination-establishment, active growth, resistive, lag, panic stage, flag leaf

requirement, maturity and harvesting is considered and corresponding crop factors are

applied and the evapotranspiration, effective rainfall, net requirement of water are calculated

by modified penman method. The calculation have been worked out

Crop water requirement

For Pulses : 4.97 Mm3

Maize : 0.171 Mm3

Groundnut : 4.515 Mm3

Sunflower : 3.738 Mm3

Gingelly : 8.441 Mm3

9.4.8 Climate

The climate of the area is generally hot and humid with little variation during the year.

Three seasons prevail in the area Viz, monsoon from October to December, winter from

January to February and summer from March to May. The data on rainfall, Temperature,

Relative humidity, wind speed, cloud cover, etc., are available at this observatories.

9.5 Proposed Cropping Pattern

The existing agricultural practice is only for the single crop cultivation. After

implementation of this project minimum success is assured by adopting improved water

management practices, seeds, manure and pesticides.

Kharif Crop

Rainfed Irrigated

Area Yield Area Yield

(ha.) (T/ha.) (ha.) (T/ha.)

(i) Pulses - - 1401.35 0.99

(ii)Maize - - 1589.63 5.70

(iii)Ground nut - - 1260.37 2.56

(iv)Sun flower - - 1498.63 1.98

(v)Gingelly - - 3696.46 0.81

9.6 Crop water requirements:-

In designating water use by crops, evaporation and transpiration are combined into one

term evapotranspiration (ETo) as it is difficult to separate these two losses in cropped fields.

Evapotranspiration calculated from Modified Penman Monteith method is used for crop water

requirement due to its resemblance with the actual field performance. The actual

Evapotranspiration for Pulses, Maize, Groundnut, Sunflower and Gingelly is determined by the

51

analysis of the concurrent record rainfall and other climatological factors from the watershed.

The Crop water requirement is calculated by modified Penman Monteith method for

Pulses, Maize, Groundnut, Sunflower and Gingelly. Eto, crop co-effcient, crop period are

collected from Ground Water TNPWD and Agricultural Departments.

9.7 Water Planning

The proposed project is planned Irrigation,drinking water and ground water

recharge scheme.In this scheme 0.93189 TMC of water is used for single crop in a year.

9.8 Command Area Drainage

There no existing drainage system.

9.9 Water Course/field channels

No provision is made for field channel since it is recharge structure.

9.10 Water Management

During flood times, 0.93492 TMC of water is used for filling of 71 tanks

and 538 ponds through canal sluices at various locations.

9.11 Agricultural support services :

The available existing agricultural supporting services in this project areas such as

Agricultural department, Agricultural engineering department, Agricultural society,

Agricultural marketing board, Uzhaver santhai etc.,

10. COMMAND AREA:

10,1.1 Command Area Details

10.1.1.a Location

This project aims to recharge the ground water by filling the 71 no. of tanks

538 no.of ponds in Coimbatore, Tiruppur and Erode districts and 9446.44 hectares

of agricultural land indirectly benefitted.

10.1.1. b. Classification of land

In project area, most of the land is observed as cultivable land.

10.1.1.c. Gross command area, Culturable command area

Gross command area - 9446.44ha,

Culturalable command area - 9446.44ha.

10.1.2 Climate of command Area

a) Average Annual Rainfall - 730.59 m

b) Temperature (Max, min, ave) - 28.74ºC, 25.04ºC, 27.04ºC

52

c)Humidity (Max, min, ave) - 72.11 %, 63.50 %, 68.16%

d)Evapo-transpiration - 4.97 mm

10.1.3 Irrigation:

Present source of irrigation in the command Area:

At present the main source of irrigation in the command area is through

wells and rainfed. Methods of Irrigating the crops through openwells , borewells

and micro level irrigation such as Drip irrigation and sprinkler irrigation. Existing

field channels are unlined and slope of the field channels are gentle as easy flow of

water. Soil present in the irrigable area is permeable and drainable , hence there is no

area is affected by water logging and flooding .

10.1.4 Socio economic aspect:

Population of these three districts is around 3746817 and major occupation is

agriculture. Most of the farmers are small farmers doing cultivation in their own

lands.. By implementation of the scheme, will improve the drinking water situation

prevailing the enroute of the canal by means of ground water recharge and support the

cattle rearing in the region which will improve the economic condtions of the people

living in the project area.

10.1.5 Infrastructure facility:

Railways and roads:

The nearest railway station is located at Karamadai which is 30 km from the

project area.and along the roadway is 37 km

Marketing facilities, agro-industries& Banks; Credit societies etc:

All the marketing facilities, agro-industries& banks; credit societies etc are

available at Coimbatore Tiruppur and Erode District. Marketing societies are

available at taluk headquarters which helps to farmers to procure the seeds, fertilizers

and sell their agricultural products through this society.

10.2.1 Topography and soils:

The parent material of the soil in Coimbatore district is fine sandy loam

(Noyyal Series). For a depth of 0-23cms Brown (1OYR5/3); fine sandy loam medium

moderate granular structure; loose when dry, friable when moist; pH8.3; abundant

roots; clear smooth boundary. For a depth of 23-75cm dark brown (10YR4/3); sandy

loam; medium, moderate, crumb structure; loose when dry, friable when moist; Ph

8.4; abundant roots; clear, smooth boundary. For a depth 75cms and above very dark

gray brown (10YR3/2); loam; medium, moderate, crumb structure; loose when dry,

friable when moist, slightly sticky and slightly plastic when wet; pH 8.0; plentiful

roots.

The parent material of the soil in Tiruppur district is fine colluvial soil

(sommayanur series). For a depth of 0-15cms Yellowish red (5YR5/6); sand; single

grained loose when dry and very friable when moist: pH 7.4; gradual boundary:

abundant roots. For a depth of 15-120cms Dark red(5YR3/6); sandy loam ; medium,

53

moderate, granular structure; slightly hard when dry, friable to somewhat firm when

moist; pH6.3; plentiful roots. For a depth 120cm plus Lime concretions.

The parent material of the soil in Erode district is silty clay

(Kangeyampalayam series). For a depth of 0-25cms Dark gray brown (10YR4(2) dry,

very dark gray (1OYR3j1) moist; silty clay; strong, coarse subangular blocky

structure; very hard, very firm, sticky and plastic; pH 7.3; slowly permeable; abundant

roots; abrupt smooth boundary. For a depth of 25-36 dark brown(7.5YR4/4) dry; dark

brown (7.5YR4j2) moist; sandy loam; moderate, medium, sub angular blocky

structure; hard firm, non sticky, and non plastic; many, fine prominent, very dark

grayish brown(IOYR3/2) mottling; pH7.6 moderately rapid permeability; few roots;

abrupt smooth boundary, for a depth 36-155cms strong brown (7.5YR5j6) dry; dark

brown (7.5YR4j4) moist, sandy loam; strong coarse, crumb structure; hard, firm, non

sticky and non plastic; Ph 7.6; rapidly permeable; abrupt, smooth boundary. For a

depth 155-216cms dark brown (7.SYR4/4) moist, clay loam; medium fine crumb

structure; friable, slightly sticky, non plastic, Ph 7.6; rapidly permeable, diffuse

boundary. For a depth 216cms and above clay loam with conca, slightly calcareous.

(Source: Soil Atlas of Coimbatore, Tiruppur & Erode district)

10.2.2 Land slopes:

The slope of the land is gradual with gentle slope from West to East.

10.2.3 Soils:

a.)Origin

The soils of Coimbatore, Tiruppur & Erode district can be classified into i) Red soil

ii) red lateritic soil iii) brown soil and iv) alluvial soil. The soils are mostly in situ in

nature, lateritic, earthy and pale reddish in colour. They are derived from laterisation

of gneisses. The soils derived from gneisses are mostly brownish. The thickness of

soils in the mounts is almost negligible whereas in the valleys it is around 2m.


b) Texture:

The texture of the soil in Coimbatore district is fine sandy loam. ,in Tiruppur

district is fine Colluvial soil and in Erode district is silty clay.

(source: soil atlas of Coimbature, Tiruppur & Erode district)

c) Depth:

The depth of soil is classified as very deep (above 100cms) (Source: Soil

Atlas of Coimbatore, Tiruppur & Erode district)

d) Infiltration and drain ability:

The permeability is classified as moderately rapid.


54

e) Salinity:

The project area is classified as non saline area. (Source: Soil Atlas of

Coimbatore, Tiruppur & Erode district)

f) Productivity status:

The productivity is classified as poor and rating is 1-8 points (Source: Soil

Atlas of Coimbatore, Tiruppur & Erode district)

10.3. Drainage :

The field surplus flows through natural terrain of the lower tank and it

gradually drains, so there is no draining problem.

10.4 Agriculture:

10.4.1 Present land use:

The land use pattern of the entire Coimbatore and Tiruppur district is

classified and tabulated as below. (Source: Government of Tamilnadu Official

Website)

Sl.no Land use Coimbatore District

1 Total geographical area (ha) 7457079 ha 100%

2 Forest 158801 ha 21.26%

3 Barren and uncultivable land 7475 ha 1.00%

4 Land put to non agricultural area 108064 ha 14.46%

5 Cultivable Waste 13464 ha 1.80%

6 Permanent pastures and grazing land 85 ha 0.01%

7 Miscellaneous trees , crops and groves 3413 ha 0.46%

8 Current fallows 89326 ha 11.96%

9 Other fallows 53552 ha 7.17%

10 Net area sown 312899 ha 41.88%

The land use pattern of the entire Erode district is classified and tabulated as

below. (Source: Government Of Tamilnadu Official Website)

Sl.no Land use Erode District

1 Total geographical area (ha) 816191 ha 100%

2 Forest 228749 ha 28.00%

55

3 Barren and uncultivable land 7074 ha 0.90%

4 Land put to non agricultural area 80708 ha 9.90%

5 Cultivable Waste 556 ha 0.1%

6 Permanent pastures and grazing land 187 ha 0.01%

7 Miscellaneous trees , crops and groves 1360 ha 0.20%

8 Current fallows 90697 ha 11.10%

9 Other fallows 105878 ha 13.00%

10 Net area sown 300982 ha 36.90%

10.4.2 Cropping pattern:

The total ayacut of this project covers 9446.44 ha. After implementation of

this project, 9446.44 ha will be stabilized.

Rabi crop Total Irrigated – 9443.44 ha

Coimbatore Tiruppur Erode

Pulse 950.04 451.31 Nil

Sunflower Nil 1498.63 Nil

Gingelly Nil 1131.34 2565.12

Maize 611.00 498.40 480.23

Groundnut 692.00 394.00 174.37

56

10.4.3 Agricultural practice:

The existing agricultural practice is only for the first crop cultivation and

water is being supplied by rotational water supply. After implementation of this

project maximum success is assured by adopting improved water management

practices, seeds, manure and pesticides.

10.4.4 Farmers attitude:

Farmers are willing to participate in the programme and assumed to co-operate

with department for execution of work and making it success. The water policy of the

state does not authorize to collect water cess.

10.5 Physical problems and financial problems:

There is no land problems like land slope, soil depth, salinity, water logging

etc., and there is no financial problems such as socio economic and credit facilities.

10.6 Proposed cropping pattern:

Already discussed in point no 10.4.2.

10.7 Land development:

There is no proposal for land development.

10.8 Ayacut Roads.

The Ayacut are connected with roads.

10.9 Benefits:

The total cost of the project is Rs.352300.00 lakhs and the incremental rate of

return keeping life of the project up to 100 years is 6.67%. The values of yield

received from the agricultural department are taken for calculation of B.C.Ratio.

There will be increase in labour employment during construction period, and

also after the implementation of the project agricultural labour requirement will

increase. Marketing facilities available in nearby Coimbatore, Tiruppur, Avinashi,

Annur, uthukulli, Gobichettipalayam and Perundurai towns for banking credits, etc.

11)FLOOD CONTROL :

This project is aims to divert 2TMC of water from bhavani river during flood periods

only. Except surplus weir to divert water at offtake point at Thondai village 5km upstream of

Pillur dam across Bhavani river.

57

12)DRAINGE:

This project is aims to divert required quantity of 2TMC water from bhavani river

during flood periods to feed tanks and ponds. During rainy days ,excess water assessed is

diverted through escape regulator to natural drains .Hence there is no drainage component

invoved.

13)POWER:

This project aims only to improve ground water table there by improving irrigation

and water supply , hence no power component involved.

14) NAVIGATION:

No Navigation component involved in this project

15.CONSTRUCTION PROGRAMME

i) Construction programme:

It is proposed to complete the project with duration of seven year including

Preliminary works, closing of accounts including the rainy season. The implementation

schedule based on quantity of items and finance.

ii) Construction Materials:

The Construction Materials like Cement, Steel, sand , Coarse Aggregate, Rough

stone ,Bond stone and gravel are obtained from the approved quarry nearby locations of the

project area.

iii) Quantities of excavation involved:

In Project area, the quantity of excavated earth is partly utilized for formation of

bund, jeep track and spoil bank. The entire quantity of excavation, rolling and compaction is

being done by machinery and no manpower is involved.

16. FOREIGN EXCHANGE ELEMENT

Foreign exchange element does not arise as the proposal is to the Government of

India.

17. ENVIRONMENT ECOLOGY AND FOREST ASPECTS OF THE PROJECT

17.1 EFFECTS ON ENVIRONMENTAL ECOLOGY

In this Project 5.95km length of tunnel traversed in koppanari reserve forest area

near Velliangadu village of Coimbatore district.And there is no Tribal people along the

tunnel area.Hence re location of tribals is not necessary.And for the deforested area will be

substituted by afforesstation in double the time of revenue land.Apart from this forest area,

the proposed project will not bring any changes in existing eco system as the project focus

only on improving the irrigation facilities. The project will have a distinctly positive overall

58

environmental impact.

17.2 FOREST ASPECTS OF THE PROJECT

In this Project, the proposed canal has to cut across the hill ridge in the Reserved

Forest (RF) area through Tunnel. It is at Karunjami hills near Velliangadu village. It falls in

Mettupalayam taluk of Coimbatore District.

For acquisition of Forest Land, double the area of compensatory revenue poramboke

land is to be substituted. The process of land identification is under progress. Revenue

Officials have to earmark the required land abutting the forest area in consideration with the

suitability of forest development. Forest officials after their detailed eco-environmental

geological study on the land, to assess the suitability for forest development, after complying

with their departmental rules, will offer their concurrence for applying the forest clearance for

changeover of mutual lands.

After mutual consent for land exchange is over, the forest clearance will be sought

from the Government of India through proper channel of process.

18. ESTIMATE

18.1 The Central Water Commission revised guidelines for Preparation of Detailed project

report of Irrigation & Multipurpose projects-part-I has been followed for preparation of the

detailed project report. This estimate has been prepared using Schedule of Rates for the

year 2015-16 and as per the general procedure adopted by the Tamil Nadu Public Works

Department, provision for 5% escalation charges for the year 2015-16 has been included

in the estimate to arrive the cost of estimate for the year 2016-17.

18.2 Classification of Units

The project works have to be grouped into the following units:

(i) Unit-I Head Works including diversion weir and leading channel

(ii) Unit-II Main canals, branches, and distribution system inclusive of all pucca works.

General Abstract of Cost

Sl.no Description of Item Cost in

Crore (Rs.)

18.2 Classification of Units:

i) Unit-I (Head works) 30.00

ii) Unit-II (Main canals, branches and distribution

system inclusive of all pucca works)

3493.00

iii) Unit-III (Hydro Electric Installations) 0.00

iv) Unit-IV (Navigation Works) 0.00

v) Unit-V (Water Supply Works) 0.00

vi) Unit-VI (Command Area Development Works) 0.00

Grand Total 3523.00

18.3. Account heads:

The details of estimate under Account heads are classified under Minor Heads as

(i) Direct Charges, (ii) Indirect charges

(i) Direct charges:

59

Under this head (I) Works ,(II) Establishment , (III) Tools and Plants, (IV) Suspense, (V)

Receipts and recoveries on capital account has been involved. In this estimate the item (I)

works and Item (V) Receipts and recoveries on capital amount only involved and the details

are tabulated as below.

S.No Description of Item Amount in

Crores

18.3 Account heads

1) Minor Heads:

i) Direct Charges:

I Works 3493.99

II Establishment 0.00

III Tools and Plant 0.00

IV Suspense 0.00

V Receipts and recoveries on capital account -5.92

ii) Indirect Charges 0.00

a) Capitalized value of abatement of land revenue 0.00

b) Audit and account charges 34.94

Grand Total 3523.00

The details are classified under the Sub Head of Under I – Works are tabulated as given

below.

S.

No.

Description of Item Amount in

Crores

18.3 2) Detailed Sub-Heads under l-Works

A) Preliminary 0.80

B) Land

Acquisition and compensation 636.19

C) Works

Construction of Weir & Leading channel 30.00

Construction of Tunnel 650.00

Construction of Cut & Cover 701.07

Provision for Petty supervision, Contingencies and

unforeseen items of works

82.61

escalation for the year 2016-17 @ 5 % of Cost of Works 142.89

Sub Total of C) Works 1606.57

D) Regulators and measuring devices (for canals only) 1.52

E) Falls (for canals only) 26.44

F) Cross drainage works (for canals only) 797.16

60

G) Bridges (for canals only) 36.48

H) Escapes (for canals only) 29.68

I) Navigation works 0.00

J) Power Plant Civil Works 0.00

K) Buildings 0.00

L) Earthwork 277.41

M) Plantation 0.00

N) Tanks and reservoirs 0.00

O) Miscellaneous 35.74

P) Maintenance 0.00

Q) Special T&P 0.00

R) Communications 0.00

S) Power Plant and Electrical Mechanical system 0.00

T) Water Supply Works 0.00

U) Distributaries minors and sub-minors 96.00

V) Water courses 0.00

W) Drainage (to be clubbed with Environment and ecology) 0.00

X) Environment and ecology 0.00

Y) Losses on stock 0.00

Sub Total of (18.3.2-I- works) 3493.99

18.2 1.(i).V Receipts and Recoveries on capital amount -5.92

18.3 1.(ii) Indirect Charges (Audit & Account charges) 34.94

Grand Total in Crore 3523.00

The total estimate cost works out to Rs.3523 Crores for the year 2016-2017.

The Abstract of the Detailed Sub-Heads under l-Works and the typical estimate

abstract for works involved in each item are enclosed

18.3.2. A. Preliminary:

Provision for Conducting bore log operations to check the feasibility of tunnel

formation including consultation charges has been given as Rs.0.80 crores as lumpsum

provision.

18.3.2.B. Lands

A total area of 956.27 Hectares of land is to be acquired for the main canal and two

branch canals namely Avinashi Branch and Perundurai branch canal inclusive of an sub

branch canal namely Kannuvakkarai sub branch canal in this project. The extent of Patta,

poromboke and Reserved forest area to be acquired for this project as given in the table

herewith.

61

Sl.No. Name of Canal &

Length in m

Patta Land

in Hectares

Poromboke

land in

Hectares

Reserved

Forest Land

in Hectares

1) Main Canal -35200m 219.08 5.87 11.33

2) Avinashi Branch

Canal – 21650m

165.07 18.62 -

3) Perundurai Branch

Canal – 72915m

501.51

8.00 -

4) Kanuvakkarai Branch

Canal -5200m

26.79

- -

Total 912.45 32.49 11.33

The approximate width of land acquisition required in each field has been arrived based

on the canal design and depth of cutting and the cross sections of canal at 100m interval.

The cost of land acquisition has been arrived based on the guide line value of land

available in the official web-site www.tnreginet.net of Dept. of Registration, Govt. of

Tamilnadu.

The details of Land acquisition fields along with the name of revenue villages, required

length and width and approved guideline values of all the main, branch canals are enclosed.

Reserved forest land details:

In this Project, about 11.33 Hectares of forest land acquisition has been involved. The

proposed canal has to cut across the two hill ridges in the Reserved Forest (RF) area through

Tunnel. One is at Karunjani hills near Velliangadu village and another one at Kattanji hills.

Both fall in Mettupalayam taluk in Coimbatore District.

Since the proposed diversion wier crest kept the same of Full reservoir level of Pillur

Dam, there is no additional submergence of forest land has been involved.

For acquisition of Forest Land, double the area of compensatory revenue poramboke land

has to be identified adjoining any of the reserved forest boundary. After mutual consent for

land exchange is over, the forest clearance will be sought from Govt. of India through proper

channel of process.

A total amount of Rs.636.19 crores has been computed for the Acquisition and

compensation. Which includes compensation of standing crops, trees and wells, solatium

charges, revenue establishment and legal charges. And provision for variation in

measurement during execution about 10% has also been included. The details of estimate

enclosed.

The Government in the G.O. (M.S.) No.66 PW (I.Spl.2) Dept. Dt.18.02.2016 has

accorded an Administrative Sanction for an amount of Rs. 3.27 crores to commence the

prerequisite works to implement the ―Athikadavu-Avinashi Scheme as an Irrigation, Ground

Water Recharge and Drinking Water Supply Scheme‖ forthwith. State Government allotted Rs. 0.50 Crores for field survey and documentation for

62

preparation of land plan schedule for land acquistion to acquire the above Patta lands. The

preparation for the Land Plan Schedule is under progress .

18.3.2.C. Works

A total amount of Rs.1606.57 Crores has been arrived for construction of head works

ie, construction of Weir & leading channel, Construction of Tunnel, Cut & Cover are include

under this. About Rs.30.00 Crores for Weir & Leading channel, Rs.650.00 Crores for Tunnel,

Rs.701.07 Crores for Cut & Cover have been arrived. The details of items involved in C-

Works are enclosed

The tunnel estimate has been arrived approximately as Rs 0.1 crore per running m

run.

For Cut & Cover about 21 different types of estimates involved based on the Canal

discharge and average height of overburden pressure and the detailed estimation and abstract

of each item in C) Works are enclosed

For Petty supervisions, contingencies and unforeseen items has been given as

Rs.82.61 Crores as lumpsum provision. Rate escalation for the year 2016-17 about 5% of

works has been included in this estimate.

18.3.2.D. Regulators and measuring devices

Two head regulators have to be operated at Avinashi branch and Perundurai branch

canals at off take places at an estimate cost of Rs.1.52 Crores. Separate estimates for the

head regulators are attached

18.3.2.E. Falls

Along the canals totally 92 Nos drops , are proposed at various places at various

height ranging from 1m to 3m wherever necessary based on the levels, Profile of

Longitudinal section of main & branch canal which is estimated to Rs.26.44 Crores.

Separate estimate for each type of drop is attached

18.3.2.F. Cross Drainage works(for canals only)

An estimate for Rs. 797.16 Crores has been contemplated for all Cross drainage

works such as Super passage, Aqueduct, Canal syphon and syphon aqueduct.

In this estimate 16 Nos of Aqueduct proposed for various carrying capacities to a total

length of 12500m. The cost for Aqueduct is estimated as Rs.757.50 Crores. Also in this

estimate 32 Nos of Canal syphons and 8 Nos of Syphon aqueducts are proposed at the cost of

Rs.30.19 Crores and Rs. 8.00 Crores respectively. A super passage at the cost of Rs.1.47

Crores is also incorporated in this estimate.

The cross drainage components are grouped for different criteria for example

discharge and average height of pier for the aqueduct, discharge, drain width for canalsyphon,

etc. The cost of typical estimate is arrived for each group adopting average lead cost.

Accordingly, the total cost has been arrived and enclosed.

18.3.2.G.Bridges (for canals only)

In this estimate 43 Nos of Single lane bridges, 15 Nos of Double lane bridges and 36

63

Nos of Box culverts are proposed at a cost of Rs.36.48 Crores. Typical estimates are arrived

depends on the canal discharge and incorporated in this estimate adopting the average lead

cost for construction materials involved in it. Typical estimates enclosed.

18.3.2.H.Escapes (for canals only)

In this estimate cost for 97 Nos of supply sluices and 10 Nos of Escape regulators are

proposed at the cost of Rs.29.68 Crores. Typical estimates for these hydraulic structures are

arrived for different discharge criteria. The cost adopted accordingly. Typical estimates

enclosed.

18.3.2.L.Earthwork

A total length of 134.965 Km canal has to be excavated for main and branch canals

for an estimate amount of Rs. 227.41 Crores. For which 35.2Km of Main canal,

21.65Km of Avinashi Branch canal, 72.915Km of Perundurai branch canal and 5.2Km of

Kanuvakkarai sub branch canal has to be excavated.

The quantum of Cutting and filling earth work are calculated based on the existing

ground level, proposed canal bed level, depth of cutting, canal slope adopted, canal bed width

and side slope in the different reaches. The cross section of canals at 100m interval plotted

and the earth work quantities are calculated.

The excavated earth has been classified as Top soil, Hard Gravelly Soil(HGS), Soft

Disintegrated Rock soil(SDR), Medium and dense medium rock not requiring blasting

(MR&DMR NRB), Medium and dense medium rock requiring blasting (MR&DMR RB) and

Hard rock requiring blasting (HR) as per trial pits made along the canal stretch.

The 90% of used top soil& HGS excavated will be reused for filling earth work with 2

km lead for forming bunds in Jeep track and spoil bank. The balance required earth will be

conveyed from 10 Km surroundings with 2 Km cart track lead.

Disposing of the unused excavated soil ie, Soft Disintegrated soil, Medium and

dense medium rock from canal to the places shown by the Departmental officers for the

average lead 10 km deposited on the govt. low lying poromboke lands has been proposed.

Casting and fixing of Demarcation stone at 200m interval and Kilometer stone at

every kilometer has to be provided in this estimate adopting average lead for material cost.

The Typical estimate for the stones are enclosed. Clearing of Light, Scrub and juliflora

jungle wherever necessary. Lumpsum provision for dewatering whenever necessary and

provision for Change in classification of soil, variation in quantities, Fluctuation in Rates,

etc @ 10 % of earthwork estimate will be given.

The total Quantity of earth work details are given below:

1. Earthwork in all soils except hard rock requiring blasting -6125418 cum

2. Earthwork excavation in Medium and dense medium rock requiring blasting requiring

blasting - 2041807 cum

3. Earthwork excavation in Hard Granite requiring blasting - 2041806 cum

4. Conveyance of earth suitable for forming Jeep track and spoil bank from the local source

for a lead of 10 km - 432175 cum

The detailed estimate and abstract along with earthwork Quantity calculation are

enclosed.

64

18.3.2.O. Miscellaneous

Lumpsum provisions for providing Name Boards, Hydraulic particulars Boards etc,

Documentation charges, Photographic and video coverage charges, advertisement charges

and Provision for labour welfare fund at 1% at total estimate cost of works has been included

under this head for an amount of Rs.35.74 Crores details enclosed.

18.3.2.U. Distributaries minors and sub-minors

In this project about 96 nos of feeder canals to supply the 71 Tanks and 538 ponds.

Feeder canals have to be excavated and improved to carry its proposed discharge in order to

feed the tanks and ponds along its course. The improvements heed to be proposed for the

feeder canal ranging from 0.5 to 5Km.

The detailed earthwork quantity and Cross masonry works for feeder canal has to be

done. Hence Provision for Earthwork excavation and cross Masonry works in feeder canals

such as pipe culvert, drops, regulators and variation in foundation depth etc as average rate as

Rs. One crore per feeder canal of Rs.96.00 Crores will be included under this head.

Hence the estimate for sub head 18.3.2.I - works arrived as Rs.3493.99 Crores.

18.3.1.(i).V. Receipts and recoveries on capital account

The hard rock quantity expected from the canal excavation has been arrived at as

2041806 m3 which will fetch an approximate amount of Rs.5.92 Crores. The approximate

cost for the excavated hard rock adopted for this calculation being 1/3 rd rate of boulders rate

for estimate purpose only. This cost will vary and the same will be determined by the

competent authority as per the quality of material obtained from the work, as per the

departmental procedures, at the time of execution of the project. Therefore, the approximate

cost is incorporated in the estimate in the receipts and recoveries.

18.3.1.(ii).b. Audit and Account Charges

Provision for Audit & Accounts charges given @ 1 % of I. works Rs.34.94 Crores is

enclosed in this estimate. The estimate for sub head 18.3.2.I - works arrived as Rs.3493.99

Crores.

The total estimate cost works out to Rs.3523 Crores for the year 2016-2017.

19.FINANCIAL RESOURCES

The proposed main canal, perundurai branch, Avinashi branch and kanuvakkarai sub

branch canal comes in Coimbatore,Tiruppur and Erode districts respectively. In the above

Tiruppur, Avinashi, Annur,sulur and perundurai blocks in respective taluks are

drought prone areas. Total ayacut benifited in the above three districts is 9446.963Hec.Out of these

8353.76 Hec (35.8%) comes in Drought prone area and 6064.87 Hec.(64.2%)comes in non

Drought prone area.

The total estimate cost works out to 3523 crore. Fund allocation by Central

Government and State Government in Drought prone areas and non Drought prone areas is

given below.

Total area to be irrigated = 9446.963Hec (23334 Acre)

Area under DPAP = 3382.089Hec (8353.76 Acre)

65

Area under non DPAP = 6064.87Hec (14980.23Acre)

Total estimated cost = 3523 crore

DPAP area in % = [ 8553.76]/23334*100

= 35.8008%

Non DPAP area in = 64.199%

Fund to be allocated for DPAP area

Total Amount =3523 *35.8008% = 1261.262 crore

a)Amount boned by Central Government = 1261.262*75%=945.946 crore

b) Amount boned by State Government = 1261.234*25%=315.308 crore

Fund to be allocated for non DPAP area

Total Amount = 3523 *64.199%= 2261.73 crore

a)Amount boned by Central Government = 2261.766*25%=565.441 crore

b) Amount boned by State Government = 2261.766*75%=1696.32 crore

Contribution by Central Government =1511.38 crore

Contribution by State Government =2011.62 crore

20. REVENUES:

Only land revenue is collected as tax for the crop period from the land holders by

Revenue Department, TamilNadu.

21. BENEFIT - COST RATIO, FINANCIAL RETURN & INTERNAL RATE

OF RETURN

21.1 This proposal is for medium irrigation scheme and the benefit cost ratio works out

to 0.11 : 1 , the Internal Rate of Return is Rs. 320/- Lakhs and the B.C.Ratio , I.R.R

calculation sheets are enclosed.

21.2 Irrigation Projects.

21.2.1 Estimation of annual benefits.

i)Irrigation benefits

a) Net value of Agriculture production in

the area to be irrigated under pre-project

conditions. : Rs. 194957159/-

b) production in the area after

completion of the Irrigation Project : Rs. 375195966 /-

c) Net irrigation benefit = (b) — (a) : Rs. 180238807 /-

ii)Drinking/Industrial water supply

This proposal is for only indirect irrigation benefits and hence

Drinking/Industrial water supply does not arise

iii)Pisciculture :Rs.97672500/-

iv)Animal husbandry :Rs.197100000/-

v) Hydro power

No hydro power component involved.

66

vi)Catchment area treatment

This proposal is for only indirect irrigation benefits and

hence catchment area treatment does not arise.

vii)Canal bank plantation/reservoir territory afforestation.

The benefits are easy to estimate and must be included in

the benefits. This proposal is for only indirect irrigation

benefits and hence benefit from canal bank plantation

does not arise.

Total Net Annual Benefit = Rs. 180238807+ 97672500+197100000

= Rs. 475011307 /-

21.2.2 Estimation of annual cost:

Annual cost shall consist of the following :

(a) Interest at the rate of 10 percent on the estimated

cost of the project including the cost of land

development : Rs. 3523000000/-

(b) Operation and maintenance cost. : Rs. 14156212/-

(c) Depreciation of the project based on the assumed life

of the project e.g. 1 percent of the total cost (excluding

land development) for 100 years life of the project &

2 percent of the total cost for 50 years life of the

project :Rs. 666594000/-

(d) Maintenance of the Head-works at I per cent of

its cost :Rs. 3000000/-

(e) For lift canal :Rs.0.00

21.2.3 Benefit Cost Ratio Calculation:

Benefit Cost Ratio = 475011307 = 0.11 : 1

4206750212

Proforma for B.C. ratio calculation of an irrigation project is attached.

21.2.4 Estimation of Internal Rate of Return:

a) Internal Rate of Return (IRR) at 10% = 481

Internal Rate of Return (IRR) at 20% = 962

b) The 1RR is the rate of discount at which the net present value (NPV) of a project

becomes zero. The equation of Internal Rate of Return is

n

∫ C Ft = 100x (6.67/100x3523) = 23487 crore

t= o (1 ±r)t

CFt = Cash flow at the end of the tth

Year

r — Internal Rate of Return=10%

n = Life of the project =100 year

67

Proforma for Internal Rate of Return.

21.2.5 Estimation of financial return:

This is a medium irrigation project which can be executed within 7 years and

hence financial return is 23487 crore in 100 years .

21.3 Multipurpose Projects:

This project is Utilized for irrigation by recharge, drinking water, Fisciculture

and Animal husbandry, etc.,

21.3.1 Allocation of cost:

This is a medium irrigation project which can be executed within 7 years and

hence allocation of cost is as per financial programme chart .

21.3.2 The B.C. ratio, financial return statements and Internal Rate of Return for the

Irrigation component of the Project:

The total cost of the project is Rs. 3523 crore, the B.C Ratio is 0.11:1, the internal rate

of return is Rs. 320 Lakhs and 6.67 %. The values of yield received from the agricultural

department are taken for calculation of B.C.Ratio. The yield of pulses, sunflower, gingelly ,

maize and groundnut production are increased by 692.27 tonnes, 1480.65 tonnes, 1045.97

tonnes, 2685.79 tonnes and 291.40 tonnes respectively and value of rupees 2432 lakhs.

There will be increase in labour employment during construction period, and also

after the implementation of the project agricultural labour requirement will increase.

Marketing facilities available in nearby Coimbatore, Tiruppur, Erode Districts for banking

credits, etc.

The B.C. ratio and Internal Rate of Return for the Irrigation component of the project

shall be prepared as per sub-para 21.2 above has been prepared and attached.

68

21.3.3 Financial Return for Power component of Multipurpose Project:

This is a medium irrigation project which can be executed within 7 years. Since

this is a new project Financial Return for Power component of Multipurpose Project does

not arise.

21.3.4 B.C. ratio of flood control component of the Project:

The B.C. ratio of flood control component of the Project has been prepared.

22. FUTURE UTILIZATION OF FACILITIES CREATED (BUILDINGS)

The executed structure shall be used by the beneficiary for better agriculture

Production and irrigation management. The facilities may be handed over to the ―Water Users Association‖ for maintenance and management.

23. APPORTIONMENT OF COST AMONG VARIOUS COMPONENTS OF

MULTIPURPOSE RIVER VALLEY PROJECTS

By filling the tanks and ponds, will improve the drinking water and indirect irrigation

by means of ground water recharge. In addition to that there are some revenues will available

from aquaculture, animal husbandry etc., for which there is no separate cost components are

involved in this project.

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